728 results about "Pile" patented technology

The subject invention pertains to a method and apparatus for testing the static load-bearing capacity of a pile. In an embodiment, one or more means for applying a test load can be disposed within a pile such that a pile element can be above the means for applying a test load, and a pile element can be below the means for applying a test load. Upon applying a test load, the pile element above the means for applying a test load and the pile element below the means for applying a test load tend to separate. The test loads applied to the pile can be controlled in response to the magnitude of the test load, the combined settlement rate of the pile elements, the displacement of the pile elements, and the compression of the pile elements. A test regime can continue until a programmed regime is completed or a fail-safe trigger event occurs.

The invention discloses a construction method on the side-crossing pile foundation in the shield tunnel, the main procedures comprises: the investigation and research of the project, the analogy and the computational analysis on the side-crossing pile foundation, the study and decision of the construction plan, the preliminary shield parameters for the shield construction of the side-crossing pile foundation and so on; wherein, the preliminary shield parameters mainly comprises the earth pressure, the advancing speed, the injection amount of the mortar, the rectification amount and so on; during the shield construction process of the side-crossing pile foundation, a computer is adopted to realize the real-time monitoring on the displacement of the deep soil, the displacement of the pile foundation and so on. With the method provided by the invention, the construction of the crossing pile foundation can be finished safely and smoothly without any accessory method; also, the method has no distinct influence on the existing pile foundation at the near distance and the surrounding environment.

The invention discloses a material pile automatic extraction and volume measurement method and system based on three-dimensional point cloud, and belongs to the field of port and mine automation. Firstly, three-dimensional point cloud data of a material pile scene are obtained through scanning of a laser, data normalization processing is conducted, a slope crest area of a material pile is extracted based on the spatial direction curvature of point cloud, and positioning of the material pile is achieved. Regional growth is carried out by taking the slope crest regions of the material piles as seed points to extract the whole material piles, and a competitive growth strategy is provided to solve the problem of uncertainty of affiliation of overlapping regions of the material piles in the growth process due to the fact that different material piles in a scene may be in contact with each other. And finally, on the basis of the extracted material pile points, constructing a triangular network on the surface of the material pile to calculate the volume of the material pile. For various different scenes, the method provided by the invention has high robustness and accuracy.

The invention provides a visual test device for a damaged form of a pile-soil contact surface of a specially-shaped pile and a use method. The test device comprises a bearing platform, a model pile, a model tank, a water bath tank, a temperature control system, a laser source and a digital camera device, wherein the model pile is arranged as a full-scale specially-shaped pile and is arranged in the model tank; transparent soil is arranged on the periphery of the model pile; the model tank is arranged in the water bath tank; a rotating shaft hole is formed on the bottom of the model tank while a rotating shaft is arranged in the model tank; the rotating shaft is used for driving the model pile to generate vertical displacement or torsional displacement; the temperature control system is matched with the water bath tank and is used for adjusting the temperature of the pile-soil contact surface; and the laser source and the digital camera device are arranged on the upper side and side wall of the model tank. According to the visual test device provided by the invention, the visual observation for shear deformation of concave surface of the cross section of the specially-shaped pile can be realized; the shearing damage characteristics of different loading modes, different temperatures and different piles can be compared; the visual test device has significance in research on shearing of the contact surface of the full-scale model pile; the visual test device provided by the invention has the advantages of simple structure, convenience in operation, easiness in realization and lower cost.

A method for high-speed scheduling and arbitration of events for computing and networking is disclosed. The method includes the software and hardware implementation of a unique data structure, known as a pile, for scheduling and arbitration of events. According to the method, events are stored in loosely sorted order in piles, with the next event to be processed residing in the root node of the pile. The pipelining of the insertion and removal of events from the piles allows for simultaneous event removal and next event calculation. The method's inherent parallelisms thus allow for the automatic rescheduling of removed events for re-execution at a future time, also known as event swapping. The method executes in O(1) time.

A method and apparatus for estimating the load-bearing of a pile comprising (a) constructing a scaled-down model pile apparatus which has been reduced to a size that may be accommodated within an indoors facility according to a calculated scaled-down ratio; (b) subjecting said model pile apparatus to impact load tests to obtain dynamic measurements; and (c) correlating the dynamic measurements from said tests to said pile.

The invention relates to on-site monitoring and evaluation control for adjacent viaduct pile foundations of a subway, and particularly discloses an on-site monitoring and evaluation method for the settlement of pile foundations, which comprises the steps of: setting a bench mark in an on-site monitoring area by using a precise levelling instrument and an indium steel ruler and forming a bench mark network; taking a bench mark control network as a benchmark to, acquire height data of the pile foundations, and collating the height data to obtain settlement displacement values according to a time sequence; and sorting the pile foundations into four types according to the settlement displacement values, and processing different types of pile foundations respectively, in particular reinforcing A type of pile foundations in time. The method realizes the on-site effective and timely monitoring and timely reinforcement on adjacent construction of underground engineering, overcomes the potential hazard caused to engineering construction by the lack of timely on-site monitoring, and has an important significance in controlling the settlement of the pile foundations caused by the adjacent construction and ensuring the use security of an adjacent building.

The invention discloses a novel pile foundation detection method. The method includes the steps that A, in a preparation stage, according to the specific condition of a detected pile foundation and the specific requirements of an experimental objective, the loading position, the loading scheme and the like are determined; B, in a loading detection stage, load boxes are loaded to the pile foundation segment by segment and level by level, the load of the next level can be loaded only after the load of the prior level is relatively stable till the load value reaches a preset maximum detection load value, the pouring quality is detected through the BOTDR distributed optical fiber detection technology, detection data are processed through wavelet analysis, the recorded data are subjected to ANSYS simulated analysis, and defect location and defect degree judgment in space are performed; and C, in an unloading stage, after the pile foundation is loaded to the maximum value, the pressure is maintained for a period of time, the pile foundation starts to be unloaded level by level till the load is zero. By the adoption of the method, the BOTDR distributed optical fiber detection technology is adopted, detection dead zones are reduced, a BOTDR detected data frequency spectrum is processed through wavelet analysis, detection accuracy is improved, a defect analysis model is established, a defect is located and the defect degree is judged.

The invention discloses a charging pile fault prediction method based on an expandable lifting tree. The method mainly comprises two stages. The first stage comprises the following steps: firstly, fault characteristic state signals of each component of the charging pile and fault information of the charging pile are collected to a data analysis platform as model training sample data; the data analysis platform adopts an Xgboost algorithm to train a large number of sample data received, and obtains a fault prediction model of charging pile which achieves a certain degree of accuracy satisfaction. In the second stage, when the data analysis platform receives the state signal of the charging pile again, the trained Xgboost model will be used to judge the fault state of the charging pile. Themethod solves the fault prediction problem of the charging pile by using the artificial intelligence technology, has extremely high accuracy, can reduce the manual maintenance and repair cost of the charging pile, and saves a large amount of human and financial resources.

The present invention belongs to a technique for judging pile body quality in the course of driving pile of ocean engineering. Said technique includes the following steps: according to pile-driving record of construction field and theoretical formula utilizing one-dimensional wave equation to simulate continuous pile-driving process, calculating to obtain relation curve of pile penetration and number of blow in pile driving, regulating calculation parameters of Qs, Qp, Sf, Jp and Js to make the calculated curve can be better fit with pile-driving record curve so as to define values of Qs, Qp, Sf, Jp and Js; using this as basis to make sequent pile-driving analysis, utilizing regulation of f and q values to simulate driving refusal phenomenon; using finally-defined f and q values to calculate actual bearing capacity of single pile, and comparing it with design-calculated bearing capacity of single pile so as to define the treatment of pile body when the sequent pile-driving is refused.

The separation tool allows separation of a horizontal pile of recipients into sub-piles of recipients, the first or last recipient of each sub-pile have been previously marked with ultra-violet detectable ink. The tool comprises a frame; a sensor mounted to the frame for detecting the last recipient of a current sub-pile or the first recipient of the next sub-pile upstream therefrom, which ever has been previously marked, and a manipulator arm provided with a fixed finger assembly for holding the recipients upstream from the last recipient of the current sub-pile and a separation finger for creating a gap between the held recipients and those from the current sub-pile.

The invention provides a processing method and a system in a multi-core system. A multi-core comprises a first core and at least one second core. The method comprises the following steps of binding a control progress on the first core; binding data progresses on the at least one second core, wherein each data progress corresponds to one second core; establishing a private pile and a sharing pile for the control progress and the data progresses, wherein each core is an authority core of the sharing pile or the private pile of the corresponding progress, the private pile is only visible to the control progress or the data progress bound on the authority core, and the sharing pile is visible to the control progress or the data progresses bound on all the cores; and distributing the private pile of the control progress to be used for storing private information, and distributing the sharing pile of the control progress to be used for storing information related to the data progresses. According to the method disclosed by the embedment of the invention, synchronous expenses of multi-core configuration can be avoided, and the processing performance of the multi-core system is improved.

The invention relates to the field of geotechnical engineering, in particular to an evaluation processing method for entrainment superimposed settlement of pile groups. According to the method, by utilizing a solid deep foundation simplified calculation model, a calculation formula for stress fields of surrounding soil bodies of pile foundations is deduced, and from the analysis of the calculation of the settlement of the pile foundations to the calculation of the stress fields and displacement fields of the surrounding soil bodies of the pile foundations, the evaluation processing method for the entrainment settlement of the pile groups is formed, and meanwhile, the entrainment settlement calculation of a single pile group foundation can be expanded to the entrainment settlement calculation of multiple pile group foundations by using the method. The evaluation processing method for the entrainment superimposed settlement of the pile groups provided by the invention has the advantages that the stress fields of the surrounding soil bodies of equivalent pier foundations are completely deduced; a method of classical soil mechanics is introduced into the evaluation method for the entrainment settlement of the pile groups, and therefore, not only can the settlement of pile tips be evaluated, but also the entrainment superimposed influences of the pile group foundations on the surrounding soil bodies can be evaluated. The evaluation processing method for the entrainment superimposed settlement of the pile groups is clear in concept, simple in method and reliable in evaluation accuracy, and convenient for engineering application.

The invention provides a material taking controlling method of a coal yard pile material taking machine. The method comprises the steps that real-time spatial data of a coal yard is obtained; when material taking task information is received, a material taking initial position and a material taking completing position are determined according to the real-time spatial data, wherein the material task taking information comprises the material taking initial position and the material taking completing position; material taking is conducted by controlling the material taking arm according to the material taking initial position and the material taking completing position. The method has the advantages that the obtained real-time spatial data is used in real time in the material taking process to compute the initial and completing positions of material taking, material taking is conducted under controlling, the automatic material taking process is further achieved, the automation level can be improved to reduce the demands on labor, and the production efficiency is improved. The invention further provides the material taking controlling method of the coal yard pile material taking machine and related products which have the above advantages, and therefore the explanation of the method and the products in details is not needed in the prescription.

The invention discloses a method for measuring the non-uniform current distribution coefficient range of parallel multi-resistor piles, which has the main characteristics that all resistor piles in a measured nonlinear metal oxide resistor pile group are firstly combined and divided into a plurality of resistor pile groups; a pile with the maximum current value and a pile with the minimum current value in all the resistor pile groups are measured and selected; then, the two piles are measured together; and finally, the non-uniform current distribution coefficient range of the resistor pile groups is computed according to the current of the two piles. According to the method, the accurate measurement of the maximum non-uniform current distribution coefficient of the parallel multi-resistor piles is realized; and moreover, the measuring method is simple and has convenience in operation and reliable measuring data.

The invention relates to a pile arrangement method for friction pile groups and a computing method of composite-foundation bearing capacity thereof, and belongs to the application filed of bearing capacity of construction foundation and foundation reinforcement. Pile groups under one cushion cap are composed of an inner pile positioned at the center of the pile location and a plurality of outer piles around the inner pile, wherein the inner and outer piles are formed in the mode that solid preformed piles, tubular piles with closed lower ends, tube-sinking cast-in-situ piles and other driven piles are disposed with the methods of hammering, vibratory injection, pressfit and the like, and the inner and outer piles confirm the bearing capacity of pile group composite foundations by measuring various kinds of parameters. The pile arrangement method for friction pile groups and the computing method of composite-foundation bearing capacity thereof, have the advantages that as for the foundation with large areas of loose cohesionless soils, the composite foundation bearing capacity outside and inside the pile group structures is enhanced as much as possible within a local range, without a requirement of disposing the whole foundation soils, thereby lowering difficulties of construction, shortening construction periods and improving economical efficiency; by the means of squeezing effect of piles and hooping effects of the outer piles, the soils between piles are compacted tightly and the internal bearing capacity of the soils are fully exerted, thereby making the inner piles, soils between piles and outer piles work together as a whole.

The invention discloses a method for analyzing the development and change rule of the negative frictional resistance of an ultra-long pile foundation under the action of heaped loads. The method aimsat the condition of large-area stacking; the problem that a building is damaged due to negative frictional resistance caused by pile-soil settlement difference of an ultra-long pile foundation is studied. The calculation method comprises the following steps that by analyzing pile side soil body three-dimensional consolidation settlement, pile body compression deformation and pile end soil body settlement, a load transfer model considering side resistance softening is introduced, and according to the pile body displacement balance principle and based on a matrix transfer method, a super-long pile negative friction analysis model under the pile loading effect is established. Engineering examples are analyzed through a theoretical model and a numerical simulation method, meanwhile, comparisonverification is conducted on the engineering examples and corresponding actual measurement data, the development and change rule of the negative friction resistance of the super-long pile foundationunder the pile loading effect is obtained, and a theoretical basis is provided for super-long pile foundation bearing capacity design.

The invention discloses an offshore wind power single pile foundation pile monitoring device. The device comprises a single pile and the monitoring device arranged on the single pile, the monitoring device comprises a data collecting device, dynamic inclinometers, a vibration acceleration instrument, inclinometers, a earth pressure gauge and an osmometer, wherein the data collecting device is used for collecting monitoring data and transmitting the monitoring data to an onshore server, the dynamic inclinometers are arranged on the tops of the single pile and a draught fan, the vibration acceleration instrument is arranged on the inner wall of the pile body on the top of the single pile, the multiple inclinometers are arranged on the inner sides of towers at different elevations or the pile foundation in the prevailing wind direction respectively, and the earth pressure gauge and the osmometer are installed in the positions, at different elevations from the sludge surface, of the outer wall of the single pile in a pairing mode in the prevailing wind direction. According to the device, through monitoring of fault hidden troubles such as the stress-strain characteristics of the steel tube pile foundation, the resistance of pile-surrounding soil, the pore water pressure, the vibration acceleration of jacket steel, inclining, flexion, deformity and fracture of the towers, foundation uneven settlement and corrosion of the steel structure, automatic early warning can be conducted when the above hidden troubles happen, so that reliable technical support is provided for safety operation.

The invention provides a method and a system for modeling a precast pile based on Dynamo and Excel. The method comprises the following steps: a pile family needed by a pile foundation model being created, statistics being conducted through Excel according to pile foundation construction drawing extraction information, and a pile foundation design parameter table being obtained; modeling by adopting Dynamo software and Revit software according to the pile family and the pile foundation design parameter table to obtain a pile foundation design model; and importing the actual construction data into the pile foundation design model in an Excel table form by adopting Dynamo software and Revit software to obtain a pile foundation construction model. According to the method, through a modular Dynamo program, operations in Revit are greatly reduced, a data-driven model is realized, and rapid establishment and modification of the model are facilitated; the pile foundation design model and the pile foundation construction model are respectively used as models and data of different stages of design and construction and are convenient to check and manage; modeling steps are simplified and fixed, the use threshold of bim is reduced, and popularization of BIM application is facilitated.

The application provides a material taking system and method. The system comprises a laser scanning device and a control unit. The control unit is arranged to execute the following steps: acquiring amaterial pile model; calculating the number of material layers in the region to be taken; dividing a material pile region into multi-layer regions to be taken; taking the region to be taken at the uppermost layer as a target region to be taken, and obtaining a material taking entry point of the target region to be taken; calculating target attitude data corresponding to the material taking entry point; controlling a material taking machine to move to a target position; controlling a big arm to rotate in a preset first direction; judging whether the position of a bucket wheel reaches the material taking boundary of the target region to be taken in real time; if so, controlling the big arm to reduce the rotating speed; controlling a large machine to move to the next material taking position;rotating the big arm in the second direction and continuing material taking operation. By adoption of the material taking system provided by the embodiment, automatic material taking operation can beachieved, and the problem on safety of personnel and equipment brought by the existing manual material taking machine is solved.

A method for detecting the inclination angle and settlement change conditions of a column or pile with time comprises the following steps: completely fixing a red light cross line marker on a primary standard reference, carrying out cross scale marking on the column or pile, and allowing a cross scale mark to overlap with cross laser; fixedly arranging the red light cross line marker on the column or pile to be detected as the primary standard reference by adopting a same process, marking a cross scale by contrasting a next column or pile to be detected, and repeating the process; opening the red cross line marker a period of time later, and judging that the column or pile to be detected has no deformation if the projection of the cross laser overlaps with the original scale mark; contrasting the projection with the original scale mark if the projection of the cross laser does not overlap with the original scale mark, and reading the value on the cross scale mark; and calculating to obtain the inclination angle and settlement amount in the left and right direction, and the back and forth direction of every column or pile to be detected. The method for detecting the inclination angle and settlement change conditions of the column or pile with time, provided by the invention, is simple and convenient.

The invention discloses a system for detecting the pile body integrity based on a low-coherence interferometry. The system is characterized by comprising a low-coherence interferometer sensing system and a pile body, wherein the low-coherence interferometer sensing system is provided with a signal arm; the signal arm is provided with a sensor assembly; a preformed hole and a packaged signal arm for measuring strain variation are arranged in the pile body; and the packaged signal arm and the signal arm are arranged in the preformed hole. The pile body integrity is detected through placing a low-coherence interference-type sensor into the preformed hole of the pile body based on the low-coherence interferometry, so that the system is high in accuracy, good in stability, not susceptible to interference and wide in application range, and the maintenance cost is reduced.

The invention discloses a method for detecting pile foundation post-grouting quality based on a multi-point ejection type sensor measuring technique. The method includes the steps that firstly, sensors are installed, wherein the sensors with hydraulic cylinders or pneumatic cylinders are fixed to main ribs of a steel reinforcement cage and the signal acquisition input ends of an external acquisition instrument are connected with the output ends of the sensors; and the sensors are arranged upwards along the bottom of the steel reinforcement cage; secondly, the steel reinforcement cage is fixedly installed in a pre-dug pile hole of a filling pile; thirdly, after the steel reinforcement cage is put in place, the sensors are ejected out through the hydraulic cylinders or the pneumatic cylinders, and the ejected sensors make contact with the hole wall of the filling pile; fourthly, concrete is poured into the pile hole of the filling pile; fifthly, the acquisition instrument is used for reading numerical values detected by the sensors at various depths before grouting is performed; sixthly, grouting is performed; and seventhly, after grouting is finished, the acquisition instrument is used for reading numerical values detected by the sensors at various depths after grouting is performed; and through comparison of the numerical values before and after grouting is performed, the distribution state of grout in soil beside the pile can be obtained.

The invention discloses a method for analyzing the influence of shallow-buried and underground-excavated tunnel pipe curtain reinforcement on the ground and a pile foundation, and the method comprisesthe following steps: firstly building a construction model and a construction stage under the pipe curtain reinforcement through finite element software for a to-be-constructed shallow-buried and underground-excavated tunnel project; analyzing and calculating a finite element result for the construction stage to obtain a ground subsidence and pile foundation displacement simulation value under shallow-buried and underground-excavated tunnel pipe curtain reinforcement; calculating and analyzing the influence of tunnel construction on ground subsidence during pipe-roofing-free reinforcement andthe influence of tunnel construction on the pile foundation under the advanced small guide pipe pre-reinforcement scheme to obtain corresponding simulation values, and finally obtaining correspondingpile foundation subsidence and deformation trends in combination with the ground subsidence and pile foundation displacement simulation values under pipe-roofing-free reinforcement. According to theinvention, the ground subsidence value and the pile foundation displacement value caused by construction of the tunnel under pipe roofing reinforcement can be accurately obtained, and meanwhile the maximum subsidence and deformation position can be visually observed.

The invention discloses an intelligent contract execution method supporting a trusted execution environment, and the method comprises the steps that a blockchain consensus node monitors and collects atransaction request, and obtains an intelligent contract deployed in a blockchain, the intelligent contract comprises a common execution code and a trusted execution code, and the common execution code in the intelligent contract is executed by an intelligent contract virtual machine; wherein the trusted execution code is loaded in the trusted execution environment to complete execution, a trusted pile program and a signature private key matched with the trusted pile program are deployed in the trusted execution environment, the security of the pile program is ensured by a remote authentication mechanism, and the pile program loads the trusted execution code in the intelligent contract and completes integrity check of the trusted execution code; and signing the execution result and the code integrity. According to the method, the secure smart contract code can be executed in the blockchain environment, the contract code can include a common code and a trusted execution code, the common execution code can be executed efficiently, the trusted execution code can be executed securely, and the execution process is secure and verifiable.

The invention discloses a method for determining pile foundation bearing capacity after pile slipping. According to the method, the influences of pile slipping on bearing capacity are taken into consideration, unit side friction is determined in three areas, and CPT in-situ test indexes and related construction data serve as the foundation of calculation. According to the method, the influences of pile slipping on a soil body are taken into consideration, different calculation methods are adopted for the influences of pile slipping on pile foundation bearing capacity, reliable foundation is provided for detecting whether the pile foundation bearing capacity meets the requirement for the load of the upper portion or not after pile slipping, and it can be ensured that the pile foundation upper structure is safe and stable. The method is high in reliability, low in cost and short in cycle, and labor, material and time are greatly saved. The method has the outstanding advantages for oceanographic engineering. The method conforms to the engineering practice and is simple and clear, calculation is easy, related parameters can be easily determined and are reliable, and the calculation result is made more accurate.

The present invention relates to a system (18) for determining a material entity (32) to be removed from a pile (16) by means of an implement (12) of a material moving machine (10). The system (18) comprises means for generating a current pile shape (26) of the actual surface shape of the pile (16). Moreover, the system (18) is adapted to determine a nominal pile shape (28) of at least a portion of the pile (16). The nominal pile shape (28) is determined on the basis of at least the current pile shape (26) and information regarding the material type of the pile (16). Further the system (18) isadapted to determine a surplus volume (30) between the nominal pile shape (28) and the current pile shape (26) and the system (18) is adapted to determine the material entity (32) to be removed fromthe pile (16) on the basis of the surplus volume (30).

The invention discloses a method for simulating a discrete element muck pile form. The method comprises the steps of step 1, respectively giving a bulk modulus and a shear modulus of an integrated rock mass to normal lumpiness and shear lumpiness of an artificial joint; step 2, forecasting forecasted blasting lumpiness of all points in positions which are away from the center of a blast hole in different distances by adopting a Harries blasting model aiming at an integrated rock mass model; step 3, zoning the integrated rock mass model, and taking an average value of the forecasted blasting lumpiness of all points in all zones as preset lumpiness of discrete blocks in the all zones; step 4, setting the artificial joint according to the preset lumpiness of the discrete blocks in the all zones, setting the artificial joint in an oblique and orthogonal way, and dispersing the integrated rock mass model by adopting a discrete element method; step 5, carrying out muck pile form simulation on the dispersed integrated rock mass model by adopting the discrete element method. The method disclosed by the invention has the advantages that the operation is simple, the efficiency and the accuracy of muck pile form simulation can be obviously increased, the discrete element muck pile form is more accordant with engineering practice, and the application prospect is wide.

Pile testing apparatus and method apply static compressive forces on a pile to be tested for load bearing capacity. Retractable and reusable reaction anchor assemblies are installed into the ground for pile testing and then are retrieved from the ground after completion of the pile testing and are reused from one pile test site to another. The invention operates to receive an equal and opposite reaction force on an I-beam and provide at least two retractable and reusable reaction anchor assemblies installed into the ground at a depth significantly less than required with conventional pile testing methods. The I-beam is braced by the two retractable and reusable reaction anchor assemblies and held stationary in counter-action against the opposite reaction force on the I-beam. The pile testing apparatus and method of the present invention reduce costs considerably and can be used immediately as contrasted to conventional methods using concrete.

The invention discloses an acceleration test box and a pile foundation bearing capacity dynamic test method based on multi-point test. The acceleration test box is provided with an acceleration sensor, wherein one side of the acceleration sensor is provided with a friction pad, and the other side is provided with an airbag. The pile foundation bearing capacity dynamic test method based on the multi-point test comprises the following steps: dividing a long pile into limit single-degree-of-freedom mass points, and arranging the acceleration text box at a middle point of a pile section; knocking on the top of the pile by virtue of a heavy hammer, so that a pile body achieves a limit bearing capacity; obtaining a velocity-time course by virtue of an acceleration-time course of each pile section obtained through integration, and obtaining a displacement-time course by virtue of an integration velocity-time course; obtaining a transfer function of each pile section by using the time courses and combining a power balance equation of the pile section; and obtaining a load displacement curve of the entire pile by using a load transfer method, and determining the limit bearing capacity of the entire pile according to relevant specification. In the process of determining the limit bearing capacity, all parameters can be calculated by virtue of the measured data, and the diversity of results can be avoided. The acceleration test box can be recycled, and the test cost is decreased.