211 results about "Penetrometer" patented technology

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.

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.

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 invention relates to a safety state fast non-destructive detection method of operation roadbed, the method comprises steps: performing full cover scanning on a detected roadbed by adopting a geology radar to obtain a geology radar image and a dielectric constant of the detected roadbed; detecting Rayleigh velocities VR obtained by each detection point by a wave detector adopting a Rayleigh wave method; performing a penetration detection by a light type power penetrometer to record the hammering numbers N10; obtaining information of a roadbed integral state by analysis and comparison. The invention provides the non-destructive detection method and theoretical system for evaluating the safety state of the operation roadbed, the invention can be widely used for detecting integral states of various roadbeds, has characteristics of wide application range and comprehensive evaluation index; meanwhile, the invention can be applied to the operation roadbed, without damaging the road facilities, the detection construction period can be greatly shortened, and the detection coat can be reduced.

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 patch method for radiographic detection, in particular to a patch method for radiographic detection of pipe welds. The present invention provides a patch method for segmentally accurate tube weld radiographic detection, comprising the following steps: A, making segmented bands, using the marking on the segmented bands to mark the segmented bands as n sections, where n is the transmission The number of times, the length of each section is L / n, and L is the outer circumference of the steel pipe to be inspected; B. Set the produced segmented belt around the outer circumference of the steel pipe to be inspected, and the segmented belt is arranged next to the weld; C. , Place the penetrometer and various marks on the side of the pipe wall, attach the dark bag box to the weld and cover the section to be inspected, the penetrometer and various marks, so that the inside of the dark bag box The length direction of the film is consistent with the circumferential direction of the welding seam, and the backscattering lead plate is attached to the dark bag box. Segments are marked with segmented bands and markers, so the images generated during multiple transilluminations are more accurately correlated, improving efficiency and improving the quality and accuracy of negatives.

Drive hammer assembly with a drive hammer and rod is used with dynamic cone penetrometer tests. A rod end is attached to a cone penetrometer used to measure strength and density of soil. The assembly has no exterior impact zones, eliminating any chance of user injury. A casing loosely fits around a rod. A casing upper end is fitted with a top plate and lower end is fitted with an end plate through which the rod passes. Upper end of the rod is flared with a shoulder which may be welded to the top of the rod. Lower end of the rod is threaded to connect the rod to standard rod and cone assemblies. The hammer is raised to the shoulder on the upper end of the rod. The hammer slides along the rod until the top plate impacts upon the shoulder and drives the DCP cone into the ground.

Soil penetrometers capable of measuring soil reflectance along the direction of insertion of the penetrometer are provided. The penetrometer can house an array of sensors, such as, for example, a Vis-NIR reflectance sensor, a load cell, a displacement sensor, and a moisture sensor. The reflectance data collected using the penetrometer can allow the interpretation and quantification of soil constituents and contaminants at high vertical resolution, such as 3 cm or more.

A breast prosthesis that includes an outer first layer, a middle second layer and an inner third layer. The outer first layer includes a first material that has a first firmness. The first firmness allows for a 20 mm to a 25 mm penetration by a cone penetrometer. The first layer has a shape corresponding to a shape of a breast form. The middle second layer is disposed adjacent to the first layer and includes a second material that has a second firmness that is greater than the first firmness. The inner third layer is disposed adjacent to the second layer opposite from the first layer and includes a third material that has a third firmness that is less than the second firmness.

An electronically-controlled hammering module is used to apply a repetitive hammering force under electronic control to the top end of a dynamic cone penetrometer rod. In a preferred embodiment, the hammering module has a battery-powered percussive hammer that applies an electrically-generated impulse hammering force to the top of the rod. The depth of penetration is measured with a range-finder and used to compute the rate of penetration of the rod into the ground and correlated to the strength of the soil. The rate of hammering is controlled to cause the rod to penetrate into the soil at a controlled rate correlated with the strength of the soil.

The invention relates to a method for detecting the compacting quality of a roadbed, aiming at providing a method which has the advantages of simple operation and short detecting period. The technical scheme for achieving the aim of the invention is as follows: the method for detecting the compacting quality of the roadbed comprises the following steps: 1. by the standard penetration of a dynamic cone penetrometer (DCP) at a detecting point, the DCP-detected penetration rate PR (unit mm / hammering time, generally taking a hammering value at one time) of earthwork roadbed section is detected layer by layer; 2. according to the DCP-detected penetration rate PR of a single detecting point, the weighted average of the filling penetration rate NPR of each layer at the detecting point is counted so as to obtain a CBR value or a rebound modulus E; and 3. according to the CBR value or the rebound modulus, the bearing capacity of the roadbed at different depths and the whole bearing capacity are judged.

The invention discloses a saturated clay sample strength and strain softening parameter measuring device based on full-flow penetration, and belongs to the technical field of geotechnical, geology andenvironment research. The device mainly comprises two parts, namely, an overlying pressure loading system and a full-flow penetration system. Mainly for the problem of incomplete backflow of a soil body in a process of measuring soil body strength and strain softening parameters of a saturated clay by applying a full-flow penetrometer, by applying a working principle of a traditional consolidometer, the backflow of the soil body is guaranteed through vertical pressurization of a soil sample, so that the applicability of the full-flow penetrometer in the aspect of soil body strength and strainsoftening parameter measurement is improved, and an important practical value is achieved for experimental research and marine engineering design. The device can be applied to the measurement of laboratory soil samples and undisturbed soil samples in marine exploration, so that the undrained shear strength of the soil samples, the soil body strength after sufficient disturbance and the softeningparameters of the soil body are obtained. Finally reliable soil body material parameters are provided for design and stability evaluation of facilities such as seabed pipelines, ocean foundations andthe like.

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.

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 through type detector for soft soil in situ shear wave velocity testing. A coaxial cable (1) of the detector is used for transmitting signals and data; a connecting bar (2) is connected with a static force feeler lever or a drilling lever, and the static force feeler level or the drilling lever penetrates through the soil through a static force penetrometer or a drilling machine; a blade (3) is arranged on the other end of the connecting bar (2), a wire guide hole is formed in the blade, and the coaxial cable is allowed to penetrate through the wire guide hole; a pair of cantilever branch beams (5) extends from two sides of the wedge-shaped blade (3), and three groups of bender element sensors are respectively arranged on the lower ends of the cantilever branch beams (5); line type grooves are arranged in a pair of detachable cable protective layers (4), the cable protective layers are respectively covered outside the blades (3) and the cantilever branch beams (5), and the coaxial cable (1) is connected with the bender element sensors through the cable protective layers (4); and a pair of sensor protectors (7) is arranged on the inner sides of the bottoms of the cantilever branch beams (5) for protecting the bender sensors from being damaged. The through type detector for the soft soil in situ shear wave velocity testing has the characteristics of in situ, rapidness, accuracy and continuity.

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 a model test device for simulating a jacked pile driving process. The model test device comprises a hand-operated chain-type static penetrometer, a model box, a hill-shaped plate, a pad pressing plate, an iron rod, a pressure sensor, a model pile and a positioning and guiding component, wherein the hand-operated chain-type static penetrometer is fixed at the top of the model box; the hill-shaped plate is fixed on a chain of the hand-operated chain-type static penetrometer; the pad pressing plate is padded under the hill-shaped plate; the iron rod extends into the hand-operated chain-type static penetrometer from the top, and passes through the hill-shaped plate and the pad pressing plate in sequence; the lower end of the iron rod is connected with the pressure sensor; the model pile is arranged under the pressure sensor; and the positioning and guiding component is used for fixing the model pile to ensure that the model pile vertically passes through the bottom of the hand-operated chain-type static penetrometer and extends into the model box. Compared with the prior art, the model test device has the advantages that jacked piles can continuously penetrate into soil, and the pile driving rate is controllable.

The invention discloses a penetrometer with dynamic sounding and static sounding. The penetrometer comprises an outer probing rod, an inner probing rod, an electrical bridge box, a data acquisition instrument and a computer. The outer probing rod covers the inner probing rod and makes contact with the outer wall of the inner probing rod in a sliding mode. The upper end of the inner probing rod is provided with an inner probing rod extending part which is not covered by the outer probing rod. A micro-cone is arranged at the bottom end of the inner probing rod. The micro cone comprises a friction cylinder connected with the bottom end of the inner probing rod, a side wall frictional resistance sensor arranged on the inner side of the friction cylinder and a conical tip sensor arranged at the bottom end of the friction cylinder. The side wall frictional resistance sensor and the conical tip resistance sensor both are connected with the electrical bridge box through cables. The electrical bridge box is connected with the data acquisition instrument. The data acquisition instrument is connected with the computer. The problems that a traditional railway track structure safety design test instrument is heavy, disturbance is large, the required matched condition is difficult, and testing is inaccurate are solved.

A method of inserting a tensiometer into a sample, comprises providing a drive probe configured to be engaged by direct push equipment; supporting a porous member from the drive probe; and driving the drive probe into the sample using a cone penetrometer. A tensiometer comprises a drive probe configured to be engaged by direct push equipment or a cone penetrometer; a porous member supported by the drive probe; and a pressure sensor in pressure sensing relation to the porous member.

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.

The invention provides a high-speed railway ballastless track subgrade rising soil test system, which comprises a track-subgrade structure model, a high-speed train load model loading device, a rainwater drip immersion device and a measurement and observation device, wherein the track-subgrade structure model is a two-way prestress reinforced concrete structure; the high-speed train load model loading device comprises a plurality of actuators; the rainwater drip immersion device comprises a water storage box and at least one kind of component of a support layer side surface water dripping component and a drill hole water immersion component on a track plate; the measurement and observation device comprises a comprehensive test instrument, a soil body moisture sensor, a tensioning meter, a soil body moisture data collector, a hole water pressure meter, an ultrasonic wave flow rate meter, a dynamic penetrometer and the like. The device structure is simplified; the operation is convenient. The invention also discloses a rising soil test method using the device. The method has the advantages that the steps are simplified; the whole rising soil process can be well simulated; the experiment basis is provided for the rising soil prevention and control.

The invention relates to a method for quickly detecting the quality of a gravel pile, which comprises the following steps: the process for carrying out a heavy dynamic penetration test (DPT) on a pile body comprises the following steps: in the heavy dynamic penetration test, by using a power hammer of which the weight is 63.5kg and the drop height is 76cm and using a cone head as a penetration head, carrying out continuous heavy dynamic penetration tests along the depth direction of the pile body, recording the actually measured hammering number when the pile body is penetrated for every 10cm, correcting the hammering number, and then, determining the bearing capacity (kPa) of the foundation according to the corrected heavy cone dynamic penetration hammering number N63.5; and the process for carrying out a standard penetration test (SPT) comprises the following steps: by using a punching hammer of which the weight is 63.5kg and the drop height is 76cm, punching a standard penetrometer into the soil for 15cm and then for 30cm, utilizing the hammering number for last 30cm as a standard penetration test index, and then, computing the bearing capacity of the foundation after correcting the hammering number according to the corrected heavy cone dynamic penetration hammering number N63.5.

The invention discloses a micro static force penetrometer which comprises a probe, a probe rod, a microcomputer and a handle, wherein the probe comprises an outer cylinder, a strain cylinder, a force guide rod and a conical head; a strain sheet is arranged on the cylinder wall of the strain cylinder; the probe rod is cylindrical; an outer thread is arranged at one end of the probe rod and an inner thread is arranged at the other end of the probe rod; a clamping head which is used for clamping the handle on the probe rod is arranged at one end of the handle; a bayonet which is used for containing the probe rod is arranged on the clamping head; the microcomputer comprises a display apparatus which is used for displaying pressure data and a host; and the host is connected with the strain sheet through a wire. The micro static force penetrometer has the advantages of being light in weight, small in volume and convenient in carrying and field construction, greatly improving the work efficiency of the detection and the like.

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.