Cone Penetration Test

A new approach is developed to determine the shear wave velocity in saturated soft to firm clays using measurements of the liquid limit, plastic limit, and natural water content with depth. The shear wave velocity is assessed using the site-specific variation of the natural water content with the effective mean stress. Subsequently, an iterative process is envisaged to obtain the clay stiffness and strength parameters. The at-rest earth pressure coefficient, as well as bearing capacity factor and rigidity index related to the cone penetration test, is also acquired from the analyses. Comparisons are presented between the measured clay parameters and the results of corresponding analyses in five different case studies. It is demonstrated that the presented approach can provide acceptable estimates of saturated clay stiffness and strength parameters. One of the main privileges of the presented methodology is the site-specific procedure developed based on the relationships between clay strength and stiffness parameters, rather than direct correlations. Despite of iterative processes, the presented approach can be easily implemented using a simple spreadsheet, benefiting both geotechnical researchers and practitioners.

Sabkha soils are widely distributed throughout Saudi Arabia, especially along the coastal areas. Typical problems encountered in foundations and structures built over Sabkha beds. The use of stone columns as a technique of soil improvement is frequently implemented in Sabkha soils. Besides, their use in Sabkha soils has been found to provide moderate increases in load carrying capacity accompanied by significant reduction in settlement. In this paper a case study chosen from the Eastern Saudi Arabia is studied in detail to investigate the performance behavior of ground improved with stone columns. The stone columns were constructed using the wet method. Comparison between Pre-and Post-Cone Penetration Test CPT was conducted in this study to discuss different methods that are used to assess the improvement of the soil layers upon installation of stone columns.

Liquefaction is a hazardous seismic-based phenomenon, which causes an abrupt decrease in soil strength properties and can result in the massive destruction of the built environment. This research presents a novel approach to reduce the risk of soil liquefaction using jet-grouted micropiles in clean sands. The saturated soil profile of the study project mainly contains clean sands, which are suitable to more reliably employ simplified soil liquefaction analyses. The grouting is conducted using 420 micropiles to increase the existing soil properties. The effect of jet grouting on reducing the potential of liquefaction is assessed using the results of the cone penetration test (CPT) and the standard penetration test (SPT), which were conducted before and after jet grouting by implementing micropiles in the project sites. According to three CPT-based liquefaction analyses, the Juang method predicts the most effective improvement range of the factor of safety in the clean sand. The Boula...

Site-specific geotechnical data are always random and variable in space. In the present study, a procedure for quantifying the variability in geotechnical characterization and design parameters is discussed using the site-specific cone tip resistance data (qc) obtained from ...

The shear strength of liquefied soil, su(LIQ), mobilized during a liquefaction flow failure is normalized with respect to the vertical effective stress (σ 'vo) prior to failure to evaluate the liquefied strength ratio, su(LIQ)/σ 'vo. Liquefied strength ratios mobilized during 33 cases of liquefaction flow failure are estimated using a procedure developed to directly back-analyze the liquefied strength ratio. In ten cases, sufficient data regarding the flow slide are available to incorporate the kinetics, i.e., momentum, of failure in the back-analysis. Using liquefied strength ratios back-calculated from case histories, relationships between liquefied strength ratio and normalized standard penetration test blowcount and cone penetration test tip resistance are proposed. These relationships indicate approximately linear correlations between liquefied strength ratio and penetration resistance up to values of qc1 and (N1)60 of 6.5 MPa and 12 blows/ft (i.e., blows/0.3 m), respec...

The late Pleistocene and Holocene environmental evolution and sequence stratigraphic architecture of the Po Delta region, Northern Italy, are examined. The study units record the depositional evolution from lowstand continental accumulation to marine transgression and highstand progradation. Interpretation of the high-resolution, three-dimension geological mapping of the central Po Delta area was framed within the evolution of the whole of the

The cone penetration test (CPT) has emerged as most widely used for obtaining soil profile and soil properties. In several studies showed that CPT data can also be used for the soil settlement calculation. However these calculations have a different parameter for each location. The main objective of this study was to compare and evaluate the results of settlement using laboratory testing data and consolidation measurement using CPT data of soft clay soil in some area in Indonesia. Furthermore, this study also conducted to find the parameter of CPT settlement (m) that appropriate with the soil condition in this study area and also to analyze the value the horizontal coefficient (Ch) of PVD installation that installed in the field. The Pre-loading with trial embankment of soil subgrade is considered in this study. This study uses a several field soil data CPT test, consolidation laboratory test and settlement plate measurement. The area of study in this research is in access road construction project of Trisakti harbor in Lianganggam, Kalimantan, Indonesia. The results obtained from this study are the horizontal coefficient of PVD (Ch) for the soil in this area is measures as 5 times higher than the vertical coefficient of PVD (Cv) measurement from laboratory data. In addition, the appropriate parameter of settlement using CPT data () is 2.77 obtained by back calculation method in trial embankment and settlement plate result. These results are slightly different from the results of similar research but at a different location in another country.

Interpretive software for CPT, CPTu, SCPTu tests (cone penetration test data interpretation, seismic cone data analysis, pile bearing capacity module, shallow foundation settlement module, dissipation test module, assessment of liquefaction potential index). CPT PaGE: http://www2.ing.unipi.it/geotecnica/08%20software.htm

Abstract
The combination of geophysical and geotechnical methods in foundation investigation has shown to be invaluable in deciphering the depth to bedrock, characterizing the earth materials and extent of variation of allowable bearing pressure of foundation soils. Geophysical and geotechnical methods involving electrical resistivity and cone penetration test have been carried out to investigate the foundation conditions of a bridge site in Ajibode and the newly constructed Abadina-Ajibode Road, located in University of Ibadan, Ibadan, southwestern Nigeria.
Eleven vertical electrical sounding (VES) were carried out, seven at the investigated portion of the road and four at the bridge site. While four cone penetration tests were also carried out at the Bridge site. The vertical electrical sounding for investigated portion of the road revealed 2-4 different lithological layers. The first layers is topsoil which has resistivity ranges from 17-321Ωm with a mean of 220Ωm. The wide range in resistivity values of the topsoil can be due to different degree of compaction. The thickness of the topsoil ranges from 0.5-1.7m with a mean of 1.1m. The second layer resistivity from VES 1-VES 6 ranges from 19-46Ωm with a mean of 32Ωm. The resistivity of this layer is less than 100Ωm which is characteristics of clayey formation. The thickness of this layer ranges from 5.9-12.6m with a mean of 8.0m. For VES 7, the second layer is made up of lateritic pan with resistivity of 336Ωm and depth of 6.1m. The fractured/fresh basement layer resistivity ranges from 171-2364Ωm with a mean of 998Ωm and depth value ranges between 7.4-22.3m with mean depth of 10.9m. While for the investigated bridge site, the vertical electrical sounding revealed 2-3 geoelectric layers. The geoelectric layers include: the first layer is topsoil which has resistivity ranges from 31-320Ωm with a mean of 132Ωm. The wide range in resistivity of the topsoil can be due to different degree of compaction. The thickness of this layer ranges from 0.7m-2.5m with a mean of 1.5m. The second layer resistivity for VES 1-VES 2 ranges from 85-138Ωm with a mean of 116Ωm. The thickness of this layer ranges from 1.0-1.1m with a mean of 1.0m: this layer is characterized by weathered basement. The fresh basement layer resistivity ranges from 920-2853Ωm with a mean resistivity of 2067Ωm, is characterize with fresh bedrock. The cone penetrometer tests also revealed that the investigated bridge site has 2-3 different lithologies with cone resistance of 5-40Kg/cm2 with a mean of 18Kg/cm2 at depth range from 0.25-1.0m and at depth range of 1.25-1.7m, the penetrative resistance at CPT 1 and CPT 2 range from 25-250Kg/cm2 with a mean of 148Kg/cm2, this is a characteristics of competent materials which are weathered basement. CPT 3 and CPT 4 penetrative resistance range from 5-10Kg/cm2 with a mean of 9Kg/cm2 at depth range from 1.0-3.75m but from depth range between 4.0m and 5.0m, the penetrative resistance ranges from 200-250Kg/cm2 with a mean of 225Kg/cm2.
The results obtained from this study have emphasized the usefulness of geophysical methods in complementing geotechnical studies in variation in lithology accompanied by variation in the allowable bearing pressure of foundation soils.

Keywords: Ajibode, VES, Cone penetration test, Schlumberger configuration, Geotechnical survey, cone penetration test, pile foundation

A Large diameter bored pile with diameter of 1.00 m and length of 34.00 m has been implemented in multi layered soil. The pile was tested under three axially loading and unloading cycles, in order to determine the load settlement curve and assess the ultimate pile capacity. Extensive investigation was carried out to obtain reliable soil properties at the examined pile location, through in situ and laboratory soil tests. Twelve strain gauges were fixed on pile steel reinforcement bars at top of each soil layer level. Moreover, four dial gauges were set up at pile head. Also, three telltales were extended to three different levels inside the pile. The pile load test field measurements are presented in the form of load settlement and load distribution curves for different loading steps. In addition, the pile ultimate capacity is calculated using different codes criterions and compared with the loading test results.

Field tests, such as static cone penetration tests (CPT), are widely used in granular soil characterisation because they are largely correlated by empirical charts and graphics to the main physical and mechanical soil properties (i.e. DR, φ, lithology etc.), although the uncertainties concerning with such estimations are taken into account. Whereas those formulations are widely accepted by literature and used in practice, they are not discussed in terms of reliability level of the pile bearing capacity. In this paper, Bustamante and Gianeselli's formulation has been adopted as a direct method for estimating pile bearing capacity from qc profile at Scanzano Jonico site. As far as the reliability-based design of limit pile resistance is concerned, the statistical properties of the design variables are based on the variability study carried out on such sand. Results are discussed with respect to the advantages in usage of direct instead of indirect methods for pile design in sand.

The understanding of groundwater flow and contaminant migration is based on our ability to characterize aquifers and represent these processes with numerical simulators. This understanding is required to efficiently remediate contaminated sites since the failure of remediation actions are often related to an insufficient understanding of aquifer heterogeneity. During the last decades, continuous development of numerical simulators allowed models to

This paper describes about field study as well as laboratory test performed for the geotechnical properties of rock and soil along the Tinpiple-Banchar e Dada road alignment. The purpose of the present study was to determine the geotechnical properties for both rocks and soils along the road alignment. Detailed geotechnical soil/rock field study sheets were used to record geotechnical parameters in the field and to know the site condition. Dynamic cone penetration test was performed in the in situ soil. Laboratory test were performed for the classification of the soil, and to determine the optimum moisture content. Results reveal that most part of the road is aligned through the completely weathered sandstone, its residual soil (classified as SM) along with the gneisses. The results of the Dynamic Cone Penetration Test show that minimum CBR % varies from 18% at 10 cm depth to 2% at 58 cm. These values of the CBR % are considered good so no capping is required. The results of the com...

This paper presents the observations of cone penetration testing (CPT), in situ vane shear testing and undrained triaxial testing of underconsolidated marine clay in the Craney Island Dredged Material Management Area (CIDMMA), Norfolk, VA. Comparison of vane shear measurements, taken during 1981–1983, to CPT measurements, taken during 1993, indicates a change in undrained shear strength. Both the vane shear and cone penetration resistances are lowest at the mid-heights of the clay layers and the excess pore water pressures are highest at the mid-height of the clay layers, indicating that the clay layer is underconsolidated.

Seismic hazard assessment often relies on static piezocone penetration tests (CPTu) to estimate the cyclic resistance ratio (CRR) and for the evaluation of in situ soil behavior. This article presents CPTu data acquired in the Kathmandu valley sediments and makes use of established CPTu interpretation procedures to assess the soil in situ properties. Up to this point predominantly SPT data and limited shear wave velocity measurements have been relied upon to assess the variability and seismic response of soil deposits underlying Kathmandu. This article provides 1) additional data to add to the existing SAFER/GEO-591 database, 2) new shear-wave velocity measurements, and 3) initial estimates of CRR at the sites visited. Based on the work presented in this article, it is concluded that a more detailed methodology is needed for liquefaction assessment mainly due to the presence of saturated silts in the valley.

The aim of this paper is to reconstruct the evolution of the early to middle Holocene Rhine-Meuse river mouths in the western Netherlands and to understand the observed spatial and temporal changes in facies. This is achieved by constructing three delta wide cross-sections using a newly accumulated database with thousands of core descriptions and cone penetration test results, together with a large set of pollen/diatom analyses and OSL/14C-dates. Most of the studied deposits accumulated in the fluvial-to-marine transition zone, a ...

The cone penetration test (CPT) is a valuable geotechnical insitu test. Yet, the CPT correlations with the small strain shear modulus and seismic shear wave velocity still need more research to enhance their accuracy. In this study, the stress normalizations for the net cone tip resistance and the small strain shear modulus are scrutinized. Subsequently, enhanced CPT correlations with the small strain shear modulus and the seismic shear wave velocity for sands are presented. The proposed approach utilizes published databases of CPT in sands and recent researches that quantify the small strain shear modulus using sand gradation parameters. Four case histories are analyzed using the suggested correlation and the results confirm that the presented approach is a promising enhancement to the CPT correlations with the small strain shear modulus and seismic shear wave velocity in sands.

Recently, the Cone Penetration testing (CPTu) is a rapid method for determining the mechanical
and transport properties of soils. The CPTu provides continuous profiles of soil characteristics that are reliable,
fast, and economical. In recent years, the CPTu has been used for site exploration, construction control,
assessment of ground improvement effectiveness, assessment of contaminant transport, and direct application to
deep foundations. Moreover, the estimation of the permeability from the CPTu is traditionally made from the
pore water pressure dissipation test data. The main objective of this research is to interpret the correlation
between CPTu field test data and value of permeability (k). From the result of CPTu’s data can be evaluated and
interpreted as correlation of value the soil permeability. Taking over the data was done in continuously
automatic record with velocity 2 cm/sec. Sum of point tests were three points with distance point 30 m each.
Profile interpretation in soil layer can be interpreted using the data value of cone resistance (qc), soil friction
along a side sleeve (fs), and pore water pressure (u2). Those values were firstly calculated to obtain 3 derived
units as total cone resistance (qt), friction ratio (FR), pore pressure parameter (Bq). The ground water level is
found at 1.4 – 1.5 m from surface, while the dissipation test is found 13.86 - 16.84 m in depth. The value of
permeability (k) determined in this research is found in the range of 1,5 x 10-4 – 5 x 10-8 cm/sec.