Notes on the Correlation of Cone Penetration Test Results in Weak Chalk at Norwich, Norfolk

1986 ◽  
Vol 2 (1) ◽  
pp. 219-221
Author(s):  
H. Erwig ◽  
J. I. Pattinson
Keyword(s):  
Site Investigation ◽  
Standard Penetration Test ◽  
Test Results ◽  
Penetration Test ◽  
Cone Penetration ◽  
Cone Penetration Tests ◽  
Deep Boreholes ◽  
A Site ◽  
Penetration Tests

AbstractA site investigation has been carried out at Norwich, Norfolk consisting of deep boreholes and static electric cone penetration tests. Notes are given on the methods of investigation and on tentative classification of the weak chalk in this area together with the measured parameters of cone end resistance and standard penetration test ‘N’ values.

Correlation of Cone Penetration Tests and Undrained Shear Strength in Alluvial Soils in the Humberside Area

1986 ◽  
Vol 2 (1) ◽  
pp. 213-217
Author(s):  
H. Erwig
Keyword(s):  
Site Investigation ◽  
Soil Conditions ◽  
Alluvial Soils ◽  
Thin Wall ◽  
Test Results ◽  
Cone Penetration ◽  
Cone Penetration Tests ◽  
Laboratory Test Results ◽  
Penetration Tests ◽  
Undrained Shear

AbstractAn intensive site investigation consisting of electric cone penetration tests, vane tests, Delft sampling and thin wall sampling holes has been carried out in soft alluvial soils in the Humberside area. This programme facilitated a correlation to be made between static cone end resistance with the undrained shear strengths obtained from the vane testing and laboratory test results. A discussion is presented on the various cone correlation factors (Nk) obtained and these results are compared to the cone factors established by others in similar soil conditions elsewhere.

Static cone tests and settlement of calcareous desert sands

1986 ◽  
Vol 23 (3) ◽  
pp. 297-303 ◽  
Author(s):  
Nabil F. Ismael ◽  
Abdul Majeed Jeragh
Keyword(s):  
Ground Surface ◽  
Field Tests ◽  
Standard Penetration Test ◽  
Penetration Test ◽  
Cone Penetration ◽  
Soil Pressure ◽  
Cone Penetration Tests ◽  
Below Ground ◽  
Load Tests ◽  
Penetration Tests

The results of a recent in situ testing program to establish standard penetration test – cone penetration test (SPT–CPT) correlation for the windblown calcareous desert sands of Kuwait are presented and analyzed. The program consisted of auger borings and static cone tests at five sites along a 35 km long corridor. The resulting correlation was employed for prediction of the allowable soil pressure of footings at seven sites in Kuwait where load tests were carried out on square concrete footings placed at a depth of 1 m below ground surface. A comparison of the measured to the predicted soil pressures using the Schmertmann method indicated very close agreement. The average ratio of measured to predicted soil pressure is 93% for the seven test sites. Recommendations are made for further testing to determine the long-term settlement components due to creep and cyclic loading. Key words: load tests, sands, footings, allowable pressure, settlement, field tests, borings, cone penetration tests.

Geotechnical properties of Søvind Marl — a plastic Eocene clay

2015 ◽  
Vol 52 (4) ◽  
pp. 469-478 ◽  
Author(s):  
Gitte Lyng Grønbech ◽  
Benjaminn Nordahl Nielsen ◽  
Lars Bo Ibsen ◽  
Peter Stockmarr
Keyword(s):  
Geotechnical Properties ◽  
High Plasticity ◽  
Test Results ◽  
Cone Penetration ◽  
Cone Penetration Tests ◽  
High Concentrations ◽  
London Clay ◽  
Penetration Tests ◽  
Typical Range

Results are presented of the analyses of the geotechnical properties of a fissured and highly plastic Danish tertiary clay: Søvind Marl. The analyses demonstrate the difficulties that can arise when dealing with this particular clay due to its unique characteristics. To characterize Søvind Marl and its pore water, samples were collected at multiple depths from five different borings located at the same site at Aarhus Harbour, Denmark, and all encountering the same Søvind Marl strata. Although Søvind Marl was deposited under circumstances very similar to those of London Clay, its properties show a poor resemblance to London Clay or other known clays. One of the key properties of Søvind Marl was found to be its extremely high plasticity, which can exceed 300%. Søvind Marl has high concentrations (up to 95%) of clay minerals, with a particularly large portion of smectite. Several key index parameters are presented and discussed including natural water content, Atterberg limits (plasticity in the typical range of 100%–250%), and calcite content (up to 65%). Results of vane shear tests and cone penetration tests are also presented. Oedometer tests yield two very different values for the preconsolidation stress level, although only one of these is correct. The dual calculation is associated with the fissured nature of Søvind Marl, which may confound traditional interpretation of test results, but must be taken into account for understanding of test results leading to proper classification of the material.

A comparison between observed and calculated large settlements of raft foundations

1998 ◽  
Vol 35 (2) ◽  
pp. 251-263 ◽  
Author(s):  
Sasha D Milovic
Keyword(s):  
Finite Difference ◽  
Danube River ◽  
Test Results ◽  
Cone Penetration ◽  
Expansion Joints ◽  
Cone Penetration Tests ◽  
Settlement Calculation ◽  
The Right ◽  
Penetration Tests ◽  
Raft Foundations

This paper shows the results of large settlements observed over several years in Belgrade for a hotel founded on four rectangular rafts with expansion joints of 1 m width, and for a silo group built on the right bank of the Danube River. The capacity of the silo group is 400 MN. The settlement calculation for these structures was made using deformation parameters deduced from cone penetration test results. The theoretical solution for stresses and displacements was obtained by the finite difference method. Observed and calculated settlements show satisfactory agreement.Key words: settlement, raft foundation, finite difference, cone penetration tests.

In Situ Investigation of Liquefiable Gravels

2000 ◽  
Vol 1714 (1) ◽  
pp. 75-82 ◽  
Author(s):  
Joseph P. Koester ◽  
Chris Daniel ◽  
Michael L. Anderson
Keyword(s):  
Standard Penetration Test ◽  
Lateral Spreading ◽  
Test Results ◽  
Penetration Test ◽  
Liquefaction Resistance ◽  
Testing Procedures ◽  
In Situ Investigation ◽  
Penetration Tests

A series of dynamic in situ penetration tests was performed in deep alluvial gravel deposits at Seward, Alaska, that were shaken and apparently liquefied by the March 27, 1964, Alaska earthquake. Both a U.S. standard penetration test split spoon and a larger-diameter drive sampler were used, and dynamic cone penetrometers of two sizes were also driven into the gravels near the mouth of the Resurrection River that had exhibited settlement and lateral spreading as a result of earthquake shaking. Two safety hammers were used [nominally 623 N (140 lb) and 1334 N (300 lb)], and the energy delivered with various hammer and penetrometer combinations was measured throughout all tests. Limited measurements of hammer velocity were also made by a radar system developed for that purpose to allow for kinetic energy determination. Soils recovered in the split spoon samplers were sent to the U.S. Army Engineer Waterways Experiment Station Soils Research Facility in Vicksburg, Mississippi, where they were evaluated for classification (gradation and index properties). The sampling and testing procedures used at the Seward site, as well as preliminary analysis of the various penetration test results, are summarized. Comparisons are made with penetration resistance measurements made by the Alaska Highway Department immediately after the 1964 earthquake. Results of this investigation will be adapted to guide future practice for in situ determination of liquefaction resistance in coarse alluvial soils.

scholarly journals Characterization by Cone Penetration Tests of the decalcified Zandvliet Sand (Lillo Formation, North Belgium)

2021 ◽  
Vol 24 (3-4) ◽  
pp. 159-167
Author(s):  
Jef DECKERS ◽  
Jasper VERHAEGEN ◽  
Ilse VERGAUWEN
Keyword(s):  
Chemical Weathering ◽  
Depositional Environment ◽  
Soil Acidity ◽  
The Other ◽  
Penetration Test ◽  
Cone Penetration ◽  
Cone Resistance ◽  
Cone Penetration Tests ◽  
Penetration Tests ◽  
Overlying Strata

The sandy Zandvliet Member represents a particular, decalcified facies in the top of the Pliocene Lillo Formation in northern Belgium. Based on the correlation with nearby boreholes at the type locality of the Zandvliet Member, we were able to characterize this unit on Cone Penetration Tests. Compared to the underlying Merksem Member, the Zandvliet Member generally shows markedly lower cone resistance values. Since besides the decalcification, the Zandvliet Member is lithologically nearly identical to the underlying Merksem Member, the lower cone resistance values in the Zandvliet Member compared to the Merksem Member can only be the result of the decalcification of the Zandvliet Member. Indeed, the partly decalcified top of the Merksem Member also gives similar cone resistance values as the Zandvliet Member. Decalcification of the Eocene Brussel Sand in central Belgium is also known to have resulted in lower cone resistance values. Our Cone Penetration Test interpretations show that the thickness of the Zandvliet Member strongly varies across short distances (>10 m across 1 km). As the Zandvliet Member thickens, the underlying Merksem Member thins and vice versa. This trend is not in line with that of the under- and overlying strata, i.e. intraformational, nor with the depositional environment of these units. The thickness changes of the Zandvliet Member therefore purely reflect changes in depth of the post-depositional decalcification into the original shell-bearing sand (i.e. original Merksem Member). This confirms the existing hypothesis that the Zandvliet Member actually represents the decalcified part of the Merksem Member. The anomalous heavy mineralogy of the Zandvliet Member compared to the other members of the Lillo Formation cannot be readily explained by the acid chemical weathering which caused the decalcification. This may rather be related to a change in the primary heavy mineral signal of the upper part of the Merksem Member and equivalent Zandvliet Member compared to the underlying sequences of the Lillo Formation. The reason for the post-depositional decalcification could be similar to the Pleistocene changes in soil acidity invoked for decalcification of time-equivalent Red Crag sand in England.

scholarly journals Identification of local organic soils based on cone penetration test results

2014 ◽  
Vol 13 (2) ◽  
pp. 049-056
Author(s):  
Grzegorz Straż
Keyword(s):  
Organic Soil ◽  
Organic Soils ◽  
Test Results ◽  
Penetration Test ◽  
Cone Penetration ◽  
Penetration Testing ◽  
Cone Penetration Testing ◽  
In Situ Conditions

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.

Numerical Simulation of Cone Penetration Tests Inside Suction Caisson Foundations in Sand

2020 ◽  
Author(s):  
Marc Stapelfeldt ◽  
Diaa Alkateeb ◽  
Jürgen Grabe ◽  
Britta Bienen
Keyword(s):  
Cone Penetration Test ◽  
Service Performance ◽  
Small Scale ◽  
Penetration Test ◽  
Cone Penetration ◽  
Soil Plug ◽  
Suction Caisson ◽  
Cone Penetration Tests ◽  
Caisson Foundations ◽  
Penetration Tests

Abstract Offshore wind is increasingly utilised as a renewable energy source. A growing number of bottom fixed wind turbines installed offshore are supported by suction caisson foundations. The suction-assisted installation remains a source of uncertainty towards the in-service performance due to the unknown post-installation soil plug state. Cone penetration tests within the suction caisson can help to improve the reliability. Therefore, cone penetration tests were employed in centrifuge tests to investigate the plug state in a previously installed suction caisson. However, the performance of a cone penetration test in a small-scale experiment is connected to uncertainties: A relatively large diameter device is required to conduct the cone penetration test — especially in a centrifuge test. Different finite element models are developed in order to visualise and investigate a cone penetration test inside a suction caisson. The numerical analysis results are validated through the back-calculation of centrifuge cone penetration tests. The results of the simulated cone penetration tests inside a suction caisson are evaluated and compared to the centrifuge experiments. This investigation reinforces the scope of the centrifuge experiments and emphasises a considerable effect of the pressure transferral through the caisson lid in the soil plug state. Hence, the results of this study reduce existing uncertainties regarding possible suction installation effects on the in-service performance of caisson foundations.

Engineering geological aspects of the Quaternary deposits of an urban area in southwest Greece

1991 ◽  
Vol 7 (1) ◽  
pp. 619-626
Author(s):  
C. V. Constantinidis ◽  
N. Sabatakakis ◽  
G. Tsiambaos
Keyword(s):  
Urban Area ◽  
Cross Sections ◽  
Site Investigation ◽  
Cone Penetration ◽  
Quaternary Deposits ◽  
Contour Maps ◽  
Cone Penetration Tests ◽  
Shear Wave Velocities ◽  
Area Of Interest ◽  
Penetration Tests

AbstractThe paper presents the successive stages of the methodology which has been adopted for the interpretation of findings of an extensive geotechnical site investigation. This investigation was carried out in the urban area of the town of Kalamata, S.W Greece subsequent to the catastrophic earthquakes which occured in the area during September 1986. The scope of the wqrk was to determine the engineering geological characteristics of Quaternary deposits which mainly constitute the foundation materials beneath Kalamata, so that the various geotechnical groups could be presented in terms of consistent contour maps and cross-sections. To this end 25 boreholes were drilled to enable geotechnical profiling at several sites in the area of interest. Apart from borings, some 90 cone penetration tests (C.P.T.) were performed by using a mobile truck-mounted electronic cone penetrometer system with a capability of 200 KN. The cross-hole seismic technique was also used in certain boreholes to estimate Shear wave velocities (Vs), in the ground. Finally, a detailed laboratory Programme was carried out to determine the geotechnical parameters necessary for the grouping of soils in relation to their engineering behaviour.

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