Cone penetration test

For mashed potato texture, profile analysis (TPA) and cone penetration tests are performed with a TA HDi Texture Analyser (Stable Micro Systems Ltd, Godaiming, UK). During the tests, the mashed potatoes are kept at 55° C by means of a temperature-controlled Peltier cabinet (XT/PC) coupled to a separate heat exchanger and PID control unit. For the cone penetration tests, a spreadability rig is used, consisting of a 45° conical perspex probe (P/45°C) that penetrates a conical sample holder containing 7 0.1 g of mashed potatoes (Alvarez et al., 2005 Canet et al., 2005b Fernandez et al, 2006). 

Cone Penetration Test, CPT. See ASTM Standards D-1586 and D-3441. Field density tests are used extensively to determine if modification is needed and to monitor the progress and results of modification (compaction) efforts. 

The cone penetration tests (ASTM D-217, ASTM D-1403, IP 50, IP 167, IP 310) are standard tests for determining the penetration of grease, and they provide an indication of the consistency of grease. 

Figure 2 Membrane interface cone penetration test data for the volumetric delineation of below ground trichloroethylene (TCE)...

Teh, C. Houlsby, G. 1991. An analytical study of the cone penetration test in clay. Geotechnique. 41. 17-34. 

Stingray seafloor jacking unit. (After McNeilan, T.W., and Bugno, W.T., Cone penetration test results in offshore California silts. In Strength Testing of Marine Sediments Laboratory and In Situ Measurements, STP 883, Chaney, R.C., and Demars, K.R., eds., American Society for Testing and Materials, Philadelphia, PA, 55-71,1985. Reprinted with permission. Copyright ASTM.)... 

Methods of in situ measurement of strength. CPT, cone penetration test DMT, dilatometer test PMT, pressuremeter test SPT, standard penetration test VST, vane shear test. 

Equations 10.2 through 10.5 present the fundamental basis of any axial capacity determination, irrespective of the method to establish the soil parameters/and q. Several computation techniques are available to derive unit skin friction and unit end bearing either from laboratory and sampling data or from in-situ test data. The in-situ test most utilized is the cone penetration test (CPT). Details on the performance of the CPT can be found in Andresen et al. (1979) and de Ruiter (1971,1975). 

Computation of the ultimate unit end bearing of a pile from a cone penetration test. (From de Ruiter, I. and Beringen, F.L., Marine Geotech., 3,267-314,1979. Reprinted with permission of Taylor Francis Group.)... 

ASTM D3441. Standard Test Method for Mechanical Cone Penetration Tests on Soil, American Society of Testing and materials, Philadelphia, PA. 

Robertson, P.K., and Campanella, R.G. 1983. Interpretation of cone penetration tests. Part 1 Sand,... 

Baligh, M.M., Azzouz, A.S., Wissa, A.Z.E., Martin, R.T., and Morrison, M.J. 1981. The piezocone penetrometer. Symposium on Cone Penetration Testing and Experience, St. Louis, MO, ASCE, Geotechnical Division, pp. 247-263. 

Campanella, R.G., and Robertson, P.K. 1981. Applied cone research. Symposium on Cone Penetration Testing and Experience, October, Geotechnical Engineering Division, ASCE, New York, pp. 343-362. 

Muromachi, T. 1981. Cone penetration testing in Japan. Proceedings of the Symposium on Cone Penetration Testing sand Experience, ASCE National Convention, St. Louis, MO. 

Vermeiden, J. 1977. Cone penetration test, December. LGM Mededelingen Report, Site Investigations, Delft Soil Mechanics Laboratory, Delft, the Netherlands, pp. 55-68. 

Lunne, T., and St. John, H. 1979. The use of cone penetration tests to compute penetration resistance of steel skirts underneath North Sea gravity platforms. Proceedings of the European Conference on Soil Mechanics and Foundation Engineering. 

The three important methods used for geotechnical site classifications are based on (i) Standard penetration test (SPT) (ii) Cone penetration test (iii) Average shear wave velocity in the top 30 m (V °). Of these, the oldest and the most widely used method of site classification is based on SPT values. There are many correlations available for evaluating different soil parameters based on the SPT values. The site classification schemes available based on the standard penetration test (SPT) values are given in Table 2. 

Eurocode-8(2003) has also classified the site based on F/ , standard penetration test (SPT) values and cone penetration test (CPT) values. 

Lunne, T., Robertson, P. K., Powell, J. J. M. (1997). Cone Penetration Testing in Geotechnical Practice. Blackie Academic Professional, London. 

Probing methods commonly used are dynamic (e.g. Mackintosh Probes, which is also commonly known as JKR dynamic cone penetrometer, shown in Figure 3.2) or static (e.g. Cone Penetration Tests). Probes comprise sharpen steel rods that are driven (by hammer blow) or pushed into the soil (by static load). Investigation depth is limited by thrust available for pushing the penetrometer into the ground or when dense/coarse gravel is encountered. Soil type, strength and compressibility can be assessed from available correlation charts developed for the respective methods. 

Pressuremeter tests (PMT) were also carried out and the results obtained were shown in Figure 3.18. Based on the PL results above, the undrained shear strength, Su of the ground was determined following Amar et al. (1991). Together with the Su determined from Field Vane Shear (FVS) and Cone Penetration Test (CPT) for the same site, some statistical analysis was carried out to compare the scatter of the results as shown in Table 3.11. 

Note that in Equation 5.15, unit weight is assumed to be equal to unit weight of pile. Because Nq is dependent on 0, a sample has to be obtained and tested for 0. For sand and granular soils, it is difficult to obtain their undisturbed samples. Because of this, an in situ test is usually performed to obtain 0. Two in situ test methods normally used are the standard penetration test (SPT) and cone penetration test (CPT). Some of these correlations have been presented earlier in this chapter. Figure 5.8 shows a plot of the bearing capacity factor, Nq. 

The stability of embankments on soft clay can be calculated by some empirical equations as functions of the increased shear strength during construction (Suzuki and Yasuhar, 2007). The increased shear strength needs to be determined by in situ measurements such as excess pore pressures, tip resistance of cone penetration tests, and field vane shear strengths, etc. 

Campanella, R.G., Robertson, P.K. and Gillespie, D. 1986. Seismic cone penetration test. Use ofIn-Situ Tests in Geot. Engrg. (GSP 6), ASCE, Reston, VA 116-130. 

Mayne, P.W. 2010. Regional report for North America. Proceedings, 2nd Inti. Symposium on Cone Penetration Testing (CPT IO), Vol. 1, Huntington Beach, California 275-312. Download from www.cptl0.com... 

In situ testing including cone penetration test (CPT), T-bar and ball penetrometer soundings and vane shear, pressuremeter and dilatometer tests... 

---