CN113176337A - Pile soil rigidity in-situ monitoring method, test system and test equipment - Google Patents
Pile soil rigidity in-situ monitoring method, test system and test equipment Download PDFInfo
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Abstract
The invention relates to an in-situ monitoring method, a testing system and testing equipment for the rigidity of a soil body around a pile, wherein the monitoring method comprises the following steps: testing soil around the fan pile, mainly considering the soil rigidity change in the range of 4 times of pile diameter in the horizontal direction, arranging measuring points by taking the pile diameter D as a space, and arranging 1 measuring point in a free field as a comparison; arranging vertical measuring points along the pile burial depth direction according to the characteristics of the initially measured foundation soil body at each measuring point, and arranging at least 2 vertical measuring points on each layer of soil body; carrying out in-situ test on the rigidity of the soil body around the fan pile once a week, and recording the acquisition date during each test; the undisturbed soil shear wave velocity testing equipment generates relevant data during working, and field data of the pile periphery measuring points are processed to obtain a three-dimensional space-time model of the rigidity of the pile periphery soil body. The monitoring method realizes three-dimensional space-time monitoring of the rigidity of the soil around the fan pile for the first time, and obtains structural and dynamic characteristic changes of the soil in a three-dimensional space within the influence range around the fan pile.
Description
Technical Field
The invention relates to an in-situ monitoring method, a testing system and testing equipment for rigidity of soil around a pile.
Background
Deep marine facies sedimentary soft soil layers such as quaternary lagoon facies and coastal facies are widely distributed in coastal areas of China, and mainly comprise silt clay and silt (silt) interlayers. Due to the difference between the geographical position and the geological cause, the microstructures and the structures of the soft soil in different areas are different, but the soft soil has the characteristics of high water content, large pore ratio, low strength, high compression coefficient and sensitivity and the like.
Usually, in order to simplify the calculation, the soil around the pile is often simplified into a homogeneous medium when analyzing the pile-soil interaction, but due to the nonlinear changes of the shear modulus and the damping coefficient, the soil characteristics are not homogeneous in the horizontal and vertical directions, and a pile foundation inertia force caused rigidity calculation model in the influence area around the pile needs to be considered.
Early scholars partitioned the inertia affected zone and the affected weakened zone, and distinguished the rigidity attenuation of the soil body around the pile through the inner and outer circle models. However, these perturbation region models are proposed based on the axisymmetric plane strain assumption and the homogeneous medium assumption, and cannot simulate the interaction of short vertical piles, and the models do not fully consider the rigidity change of the soil body in the vertical range. The offshore wind turbine bears loads such as typhoons, billows and the like, and the loads are transmitted to seabed soil bodies through the pile foundation. The characteristics of the soil body around the pile of the fan can be obviously changed under the action of external load, and the soil body around the pile can directly influence the response stability of the fan due to the change of the rigidity of the soil body around the pile as a main bearing body of the fan foundation. Based on the method, the invention provides a pile periphery soil rigidity in-situ monitoring method, a test system and test equipment for pile periphery field in-situ test.
Disclosure of Invention
In order to overcome the defects in the prior art, the invention aims to solve the technical problems that: an in-situ monitoring method, a testing system and testing equipment for the rigidity of a soil body around a pile. The monitoring method realizes three-dimensional space-time monitoring of the rigidity of the soil around the fan pile for the first time, and obtains structural and dynamic characteristic changes of the soil in a three-dimensional space within the influence range around the fan pile. The test equipment can realize in-situ test, simultaneously measure the shear wave velocity of different soil layers, fully consider the rigidity change of the soil body in the vertical range, and avoid the error caused by the limitation of the measurement range. The system is based on the communication architecture of the Internet of things, a PC end and a mobile end (mobile auxiliary equipment) are used as monitoring equipment, real-time receiving of monitoring data is achieved through a 5G technology, the shear wave speed and the rigidity change trend of soil bodies around the piles can be remotely obtained on line, and the structural and dynamic characteristics of the soil bodies in the horizontal and vertical directions within the influence range around the piles of the fan can be timely known.
The technical scheme for solving the technical problems comprises the following steps:
in a first aspect, the invention provides an in-situ monitoring method for the rigidity of a soil body around a pile, which comprises the following steps:
step 1: the debugging equipment is installed, and the debugging equipment is installed,
assembling and debugging undisturbed soil shear wave velocity testing equipment, determining an excitation signal, frequency and a propagation distance, and testing whether the undisturbed soil shear wave velocity testing equipment and 5G signal transmission can normally work;
step 2: the positions of the measuring points are determined,
testing soil around the fan pile, mainly considering the soil rigidity change in the range of 4 times of pile diameter in the horizontal direction, arranging measuring points by taking the pile diameter D as a space, and arranging 1 measuring point in a free field as a comparison; arranging vertical measuring points along the pile burial depth direction according to the characteristics of the initially measured foundation soil body at each measuring point, and arranging at least 2 vertical measuring points on each layer of soil body;
and step 3: the test is carried out in situ on the spot,
carrying out in-situ test on the rigidity of the soil body around the pile of the fan once a week by using undisturbed soil shear wave velocity test equipment, if an accidental disaster occurs, improving the test frequency of the soil body around the pile after the disaster, and recording the acquisition date during each test;
and 4, step 4: the inductive modeling is carried out,
the undisturbed soil shear wave velocity testing equipment generates related data during working, the data is transmitted to a remote data receiving station through a 5G base station, the data receiving station transmits shear wave velocity and measuring point position information to a data processing PC, and the data processing PC performs primary analysis on field data of measuring points around the pile and transmits the field data to a management terminal; and the management terminal processes, displays and stores the three-dimensional space-time model of the pile periphery soil rigidity, and stores data through the cloud server.
The undisturbed soil shear wave velocity testing equipment is provided with a plurality of groups of bending element sensors at equal intervals along the vertical direction, can test shear wave velocity information at different vertical depths in situ, and can obtain depth position information and horizontal information of different vertical measuring points;
the data processing PC is used for calculating depth position information of each group of bent element sensors by combining GPS elevation information and the distance from the GPS to each group of bent element sensors; determining the distance L (t) between the transmitting end and the receiving end of the same group of bent element sensors 3 according to the installation and debugging in the previous period, and then determining the distance L (t) between the transmitting end and the receiving end of the same group of bent element sensors 3 according to the installation and debugging in the previous period
Calculating the shear wave velocity v (t) to obtain the shear wave velocity of each group of bending element sensors; repeatedly testing a plurality of measuring points within the range of 4 times of the pile diameter (4D) to obtain the shear wave velocity of each group of bending element sensors in all the measuring points;
further, the stored data are stored as shear wave velocity data of each measuring point acquired at different horizontal and vertical measuring point positions measured by an acquisition date corresponding to each pile number, the key information comprises the pile number, the acquisition date, the horizontal position of the measuring point, the position of the vertical measuring point and the shear wave velocity of each measuring point, the stored data are stored according to the key information, and the data processing PC is communicated with the remote management terminal;
the management terminal obtains the data related to the pile number summarized and stored by the data processing PC, and then combines the soil sample density rho according to G (t) ═ rho.v2(t) calculating the shear modulus of each group of bending element sensors at different measuring point positions, wherein the soil sample densities of different soil layers are different and are determined by an earlier stage experiment; using shear modulus, horizontal position of measuring point, vertical measuring point position and collecting dateAnd the pile number and the data information establish a three-dimensional space-time model of the soil stiffness to realize data visualization.
In a second aspect, the invention provides undisturbed soil shear wave velocity testing equipment, which comprises a signal generator, an oscilloscope, a data collector and a probe rod, wherein the oscilloscope is connected with the signal generator; the device is characterized in that the probe rod comprises a transverse fixing rod and a vertical fixing rod, wherein the transverse fixing rod is used for adjusting the distance between the vertical fixing rods on two sides and ensuring that the vertical fixing rods are in the same plane; a GPS positioning module is fixedly arranged in the middle of the transverse fixed rod and used for determining the position information of a field measuring point; the GPS positioning module is integrated with a micropower wireless communication function and can transmit position information to the data acquisition unit in real time;
the vertical fixing rod 2 comprises two halves, the upper ends of the two halves are connected with the transverse fixing rod 1 into a whole, the transverse fixing rod is kept horizontal after the two halves are installed on the transverse fixing rod, and the heights of the two halves are equal;
a plurality of screw holes are arranged on each half pair at equal intervals along the height direction, the screw holes are used for installing the bending element sensors 3, a cable slot 6 is formed in the axis of each half pair, a graduated scale is arranged on the outer surface of each half pair along the height direction, and the vertical distance between different groups of bending element sensors can be directly read through the graduated scale;
the two bending element sensors with the same height on the two halves form a group, one bending element sensor in the group is a receiving bending element sensor, and the other bending element sensor is a transmitting bending element sensor; the transmitting bending element sensor of each group of bending element sensors is connected with a signal generator through a corresponding cable 7 arranged in the cable trough 6, the signal generator is connected with an oscilloscope, and the receiving bending element sensor of the group is directly connected with an oscilloscope 12 through the cable 7 arranged in the cable trough 6;
the oscilloscope 12 is connected with the data acquisition unit 17, and the data acquisition unit transmits the acquired related information to the outside through the wireless module;
the bottom of the vertical fixing rod 2 is provided with a cone-in hammer 8, and the cone-in hammer 8 is connected with the vertical fixing rod 2 through a screw.
In a third aspect, the invention provides an in-situ test system for the rigidity of a soil body around a pile, which comprises undisturbed soil shear wave velocity test equipment, a 5G base station, a data receiving station, a data processing PC and a management terminal.
The undisturbed soil shear wave velocity testing equipment comprises a signal generator, an oscilloscope, a data acquisition unit and a probe rod; the probe rod comprises a transverse fixing rod and a vertical fixing rod, and the transverse fixing rod is used for adjusting the distance between the vertical fixing rods on two sides and ensuring that the vertical fixing rods are in the same plane; a GPS positioning module is fixedly arranged in the middle of the transverse fixed rod and used for determining the position information of a field measuring point; the GPS positioning module is integrated with a micropower wireless communication function and can transmit position information to the data acquisition unit in real time; the vertical fixing rod is divided into two halves, the upper parts of the two halves are connected into a whole by flat head screws and a transverse fixing rod, the vertical fixing rod comprises a bending element sensor, a sensor protector, a cable groove and a graduated scale, the bottom of the vertical fixing rod is provided with a cone-in hammer, and the cone-in hammer and the vertical fixing rod are connected through the flat head screws; a plurality of groups of flat-head screw holes are formed in the vertical fixing rod along the height direction, and the flat-head screw holes are used for installing the bending element sensor through flat-head screws; the bending element sensor can be used as a transmitting end or a receiving end and is respectively connected to the signal generator and the oscilloscope through cables arranged in the cable trough; the sensor protectors are fixedly arranged on two sides of the bending element sensor, and the bending element sensor is protected from being damaged in the process that the probe rod is inserted into a soil body; the graduated scale is arranged on the outer side of the vertical fixed rod, so that the distance between two pairs of bending element sensors which are adjacent up and down is conveniently observed, and the depth of the soil body with the tested shear wave velocity is calculated; the cone-entering hammer accelerates the cone-entering process of the vertical fixing rod in the soil body and effectively reduces disturbance to the surrounding soil body in the cone-entering process;
the data acquisition unit also comprises a shell, and the signal generator, the oscilloscope and the storage battery are all fixed in the shell; the top of the shell is fixedly provided with a solar cell and a 5G antenna; the solar cell can charge the storage battery, and the solar cell and the storage battery jointly supply power for the whole undisturbed soil shear wave velocity testing equipment. The data acquisition unit and the accessory equipment thereof can be installed together with the fan, when monitoring is needed, the corresponding parts are connected with the corresponding elements of the probe rod, and in a sampling period, the probe rod is installed to different measuring points, so that sampling of different measuring points can be completed. The method can also be set to a real-time monitoring mode, the positions of fixed measuring points around the pile are respectively provided with the probe rods, and the probe rods are connected with corresponding parts of the data acquisition unit to realize real-time data acquisition and monitoring.
The signal generator generates a waveform signal, the waveform signal is excited by the transmitting end of the bending element sensor, the receiving end of the bending element sensor receives shear waves transmitted by the soil body and converts the shear waves into an electric signal, and the waveform signal and the electric signal are transmitted to the oscilloscope for displaying and storing; the oscilloscope is connected to the data acquisition unit, and the data acquisition unit transmits the position information of the measuring points and the test data to the data receiving station in real time through the 5G antenna; the 5G base station is arranged on the fan and used for receiving data of all measuring points on the periphery of the fan; the data receiving station receives the field data of the 5G base station and then transmits the field data to the data processing PC, and the data processing PC carries out sorting and inductive processing on the field data and then transmits the processed field data to the remote management terminal to realize remote field monitoring and progress tracking.
And the data processing PC is used for receiving the remote wireless signals and processing and summarizing shear wave velocity data and measuring point position information. When in-situ testing is carried out, the influence of horizontal position, vertical depth and time is considered, the soil mass around the fan pile is tested, the rigidity change of the soil mass within the range of 4 times of pile diameter (4D) is considered in the horizontal direction, measuring points are arranged at intervals of D, and 1 measuring point is arranged in a free field as a comparison; measuring points are distributed along the circumferential direction of the pile at an included angle of 45 degrees, and the distance between adjacent measuring points on the same radius is D; and for each measuring point, arranging vertical measuring points along the pile burial depth direction according to the characteristics of the soil body of the initially measured foundation, and arranging at least 2 vertical measuring points on each layer of soil body.
And the data processing PC processes and summarizes the received data and then transmits the data to the management terminal, and the management terminal is used for processing, displaying and storing the three-dimensional space-time model of the rigidity of the soil body around the pile. The management terminal can upload the model data to the cloud server, and the cloud server stores the information and data of each measuring point to establish a database. The management terminal is provided with other mobile auxiliary devices including a mobile phone, a tablet personal computer and the like, data model information is shared through the cloud server, and the mobile auxiliary communication device can perform basic operation and analysis on the model data synchronized by the management terminal through the cloud server.
Compared with the prior art, the invention has the beneficial effects that:
1) the invention discloses undisturbed soil shear wave velocity testing equipment, wherein a probe rod part of the equipment has flexible adjustability. The vertical fixing rod is provided with the plurality of groups of bending element sensors, so that the shear wave velocity test can be performed on the soil bodies at the same position and different depths at one time, the error caused by the fact that the soil bodies are required to be penetrated by a plurality of cones when the soil layers at different depths are measured in the prior art is avoided, the in-situ test is truly and effectively realized, and the disturbance on the soil bodies is avoided. Meanwhile, the distance between the vertical fixing rods can be adjusted through the transverse fixing rods, the defect that the conventional integral fixed equipment can only measure the thickness of a fixed soil layer is overcome, and the shear wave velocity testing device can be used for simultaneously testing the shear wave velocity of soil bodies with different thicknesses, and is particularly suitable for the situation of complex soil layers.
2) The undisturbed soil shear wave velocity testing equipment is provided with a GPS positioning module, can acquire position information of a measuring point in real time and transmit the position information to a data acquisition unit to synchronize the position information and test data, the spatial position information of each group of bending element sensors is unique and similar, a point is selected on a horizontal plane (X, Y coordinates), and a plurality of groups of bending element sensors are arranged at different depths (Z coordinates) of the position point. The position information in the horizontal direction can be directly obtained by the GPS positioning module, and the elevation information of each group of bent element sensors in the depth direction can be calculated by the GPS positioning module and the distance from each group of bent element sensors to the GPS positioning module.
3) The test system integrates the existing 5G technology, the Internet of things sensor technology and the mobile terminal technology, realizes the collection, the receiving and the transmission of data of different measuring points, transmits the data to the data processing PC and the remote management terminal, and realizes the information sharing of two places; the wireless transmission of large data volume is realized by means of the 5G technology, a large number of data lines are not required to be arranged, and the problem that the data cannot be transmitted rapidly and continuously in real time is solved; the real-time transmission of data can be realized, the monitoring of the whole process is completed, and the visualization can be realized; lay simply, can arrange the basic station in a flexible way on the fan, can dismantle used repeatedly after the test. The transmitted data mainly comprises the position of each group of bending element sensors and the shear wave velocity measured at the position, and is finally transmitted to a data processing PC through a 5G signal, so that position information and test data are synchronized, and a three-dimensional space-time model of soil stiffness is effectively established.
4) The management terminal in the test system has the storage function of the cloud server, and the database is established through the cloud server, so that the test system is convenient to check and call. The management terminal is provided with other auxiliary mobile devices including a mobile phone, a tablet personal computer and the like, and analysis results are synchronously checked at any time through a wireless communication technology.
5) The undisturbed soil shear wave velocity testing equipment is provided with the solar cell and the storage battery, and can supply power to the whole testing system for a long time and durably.
6) The monitoring method can realize effective monitoring of the soil body around the fan pile, realizes monitoring of the soil body around the pile in three-dimensional space and time, has high precision and good efficiency, and timely knows the structural and dynamic characteristics of the soil body in the horizontal and vertical directions within the influence range around the fan pile.
Drawings
FIG. 1 is a schematic diagram of the distribution of test point positions in the test system of the present invention;
FIG. 2 is a horizontal cross-sectional view of the location of the measurement points relative to the fan base distribution;
FIG. 3 is a schematic view of an installation structure of the undisturbed soil shear wave velocity testing apparatus of the present invention;
FIG. 4 is a schematic cross-sectional view of the probe of the present invention;
FIG. 5 is a schematic front view of the probe of the present invention;
FIG. 6 is a flow chart of the monitoring method of the present invention.
Wherein: 1. the device comprises a transverse fixing rod, a vertical fixing rod, a bending element sensor, a sensor protector, a flat-head screw hole, a cable groove, a cable, a cone hammer, a scale, a cable hole, a cone hammer, a scale, a flat-head screw, a GPS positioning module and a positioning module, wherein the transverse fixing rod is 2, the vertical fixing rod is 3, the bending element sensor is 4, the sensor protector is 5, the flat-head screw hole is 6, the cable groove is 7, the cable is 8, the cone hammer is 9, the scale is 10, the flat-head screw is 11; 12. oscilloscope 13, signal generator 14, accumulator 15, 5G antenna 16, solar cell 17, data collector 18, measuring point 19 fan foundation.
Detailed Description
Specific examples of the present invention are given below. The specific examples are only for illustrating the present invention in further detail and do not limit the scope of protection of the present application.
Example one
The embodiment discloses an in-situ test system for rigidity of a soil body around a pile, which comprises undisturbed soil shear wave velocity test equipment, a 5G base station, a data receiving station, a data processing PC and a management terminal. As shown in fig. 2 and 3, the undisturbed soil shear wave velocity testing device comprises an oscilloscope 12, a signal generator 13, a storage battery 14, a 5G antenna 15, a data collector 17, a solar cell 16 and a probe rod; the probe rod comprises a transverse fixing rod 1 and vertical fixing rods 2, the transverse fixing rod 1 is used for adjusting the distance between the vertical fixing rods 2 on two sides and ensuring that the vertical fixing rods 2 are in the same plane, a GPS positioning module 11 is fixedly arranged in the middle of the transverse fixing rod 1, the GPS positioning module 11 is used for determining position information of a site measuring point, and is integrated with a micro-power wireless communication function, so that the position information can be transmitted to a data acquisition unit 17 in real time;
the vertical fixing rod 2 comprises two halves, the upper ends of the two halves are connected into a whole by flat head screws 10 and the transverse fixing rod 1, the transverse fixing rod is kept horizontal after the two halves are installed on the transverse fixing rod, and the heights of the two halves are equal;
a plurality of flat-head screw holes 5 are arranged on each half part at equal intervals along the height direction, the flat-head screw holes are used for installing the bending element sensors 3, a cable slot 6 is formed in the axis of each half part, a graduated scale is arranged on the outer surface of each half part along the height direction, and the vertical distance between different groups of bending element sensors can be directly read through the graduated scale;
the two bending element sensors with the same height on the two halves form a group, one bending element sensor in the group is a receiving bending element sensor, and the other bending element sensor is a transmitting bending element sensor; the transmitting bending element sensor of each group of bending element sensors is connected with a signal generator through a corresponding cable 7 arranged in the cable trough 6, the signal generator is connected with an oscilloscope, and the receiving bending element sensor of the group is directly connected with an oscilloscope 12 through the cable 7 arranged in the cable trough 6; the oscilloscope 12 is connected with the data acquisition unit 17, and the data acquisition unit transmits the position information of the measuring points, the test time and the propagation time of the shear wave among the bending element sensors in the same group to the data receiving station in real time through the 5G antenna. The solar cell 16 can charge the storage battery 14, and the solar cell 16 and the storage battery 14 provide electricity for the whole undisturbed soil shear wave velocity testing device, so that the system can operate for a long time and continuously.
The bottom of the vertical fixed rod 2 is provided with a cone entering hammer 8, the cone entering hammer 8 is connected with the vertical fixed rod 2 through a flat head screw 10, the cone entering hammer 8 accelerates the cone entering process of the probe rod in the soil body, and the disturbance of the probe rod to the surrounding soil body in the cone entering process is effectively reduced; the flat-head screw hole 5 is used for installing a flat-head screw 10, and the graduated scale 9 is arranged on the outer side of the vertical fixed rod 2;
the sensor protector 4 is arranged at the upper position and the lower position of each bending element sensor 3, and the bending element sensors are protected from being damaged in the process that the probe rod is inserted into a soil body;
the transverse fixing rod 1, the vertical fixing rod 2, the sensor protector 4, the cone hammer 8 and the flat head screw 10 are all made of high-quality stainless steel materials, and are moisture-proof, light in weight and high in strength.
The bending element sensor 3 is made of piezoelectric ceramic materials and is subjected to waterproof treatment before use.
The cable 7 adopts a high-quality copper wire, and the connection part of the cable and the bending element sensor 3 is subjected to waterproof treatment.
The signal generator 13 generates a waveform signal, the waveform signal is excited by the transmitting bending element sensor 3, the shear wave transmitted by the soil sample is received by the receiving bending element sensor 3, the shear wave is converted into an electric signal, the signal generator is connected with the oscilloscope, the waveform signal and the electric signal of the same group of bending element sensors are transmitted to the oscilloscope 12 together, the oscilloscope 12 obtains the propagation time delta t of the shear wave corresponding to the same group of bending element sensors by comparing the two signals, and the propagation time is displayed and stored on the oscilloscope. The oscilloscope 12 and the GPS positioning module are both connected with the data acquisition unit 17, the data acquisition unit 17 transmits position information of the measuring points and the propagation time delta t to the data receiving station in real time through the 5G antenna, wherein the position information of the measuring points comprises horizontal position information of the installation of the bending element sensors and depth position information of each group of bending element sensors in the vertical direction, and the depth position information is determined by the elevation data of the GPS positioning module and the vertical distance between the bending element sensors with adjacent heights confirmed during debugging and installation.
The data receiving station receives the field data (position information and propagation time delta t of measuring points) of the 5G base station and then transmits the field data to the data processing PC, the data processing PC processes and summarizes the field data, and the depth position information of each group of bent element sensors is obtained through calculation by combining GPS elevation information and the distance from the GPS to each group of bent element sensors; determining the distance L (t) between the transmitting end and the receiving end of the same group of bent element sensors 3 according to the installation and debugging in the previous period, and then determining the distance L (t) between the transmitting end and the receiving end of the same group of bent element sensors 3 according to the installation and debugging in the previous period
Calculating the shear wave velocity v (t) to obtain the shear wave velocity of each group of bending element sensors; repeatedly testing a plurality of measuring points within the range of 4 times of the pile diameter (4D) to obtain the shear wave velocity of each group of bending element sensors in all the measuring points;
and further inducing and storing shear wave velocity data of each measuring point acquired by different horizontal and vertical measuring point positions acquired by data acquisition dates corresponding to each pile number, wherein the stored data comprises the pile number, the acquisition date, the horizontal position of the measuring point, the position of the vertical measuring point and the shear wave velocity of each measuring point, storing the shear wave velocity data according to the key information, and communicating the data processing PC with a remote management terminal to realize remote field monitoring and progress tracking.
And the data processing PC is used for receiving the remote wireless signals, obtaining the position information and the propagation time of the measuring point and then obtaining shear wave velocity data after calculation. When in-situ testing is carried out, the influences of horizontal position, vertical depth and collection date are considered, as shown in figure 1, testing is carried out on soil around a fan pile, the number of the fan pile is recorded, the rigidity change of the soil within 4 times of the pile diameter (4D) is considered in the horizontal direction, a plurality of measuring points are arranged at equal intervals in the direction far away from the axis of the pile by taking D as an interval, meanwhile, 1 measuring point is arranged in a free field as a comparison, the soil at the free field is considered to be not disturbed by a pile foundation, the rigidity of the soil is basically not influenced, the comparison measuring points are arranged for evaluating the disturbed degree of the rigidity of the soil around the pile, all the measuring points are uniformly distributed along the circumference of the pile, the measuring points can be distributed in a circumferential radial shape, a plurality of measuring points on the same radius are in a group, and the included angle between the adjacent groups of measuring points is 45 degrees; and arranging vertical measuring points along the buried depth direction of the pile at each measuring point according to the characteristics of the initially measured foundation soil body, dividing the soil body into a plurality of layers in the buried depth direction according to the characteristics of the foundation soil body, arranging at least 2 groups of bending element sensors in each layer of soil body, and forming at least two vertical measuring points in one soil layer.
The management terminal is used for processing and displaying a three-dimensional space-time model of the rigidity of the soil body around the storage pile, inducing the relevant data of the storage pile number through a data processing PC, combining the soil sample density rho and according to G (t) ═ rho · v2(t) calculating the shear modulus of each group of bending element sensors at different measuring point positions, wherein the soil sample densities of different soil layers are different and are determined by an earlier stage experiment; the method comprises the steps of establishing a three-dimensional space-time model of soil stiffness by using data information of shear modulus, horizontal position of a measuring point, position of a vertical measuring point, collecting date and pile number, wherein the three-dimensional space-time model of the soil stiffness comprises the position of the pile number of a pile to be detected obtained during initial installation, the height difference of different groups of bent element sensors obtained by using a GPS (global positioning system) positioning module and the position information of each vertical measuring point determined by the vertical distance of adjacent groups of bent element sensors determined during equipment installation, and the horizontal position of the measuring point around the pile to be detected and the collecting date information obtained by using the GPS positioning module, so that data visualization is realized.
The management terminal is communicated with the cloud server, three-dimensional space-time model data of soil stiffness are uploaded to the cloud server, all information and data of a current pile on a measuring point are stored through the cloud server, and a database is established. The mobile auxiliary equipment is communicated with the cloud server at the same time, the mobile auxiliary equipment comprises a mobile phone, a tablet personal computer and the like, the mobile equipment can obtain a three-dimensional space-time model of the rigidity of the soil body through the cloud server, the sharing of model data information is realized, and a monitor can conveniently check the model information at any time. The mobile auxiliary equipment can perform basic operation and analysis on the model data synchronized by the management terminal through the cloud server, and the basic operation can comprise selection of different offshore wind power plants, selection of different fan pile numbers on each offshore wind power plant, selection and checking of different measuring point position information, time information and soil body rigidity of each pile number. The analysis can be simply evaluating the disturbed degree of the soil body in the influence range by comparing the soil body rigidity at the free field with the soil body rigidity in the influence range around the pile.
Example two
The invention also discloses a method for monitoring the rigidity of the soil body around the pile, which monitors by using the device for testing the shear wave velocity of the undisturbed soil around the pile, and comprises the following steps:
step 1: the debugging equipment is installed, and the debugging equipment is installed,
assembling and debugging undisturbed soil shear wave velocity testing equipment, determining an excitation signal, frequency and a propagation distance, and testing whether the undisturbed soil shear wave velocity testing equipment and 5G signal transmission can normally work;
step 2: the positions of the measuring points are determined,
testing soil around the fan pile, mainly considering the soil rigidity change in the range of 4 times of pile diameter in the horizontal direction, arranging measuring points by taking the pile diameter D as a space, and arranging 1 measuring point in a free field as a comparison; arranging vertical measuring points along the pile burial depth direction according to the characteristics of the initially measured foundation soil body at each measuring point, and arranging at least 2 vertical measuring points on each layer of soil body;
and step 3: the test is carried out in situ on the spot,
carrying out in-situ test on the rigidity of the soil body around the pile of the fan once a week by using undisturbed soil shear wave velocity test equipment, if an accidental disaster occurs, improving the test frequency of the soil body around the pile after the disaster, and recording the acquisition date during each test;
and 4, step 4: the data is stored in a summary manner,
the undisturbed soil shear wave velocity testing equipment generates related data during working, the data is transmitted to a remote data receiving station through a 5G base station, the data receiving station transmits shear wave velocity and measuring point position information to a data processing PC, and the data processing PC performs preliminary analysis on the shear wave velocity, the position information and other data of the measuring points around the pile and transmits the data to a management terminal.
And 5: a three-dimensional model is established and,
and the management terminal processes, displays and stores the three-dimensional space-time model of the pile surrounding soil rigidity, and stores data through the cloud server. Then, the analysis result is synchronously viewed through other mobile auxiliary equipment of the management terminal.
Specifically, the management terminal and/or the cloud server stores the rigidity information of the soil around the pile in the whole life cycle of the fan, wherein the rigidity information comprises data information of the rigidity of the soil around the pile during the normal operation of the fan and after the natural disaster passes, and further, the rigidity change of the soil around the pile can be visually analyzed through the three-dimensional space-time model, so that the stability analysis of the fan is guided. The analysis can be simply evaluating the disturbed degree of the soil body in the influence range by comparing the soil body rigidity at the free field with the soil body rigidity in the influence range around the pile.
The working principle of the invention is as follows:
the shear modulus can be obtained by converting shear wave speeds measured by indoor and field tests, and the shear modulus of the soil is only related to the shear stiffness of the soil framework, is not influenced by the volume modulus of the fluid, and has good correlation with the soil structure under the influence of complex factors. Therefore, the shear modulus of the soil body is calculated by measuring the shear wave velocity of the soil body, and the shear modulus is used for representing the rigidity of the soil body.
The bending element sensor 3 is generally composed of two piezoelectric ceramic crystal pieces which can longitudinally stretch, when the piezoelectric ceramic bending element is installed, one end of the piezoelectric ceramic bending element is fixed, the other end of the piezoelectric ceramic bending element is free, and the free end of the piezoelectric ceramic bending element is inserted into a soil sample to be used as a transmitting end or receiving end sensor. The conversion between mechanical energy and electric energy is realized by utilizing piezoelectric materials through piezoelectric effect and inverse piezoelectric effect, an excitation signal voltage pulse with proper frequency is applied to the transmitting end of the bending element inserted into one end of the soil sample through a signal generator 13, the transmitting end sensor generates transverse vibration and forces the surrounding soil body to vibrate, the corresponding receiving end sensor receives shear waves transmitted by the soil sample, converts the shear waves into electric signals, and the electric signals and the transmitting signals are displayed and stored on an oscilloscope 12 together. The propagation time delta t of the shear wave is obtained through signal comparison, and the shear wave velocity v (t) and the corresponding shear modulus G (t) can be calculated according to the soil sample length L (t).
Δt＝t2-t1
G(t)＝ρ·v2(t)
Wherein: t is t1Time, t, corresponding to the peak selected for the transmitted wave2L (t) is the distance between the transmitting end and the receiving end of the bending element sensor 3, v (t) is the shear wave velocity, rho is the density of the soil sample, and G (t) is the shear modulus.
The position information of the measuring points is received in real time through a GPS positioning module, and massive shear wave velocity in-situ test data and the position information are wirelessly transmitted to a remote data processing PC and a remote management terminal through a 5G technology, so that the real-time sharing of the two-place information is realized; the data processing PC classifies the measuring point position information and the shear wave velocity data; and the management terminal calculates the shear modulus of the measuring point, namely the soil stiffness, through a shear modulus calculation formula. And (4) considering factors such as horizontal position around the pile, vertical depth, time and the like, and establishing a three-dimensional space-time model of soil stiffness. The management terminal can display the three-dimensional space-time model of the soil stiffness and store data, and the data model result can be synchronously checked through other mobile auxiliary equipment of the management terminal.
Nothing in this specification is said to apply to the prior art.
Claims (9)
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113532544A (en) * | 2021-08-13 | 2021-10-22 | 武汉市市政建设集团有限公司 | Real-time testing device for strain stiffness and stress state of soil body and construction testing method thereof |
| CN113702209A (en) * | 2021-08-30 | 2021-11-26 | 重庆大学 | Device and method for measuring reinforcement degree of microorganism reinforced soil body |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10160715A (en) * | 1996-11-27 | 1998-06-19 | Taisei Corp | Measuring method of shear rigidity of soil |
| US20040226380A1 (en) * | 2003-05-13 | 2004-11-18 | Zeng Xiangwu | Measurement of base and subgrade layer stiffness using bender element technique |
| CN201221978Y (en) * | 2008-05-12 | 2009-04-15 | 浙江大学 | Device for testing shearing wave speed of piezoelectric ceramics bending element soil body |
| CN108007798A (en) * | 2017-10-24 | 2018-05-08 | 湖南大学 | Penetration type soil strength and velocity of wave joint test device and its application method |
| CN108344852A (en) * | 2018-01-19 | 2018-07-31 | 浙江大学 | A kind of k0Under the conditions of no-Co-alloy steel anisotropy shear wave velocity and relative density joint test experimental rig and method |
| CN108717082A (en) * | 2018-07-04 | 2018-10-30 | 清华大学 | A kind of compaction of earth rock material quality continuous assessment method based on integrated sonic detection technology |
| WO2020210861A1 (en) * | 2019-04-15 | 2020-10-22 | Concrete Data Sensors Pty Ltd | Concrete sensor device and system |
-
2021
- 2021-04-26 CN CN202110453143.8A patent/CN113176337B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10160715A (en) * | 1996-11-27 | 1998-06-19 | Taisei Corp | Measuring method of shear rigidity of soil |
| US20040226380A1 (en) * | 2003-05-13 | 2004-11-18 | Zeng Xiangwu | Measurement of base and subgrade layer stiffness using bender element technique |
| CN201221978Y (en) * | 2008-05-12 | 2009-04-15 | 浙江大学 | Device for testing shearing wave speed of piezoelectric ceramics bending element soil body |
| CN108007798A (en) * | 2017-10-24 | 2018-05-08 | 湖南大学 | Penetration type soil strength and velocity of wave joint test device and its application method |
| CN108344852A (en) * | 2018-01-19 | 2018-07-31 | 浙江大学 | A kind of k0Under the conditions of no-Co-alloy steel anisotropy shear wave velocity and relative density joint test experimental rig and method |
| CN108717082A (en) * | 2018-07-04 | 2018-10-30 | 清华大学 | A kind of compaction of earth rock material quality continuous assessment method based on integrated sonic detection technology |
| WO2020210861A1 (en) * | 2019-04-15 | 2020-10-22 | Concrete Data Sensors Pty Ltd | Concrete sensor device and system |
Non-Patent Citations (4)
| Title |
|---|
| 姬美秀等: "弯曲元试验高精度测试土样剪切波速方法", 《岩土工程学报》 * |
| 智胜英等: "饱和土剪切波速在基桩缺陷定量分析中的应用研究", 《岩土工程学报》 * |
| 李宏男等: "土木工程结构健康监测系统的研究状况与进展", 《力学进展》 * |
| 李青等: "上海典型黏土小应变剪切模量现场和室内试验研究", 《岩土力学》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113532544A (en) * | 2021-08-13 | 2021-10-22 | 武汉市市政建设集团有限公司 | Real-time testing device for strain stiffness and stress state of soil body and construction testing method thereof |
| CN113702209A (en) * | 2021-08-30 | 2021-11-26 | 重庆大学 | Device and method for measuring reinforcement degree of microorganism reinforced soil body |
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