Cone Penetration

Cone Penetration
From Wikipedia, the free encyclopedia
Method used to determine the geotechnical engineering properties of soils

^ Begemann, H. K. S, 1965, "The Friction Jacket Cone as an Aid in Determining the Soil Profile"; Proceedings, 6th ICSMFE, Montreal, Quebec, Canada, Vol I, pp.17-20.

^ De Reister, J., 1971, "Electric Penetrometer for Site Investigations"; Journal of SMFE Division, ASCE, Vol. 97, SM-2, pp. 457-472.

^ "CPT Equipment" . Hogentogler & Co., Inc. Archived from the original on March 4, 2016.

^
"CPT Cones and Data Acquisition Systems - Vertek CPT" . Applied Research Associates, Inc. 2016.

^ "Geopoint.nl" . Geopoint Systems BV. 2016.

^ "CPT - Cones and Acquisition Systems" . Pagani Geotechnical Equipment. 2015.

^ "Home | Chemistry Division" . chemistry.nrl.navy.mil . Retrieved 2015-04-20 .

^ Strutynsky, A.I., R. Sandiford, D. Cavaliere, 1991. Use of Piezometric Cone Penetration Testing with Electrical Conductivity Measurements (CPTU-EC) for Detection of Hydrocarbon Contamination in Saturated Granular Soils. Current Practices in Ground Water and Vadose Zone Investigations, ASTM

^ ASTM 6001

^ ASTM 6067

^ Strutynsky, A.I., T. Sainey, 1990. Use of the Piezometric Cone Penetration Test and Penetrometer Groundwater Sampling for Volatile Organic Contaminant Plume Detection. Petroleum Hydrocarbons and Organic Chemicals in Groundwater: Prevention, Detection and Restoration. API/NWWA

The cone penetration or cone penetrometer test ( CPT ) is a method used to determine the geotechnical engineering properties of soils and delineating soil stratigraphy . It was initially developed in the 1950s at the Dutch Laboratory for Soil Mechanics in Delft to investigate soft soils. Based on this history it has also been called the "Dutch cone test". Today, the CPT is one of the most used and accepted soil methods for soil investigation worldwide.

The test method consists of pushing an instrumented cone , with the tip facing down, into the ground at a controlled rate (controlled between 1.5 -2.5 cm/s accepted). The resolution of the CPT in delineating stratigraphic layers is related to the size of the cone tip, with typical cone tips having a cross-sectional area of either 10 or 15 cm², corresponding to diameters of 3.6 and 4.4 cm. A very early ultra-miniature 1 cm² subtraction penetrometer was developed and used on a US mobile ballistic missile launch system ( MGM-134 Midgetman ) soil/structure design program in 1984 at the Earth Technology Corporation of Long Beach, California.

The early applications of CPT mainly determined the logistics of soil geotechnical property of bearing capacity . The original cone penetrometers involved simple mechanical measurements of the total penetration resistance to pushing a tool with a conical tip into the soil. Different methods were employed to separate the total measured resistance into components generated by the conical tip (the "tip friction") and friction generated by the rod string. A friction sleeve was added to quantify this component of the friction and aid in determining soil cohesive strength in the 1960s. [1] Electronic measurements began in 1948 and improved further in the early 1970s. [2] Most modern electronic CPT cones now also employ a pressure transducer with a filter to gather pore water pressure data. The filter is usually located either on the cone tip (the so-called U1 position), immediately behind the cone tip (the most common U2 position) or behind the friction sleeve (U3 position). Pore water pressure data aids determining stratigraphy and is primarily used to correct tip friction values for those effects. CPT testing which also gathers this piezometer data is called CPTU testing. CPT and CPTU testing equipment generally advances the cone using hydraulic rams mounted on either a heavily ballasted vehicle or using screwed-in anchors as a counter-force. One advantage of CPT over the Standard Penetration Test (SPT) is a more continuous profile of soil parameters, with data recorded at intervals typically of 20 cm but as small as 1 cm.

Manufacturers of cone penetrometer probes and data acquisition systems include Hogentogler, which has been acquired by the Vertek Division of Applied Research Associates , [3] [4] GeoPoint Systems BV [5] and Pagani Geotechnical Equipment. [6]

In addition to the mechanical and electronic cones, a variety of other CPT-deployed tools have been developed over the years to provide additional subsurface information. One common tool advanced during CPT testing is a geophone set to gather seismic shear wave and compression wave velocities. This data helps determine the shear modulus and Poisson's ratio at intervals through the soil column for soil liquefaction analysis and low-strain soil strength analysis. Engineers use the shear wave velocity and shear modulus to determine the soil's behavior under low-strain and vibratory loads. Additional tools such as laser-induced fluorescence , X-ray fluorescence , [7] soil conductivity / resistivity , [8] pH , temperature and membrane interface probe and cameras for capturing video imagery are also increasingly advanced in conjunction with the CPT probe.

An additional CPT deployed tool used in Britain, Netherlands, Germany, Belgium and France is a piezocone combined with a tri-axial magnetometer . This is used to attempt to ensure that tests, boreholes, and piles , do not encounter unexploded ordnance (UXO) or duds . The magnetometer in the cone detects ferrous materials of 50 kg or larger within a radius of up to about 2 m distance from the probe depending on the material, orientation and soil conditions.

CPT for geotechnical applications was standardized in 1986 by ASTM Standard D 3441 (ASTM, 2004). ISSMGE provides international standards on CPT and CPTU. Later ASTM Standards have addressed the use of CPT for various environmental site characterization and groundwater monitoring activities. [9] [10] [11] For geotechnical soil investigations, CPT is more popular compared to SPT as a method of geotechnical soil investigation. Its increased accuracy, speed of deployment, more continuous soil profile and reduced cost over other soil testing methods. The ability to advance additional in situ testing tools using the CPT direct push drilling rig , including the seismic tools described above, are accelerating this process.

Cone Penetration Testing (CPT) is used to identify subsurface conditions in
the upper 100 ft of the subsurface. The USGS CPT uses a 23-ton truck to push
a “ cone ” into the ground.
The weight of the truck is partially supported by both the tip of the cone
and the sleeve of the cone. The “tip resistance” is determined by
the force required to push the tip of the cone and the “sleeve
friction” is determined by the force required to push the sleeve
through the soil. The “friction ratio” is the ratio between
sleeve friction and tip resistance, measured as a percentage. Soil type and
thereby resistance to liquefaction can be inferred from these measurements.

Data from the USGS cone , which includes a
seismometer , can also be used to
predict how local shallow soil conditions can modify shaking. The capacity
of local soil conditions to modify shaking is inversely proportional to the
shear-wave velocity near the surface, which can be computed with data
recorded with the seismometer. Seismic energy is created manually with a
sledgehammer or automatically by a compressed air driven hammer. We measure
the time it takes for the seismic energy to travel from the land surface,
through the ground, to the seismometer mounted in the cone. The distance to
the seismometer divided by the travel time of the shear-wave is approximately
the average shear-wave velocity.

Output from the cone as it penetrates the soil is digitally recorded by a
computer and is collectively known as a sounding.

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Cone penetration testing (CPT) is an in-situ test that is used to identify the soil type. In this test a cone penetrometer is pushed into the ground at a standard rate and data are recorded at regular intervals during penetration. A cone penetration test rig pushes the steel cone vertically into the ground. The cone penetrometer is instrumented to measure penetration resistance at the tip and friction in the shaft (friction sleeve) during penetration. A CPT probe equipped with a pore-water pressure sensor is called a CPTU. CPT probes with other sensors are also used.
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The cone penetration test (CPT) is a common in situ testing method used to determine the geotechnical engineering properties of soils and assessing subsurface stratigraphy. The test is also called, Dutch Cone test. Due to its simplicity and efficiency, the cone penetration test is one of the most commonly accepted and used in-situ testing methods in geotechnical investigation worldwide.
The cone penetration test (CPT) is a common in situ testing method used to determine the geotechnical engineering properties of soils and assessing subsurface stratigraphy. The testing apparatus consists of an instrumented still cone having a tip facing down, with an usual apex angle of 60° and cross-section area of 1000 mm2. The code is attached to a internal still rode than can run inside a outer hollow rod, which itself is attached to a sleeve. In the more elaborate CPT instruments, the cone and the sleeve (attached to the outer rod) can move separately.
The Cone penetration test can be carried out from the ground surface with a need for a borehole. The test is carried out by first pushing the cone into the ground at a standard velocity of 1 to 2 cm/s while keeping the sleeve stationary.
For any depth, the resistance of the cone, called cone penetration resistance q_c , is recorded using the force probes provided for this purpose in the cone. Then the cone and the sleeve and moved and penetrated together into the soil and the combined cone and sleeve resistance, indicated by q_t , is recorded at any depth using tension load cells embedded in the sleeve.
This procedure is repeated and the measurements are made at regular depth intervals during penetration. In addition to the stress on the tip and the sleeve friction, the typical CPT probe measures as well the porewater pressure. Some equiped CPT probles are also able to measures shear wave velocity and temperature. The cone penetration resistance values can be then correlated to shear strength parameters using proposed empirical curves. There are also some design methods associated with CPT results which directly use the CPT results to estimate the settlement is soils under a given pressure.

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