211 results about "Penetrometer" patented technology

In most construction processes, some quality assurance compaction test must be performed on a base material before further construction can take place on or relative to the compacted base material. In order to avoid costly downtime associated with waiting for a quality assurance test to be performed, the present invention contemplates generating compaction quality assurance data using on-board generated compaction quality control data. The quality control compaction data is based upon quantifying a sinkage deformation interaction between the compactor and the base material. The interaction might include monitoring an effective roller radius of the compactor, or an amount of energy transferred or consumed when the compactor moves over the base material, or even measuring a rut depth caused by the compactor. The compaction quality assurance data can be indicative of a proof rolling test result, a walk out test result, a penetrometer test result, a base material density test result, or possibly even a compactor sinkage into the base material.

The present invention discloses a wireless rotating penetrometer. The penetrometer organically integrates drilling and penetration and realizes wireless transmission with electromagnetic waves. The penetrometer can acquire penetration parameters in real time, overcome certain defects of traditional static penetrometers, and quickly, accurately and conveniently realize the in-situ tests of stratum depth. Stratum probing depth can be obviously increased, the defects resulting from the use of cables in signal transmission, such as easy joint damage, poor insulation, long time consumption for operation, etc can be overcome, investigation depth and quality can be largely improved, and investigation cost can be reduced. The penetrometer can be broadly used in the investigation of expressways, railways and other important buildings.

The present invention includes a device and method for more particularly evaluating the compaction of soil by automating the use of a prior art dynamic cone penetrometer such that user error and error caused by field conditions are eliminated. Recordation of penetrometer data previously not recorded is made more precise by the present invention such that standardized measurement results. The device further includes means for facilitating the determination of compaction of soils through keyhole openings and a means for automating the collection and processing of the generated compaction data.

The invention discloses a method for rapidly detecting foundation soil compactness by using a penetrometer, and relates to the technical field of compactness detection. The method comprises the following steps: I, randomly selecting 18-25 fill construction fields, selecting a foundation soil region to be detected, extracting a test sample to be detected, and sending to a test room for performing compaction test to obtain the maximum dry density of the test sample; II, detecting the penetration resistance value of the foundation soil area to be detected which is treated in the step I on site by using a penetration resistance instrument; III, acquiring a unary regression equation of penetration resistance value-dry density, wherein a formula of the unary regression equation is Y=(aX)+b, wherein Y is dry density*10, X is the penetration resistance value, and a and b are regression coefficients; IV, detecting the penetration resistance value of the foundation soil, and introducing the penetration resistance value acquired by detecting into the unary regression equation obtained in the step III to obtain the dry density of the foundation soil of a fill construction fields. The method has the advantages of simple principle, accurate and efficient data testing and capability of accurately guiding field construction.

A method for determining pore structure characteristics of hydrophobic porous materials includes placing a test sample of material in the sample chamber of a porosimetry apparatus, creating a partial vacuum and evacuating the sample chamber to remove air, creating a partial vacuum and evacuating the penetrometer and storage vessel above the water level, releasing the vacuum in a controlled manner, so pressure is applied and water in the penetrometer enters the sample chamber and intrudes into pores of the sample, applying a measured amount of intrusion pressure and measuring the change in volume of water in the penetrometer, and determining pore structure characteristics of the sample based on the change in volume of water in the penetrometer. The method further includes an optional step of applying a desired amount of compressive stress on the sample prior to testing. Nonporous plates optionally are used to measure x-y plane pore structure.

The invention discloses a full flow pore pressure sounding penetrometer based on a ball shape and a consolidation coefficient evaluation method of the full flow pore pressure sounding penetrometer based on the ball shape. A pore pressure static sounding feeler lever (5) is arranged at the upper portion of the penetrometer, and the lower portion of the pore pressure static sounding feeler lever (5) is sequentially connected with a conversion head (6), a full flow sounding feeler lever (4) and a full flow sounding ball-shaped probe (1). Multiple pore pressure sensors (2) are arranged in the full flow sounding ball-shaped probe (1) along the transverse circumference. Pore pressure filtering rings (3) are arranged outside the pore pressure sensors (2). A pore pressure sensor (2) is arranged at the connecting position of the bottom end of the pore pressure static sounding feeler lever (5) and the conversion head (6), wherein a pore pressure filtering ring (3) is arranged outside the pore pressure sensor (2). The full flow pore pressure sounding penetrometer penetrates into soil continuously at a constant speed, penetration resistance and pore water pressure dissipation data can be obtained, the beneficial effects of the in-situ property, directness, rapidness, accuracy, economic efficiency and the like can be achieved for evaluating soft soil consolidation coefficients, and a forceful measuring tool is provided for the geotechnical engineering foundation treatment practice.

A method for determining pore structure characteristics of hydrophobic porous materials includes placing a test sample of material in the sample chamber of a porosimetry apparatus, creating a partial vacuum and evacuating the sample chamber to remove air, creating a partial vacuum and evacuating the penetrometer and storage vessel above the water level, releasing the vacuum in a controlled manner, so pressure is applied and water in the penetrometer enters the sample chamber and intrudes into pores of the sample, applying a measured amount of intrusion pressure and measuring the change in volume of water in the penetrometer, and determining pore structure characteristics of the sample based on the change in volume of water in the penetrometer. The method further includes an optional step of applying a desired amount of compressive stress on the sample prior to testing. Nonporous plates optionally are used to measure x-y plane pore structure.

This method makes it possible to characterize the seat of a railroad track through penetrometric and geo-endoscopic tests. It includes steps consisting of striking ram head of a light dynamic penetrometer to drive the tip of a train of rods into the seat, measuring the strength of the seat as a function of the pushing in depth of the train of rods, removing the train of rods from the seat, pushing a tube into a hole left by the train of rods, and sliding an image-recording camera inside the tube. The method includes additional automated steps consisting of measuring the position of the camera while it slides inside the tube, i.e., the dep that which the images are recorded, and couplingan analysis of the recorded images as a function of the depth with the strength measurements of the seat to characterize the different layers of the seat.

The invention discloses a ropeless static penetrometer and a method for acquiring and processing data. The ropeless static penetrometer comprises an underground static probing DAC (data acquisition card), a management system of a static probing data upper computer and an underground static probing data acquisition instrument, wherein the management system of the static probing data upper computer is used for processing and displaying data which is acquired by and stored in the underground static probing DAC, and the underground static probing data acquisition instrument is used for uploading the data. The method comprises the following steps: 1, acquiring and processing a signal of an initial detection value of a static prober in real time; 2, acquiring, processing and displaying depth signals of a probe rod and signals output by the underground static probing DAC in real time; 3, uploading the data; and 4, processing and displaying static probing data. The structure is simple, the design is reasonable, the operation is convenient and quick, the data memory space is large, the storage time is long, the continuous working time is long, the reliability is high, the working efficiency is high, the data processing capacity is strong, the use efficiency is good, and the promotion and application are convenient.

The invention relates to an exploration method, in particular to a method for judging the liquefaction of shallow sand with a variable energy dynamic penetrating sounder. Carry out exploration; use the formula qd=(0.185~0.187)N+(0.68~0.7) to calculate the obtained data; where: qd is the dynamic penetration resistance of the cone head in the variable energy dynamic penetration test, unit: mPa, N is: standard Penetration test blow count; comparison; when the test value qd<critical value Qcr, it can be judged as liquefaction; Qcr is the critical value of penetration resistance Qcr. The invention converts the reference value N0 of the standard penetration hammer number and the critical value Ncr of the standard penetration hammer number into dynamic penetration resistance, so that the liquefaction can be judged by the variable energy dynamic penetrating test. The method has the characteristics of being convenient to carry and use, saving time and labor, and being economical and quick.

A ball penetrometer probe for in situ measurement of soft soil properties, particularly in the seabed, comprises a spherical body and slender shaft assembly, and either individually or in combination, an anti-friction sleeve enclosing the shaft and / or a peripheral porous ring on the spherical body with connecting internal passages through the shaft assembly, the shaft being adapted to attach to an electronic transducer module. The ball penetrometer is deployed to penetrate the soil bed, to continuously measure the soil bearing forces resisting penetration and withdrawal of the ball, to optionally measure the pore water pressure of the soil in contact with the ball and to transmit the measurement data from the probe to a remote operating station, either by wireless means such as an acoustic transducer or via a wired electrical connection.

The invention provides a detection method used for detecting the compressive strength of rock sand masonry mortar by a penetration method, comprising the detection steps as follows: measuring points are uniformly arranged on horizontal lime seams of the rock sand masonry mortars to be detected; the measuring points are grinded and levelled; the measuring points are detected exactly one by one by a penetrometer; the penetration depth measuring meter of the penetrameter measures the penetration depth reading values di' of all measuring points; the penetration depth values di of all measuring points are calculated according to the formula as follows: di=20.00-di'; according to the penetration depth average md, experience formulas are converted according to different rock sand masonry mortar compressive strengths: for cement mixed mortars: fz, e<c>=25.9223md<-1.5325>; the effective measurement range is 0.4-15.8MPa; for cement mortars: fz, e<c>=24.7105md<-1.3779>; the effective measurement range is 0.4-16MPa; for yellow sand mortars: fz, e<c>=194.9274md<-2.3769>; the effective measurement range is 0.4 to 10.3MPa; therefore, the compressive strength of the rock sand masonry mortars to be tested is converted, thus solving the technical problems that the site detection of the compressive strength of the rock sand masonry mortars has great error and the accuracy is not high.