CN113532544A - Real-time testing device for strain stiffness and stress state of soil body and construction testing method thereof - Google Patents
Real-time testing device for strain stiffness and stress state of soil body and construction testing method thereof Download PDFInfo
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- CN113532544A CN113532544A CN202110930776.3A CN202110930776A CN113532544A CN 113532544 A CN113532544 A CN 113532544A CN 202110930776 A CN202110930776 A CN 202110930776A CN 113532544 A CN113532544 A CN 113532544A
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Abstract
The invention discloses a real-time testing device for strain stiffness and stress state of soil, which comprises a signal generating unit, a signal exciting unit, a signal receiving unit, a signal processing and collecting unit and an automatic acquisition system, wherein the signal exciting unit and the signal receiving unit are respectively arranged in two drill holes of a construction range measuring point; the signal excitation unit is provided with a plurality of excitation elements and pressure test assemblies A at intervals along the height direction, the signal receiving unit is provided with a plurality of receiving elements and pressure test assemblies B at intervals along the height direction, each excitation element corresponds to one receiving element, and the excitation elements and the receiving elements are horizontally opposite. The invention also discloses a construction and test method of the test device. The invention has the beneficial effects that: the method can measure the evolution law of the pore water pressure, the soil pressure and the shear modulus from the horizontal direction to the small strain of the on-site stratum during the construction process and after the construction is finished, explore the law of the stratum stress propagation and the soil rigidity attenuation, and determine the stratum disturbance degree and the disturbance range under different evaluation indexes.
Description
Technical Field
The invention belongs to the technical field of constructional engineering, and particularly relates to a device for testing strain stiffness and stress state of soil in real time.
Background
A large amount of underground engineering is built in urban natural soil layers in China, deposited soil and residual soil in the natural soil layers have obvious structural properties, when soil bodies are disturbed by adjacent construction, various particles on a micro-scale generate the phenomena of rotation, change of relative displacement, breakage of partial aggregates, damage of partial soil particle glue joints or micro-cracks, and the like, the structural soil partial structure is damaged due to the changes, and meanwhile, the macroscopic mechanical strength of the soil bodies is obviously reduced. When the applied disturbance stress exceeds the yield stress of the soil body structure, the structure can be rapidly damaged, such as granule breakage, cementation point breakage, micro-crack penetration, large pore group disappearance and the like, so that the strength and the rigidity of the soil body are lost or the compressibility is increased. For structural soil, the change of the stress state and the stress path of a soil body can be caused in the disturbance processes of shield tunneling or foundation pit excavation and the like, and meanwhile, the strength/rigidity of the soil body can be weakened or even lost, so that the severe engineering problems of overlarge deformation, instability damage, continuous collapse and the like of the stratum can be easily caused.
The small strain modulus/shear wave velocity can reflect the soil stiffness, and is one of important evaluation indexes for evaluating the stratum disturbance degree and the disturbance range caused by underground engineering construction. At present, static sounding, cross plate shearing and other in-situ tests are mostly adopted in the existing adjacent construction stratum disturbance tests, but the tests can only be carried out before and after construction, and the real-time monitoring of the mechanical properties of the soil body cannot be realized. Therefore, how to provide a field real-time micro-disturbance testing device and method capable of evaluating the small strain stiffness of the soil body caused by the construction disturbance of the underground engineering is a key problem to be solved urgently by scientific research and technical staff in the field.
Disclosure of Invention
The invention aims to provide a real-time testing device for the strain stiffness and the stress state of a soil body aiming at the defects of the prior art so as to research the real-time change rule of the small strain stiffness of the structural soil body caused by the construction disturbance of underground engineering.
The technical scheme adopted by the invention is as follows: a real-time testing device for strain stiffness and stress state of soil comprises a signal generating unit, a signal exciting unit, a signal receiving unit, a signal processing and collecting unit and an automatic acquisition system, wherein the signal exciting unit and the signal receiving unit are respectively arranged in two drill holes of a construction range measuring point; the signal excitation unit is provided with a plurality of excitation elements and pressure test components A at intervals along the height direction, the signal receiving unit is provided with a plurality of receiving elements and pressure test components B at intervals along the height direction, each excitation element corresponds to one receiving element, and the excitation elements and the receiving elements are horizontally opposite to form a pair of bending elements; the signal generating unit is respectively connected with the excitation element of the signal excitation unit and the signal processing and collecting unit; the receiving element of the signal receiving unit is connected with the signal processing and collecting unit; the two pressure testing components are respectively connected with an automatic acquisition system.
According to the scheme, the signal generating unit comprises a signal generator and an amplifier which are connected; the amplifier is connected with the excitation element; the signal processing and collecting unit comprises an oscilloscope and a data collecting system which are connected, and the oscilloscope is respectively connected with the receiving element, the pressure testing component and the signal generator.
According to the scheme, the signal excitation unit comprises a plurality of steel sleeves A which are sequentially connected end to end and vertically arranged in the drill hole; the excitation unit is connected with the signal excitation unit and is arranged in a groove in the side part of the steel sleeve A.
According to the scheme, the pressure testing assembly A is installed in the groove in the side portion of the steel sleeve A, and the pressure testing assembly A and the exciting element are arranged in a back-to-back mode.
According to the scheme, the signal receiving unit comprises a plurality of steel sleeves B, and the steel sleeves B are sequentially connected end to end and are vertically arranged in the drill hole; the receiving element and the pressure testing component B are respectively arranged in grooves at two sides of the steel sleeve B.
According to the scheme, the pressure testing component A and the pressure testing component B are configured identically and respectively comprise a pore water pressure gauge and a soil pressure gauge, and the pore water pressure gauge and the soil pressure gauge are respectively connected with an automatic acquisition system; and the pore water pressure and soil pressure gauge are vertically arranged in the grooves at the same side of the steel sleeve B or the steel sleeve A, and a soil body is filled between the pore water pressure and the soil pressure gauge.
According to the scheme, the grooves above and below the excitation element and the receiving element are filled with soil, and the excitation element and the receiving element are wrapped with protective films for separating from the soil.
The invention also provides a construction test method of the soil strain stiffness and stress state real-time test device, which comprises the following steps: installing the testing device in a construction range; starting a signal generator to send a signal to an excitation element; the excitation element excites shear waves in a test soil layer, and the shear waves are reflected in the soil layer and are received by the receiving element in sequence; the data acquisition system automatically acquires the sent excitation signal and the received signal, and calculates and analyzes to obtain a viscoelastic parameter including an elastic parameter and a damping ratio of the soil body; meanwhile, the effective stress and pore pressure change of the soil body at the depth of the bending element are measured by the soil pressure gauge and the pore pressure gauge, the effective stress and pore pressure change are monitored and collected in real time by the automatic collection system, and workers obtain related parameters such as soil body elastic parameters, small strain stiffness and damping ratio according to data and calculation collected in real time, obtain the strain stiffness and stress state of the soil body, formation stress propagation and soil body stiffness attenuation rules of the soil body measured in situ in the whole construction process and after construction is completed, and determine the formation disturbance degree and disturbance range under different evaluation indexes.
According to the scheme, the installation method of the test device comprises the following steps:
step one, pre-drilling a hole in a construction range to take out an undisturbed soil core, and obtaining physical and mechanical indexes of a tested stratum soil body through an indoor standard physical property test;
secondly, determining the position of the measuring point, drilling to a bedrock, and controlling the verticality of the drilled hole;
sequentially lowering the steel sleeves correspondingly provided with the test assemblies, wherein the bending element is tightly attached to the edge of the drill hole in the lowering process, and the excitation element is ensured to be opposite to the receiving element;
step four, after the steel sleeve is installed, filling soil and swelling balls into a gap between the drill hole and the steel sleeve, filling water into the gap while filling, standing for a period of time, and repeating the steps until the gap close to the depth of the casing of the drilling machine is filled;
fifthly, pulling out the protective sleeve of the drilling machine, and continuously filling sand and swelling balls into the gap between the drill hole and the steel sleeve until the rest gap is filled;
and step six, electrically connecting the devices, and finishing the installation of the testing device.
The invention has the following beneficial effects: the invention can measure the evolution law of the pore water pressure, the soil pressure and the shear modulus from the horizontal direction to the small strain of the on-site stratum in the construction process and after the construction is finished, explore the law of the stratum stress propagation and the soil rigidity attenuation, determine the stratum disturbance degree and the disturbance range under different evaluation indexes, and realize the purpose of the real-time perturbation test of the change law of the small strain rigidity-stress state, the disturbance range and the disturbance degree of the soil body.
Drawings
Fig. 1 is a schematic structural diagram of an embodiment of the present invention.
Fig. 2 is an enlarged view of a portion a in fig. 1.
Fig. 3 is an enlarged view of fig. 1 at B.
FIG. 4 is a flow chart of a construction tester testing method of the present invention.
In the figure: 1. amplifier, 2, oscilloscope, 3, data acquisition system, 4, signal generator, 5, output signal, 6, input signal, 7, drilling, 8, steel casing A, 9, excitation element, 10, receiving element, 11, shear wave, 12, groove, 13, filling soil, 14, bending element, 15, protective film, 16, screw thread, 17, bentonite, 18, soil pressure gauge, 19, pore water pressure gauge, 20, automatic acquisition system, 21, steel casing B.
Detailed Description
For a better understanding of the present invention, reference is made to the following detailed description taken in conjunction with the accompanying drawings.
The device for testing the strain stiffness and stress state of the soil in real time as shown in fig. 1 comprises a signal generating unit, a signal exciting unit, a signal receiving unit, a signal processing and collecting unit and an automatic acquisition system 20, wherein the signal exciting unit and the signal receiving unit are respectively arranged in two drill holes 7 of a construction range measuring point; the signal excitation unit is provided with a plurality of excitation elements 9 and pressure test components A at intervals along the height direction, the signal receiving unit is provided with a plurality of receiving elements 10 and pressure test components B at intervals along the height direction, each excitation element 9 corresponds to one receiving element 10, and the excitation elements and the receiving elements are horizontally opposite to form a pair of bending elements 14 (the distance between the two bending elements is determined according to an indoor pre-experiment); the signal generating unit is respectively connected with the excitation unit 9 of the signal excitation unit and the signal processing and collecting unit; the receiving element 10 of the signal receiving unit is connected with the signal processing and collecting unit; the two pressure testing assemblies are each connected to an automatic acquisition system 20. In the invention, the bending element 14 is used for measuring the disturbance degree and the disturbance range of the stratum and the small strain stiffness of the soil body.
In the invention, the signal generating unit comprises a signal generator 4 and an amplifier 1 which are connected; the amplifier 1 is connected with the excitation element 9; the signal processing and collecting unit comprises an oscilloscope 2 and a data collecting system 3 which are connected, and the oscilloscope 2 is respectively connected with the receiving element 10, the pressure testing component and the signal generator 4; specifically, the receiving element 10 is connected to the oscilloscope 2 through the intermediate amplifier 1.
Preferably, the signal excitation unit comprises a plurality of steel sleeves A8, and the steel sleeves A8 are sequentially connected end to end and vertically arranged in the borehole 7; the excitation unit 9 is connected with the amplifier 1, and the excitation unit 9 is arranged in a groove 12 at the side part of the steel sleeve A8. In the embodiment, the upper steel sleeve A8 and the lower steel sleeve A8 are connected through threads 16; the excitation unit 9 is provided with two excitation units which are arranged in the first grooves 12 of the two steel sleeves A8 at intervals. The pressure test assembly a is mounted in a groove 12 at the side of a steel sleeve A8, and is arranged opposite to the excitation element 9 or the bending element 14.
Preferably, the signal receiving unit comprises a plurality of steel sleeves B21, and the steel sleeves B21 are sequentially connected end to end and vertically arranged in the borehole 7; the receiving element 10 and the pressure testing component B are respectively arranged in grooves 12 on two sides of a steel sleeve B21.
In the embodiment, the steel sleeve B21 has the same structure as the steel sleeve A8; the upper steel sleeve B21 and the lower steel sleeve B21 are connected through threads; the three receiving elements 10 are arranged and are arranged in the grooves 12 of the two steel sleeves B21 at intervals, one receiving element 10 is opposite to the bending element 14, and the other two receiving elements 10 are respectively opposite to the excitation element 9; the pressure testing assemblies B are provided with three groups which are respectively arranged opposite to the receiving elements 10. The grooves 12 above and below the excitation element 9 and the receiving element 10 (i.e. the bending element in fig. 2) are filled with soil (the soil is taken out from the drill hole 7 at the depth), and the excitation element 9 and the receiving element 10 are wrapped with a protective film 15 for separating from the soil (the influence of the protective film 15 on the propagation of the shear wave 11 is tested by an indoor pre-experiment).
In the invention, the pressure testing component A and the pressure testing component B are configured identically and respectively comprise a pore water pressure gauge 18 and a soil pressure gauge 18, and the pore water pressure gauge 18 and the soil pressure gauge 18 are respectively connected with an automatic acquisition system 20; the pore water pressure and the soil pressure gauge 18 are arranged in the groove 12 at the same side of the steel sleeve B21 (or the steel sleeve A8) up and down, and a soil body 13 is filled between the pore water pressure and the soil pressure gauge 18.
In the invention, the structure of the steel sleeve A8 is the same as that of the steel sleeve B21; the gap between the borehole 7 and the steel casing A8 (or steel casing B21) is filled with soil (the soil is a soil sample taken out from the borehole 7 at the depth) filling and swelling balls 17, and water is poured.
In the invention, the signal generating unit generates a pulse voltage signal as an excitation signal and is divided into two paths, wherein one path is sent to the signal processing and collecting unit for recording, and the other path is used as an input signal 6 and is transmitted to an excitation unit 9 of the signal excitation unit; the method comprises the steps that an excitation unit 9 of a signal excitation unit excites shear waves 11 in a test stratum, the shear waves 11 generate reflection in the stratum and are sequentially received by a receiving unit 10 of a signal receiving unit and converted into voltage signals serving as output signals 5, the voltage signals are amplified by an amplifier 1 and then sent to an oscilloscope 2 to be recorded, a data acquisition system 3 automatically acquires the emitted excitation signals and the emitted receiving signals, the wave velocity of signal propagation in a test soil body is obtained according to the time difference between the shear waves 11 emitted by the excitation unit 9 and the shear waves 11 and reaching the receiving unit 10 and the soil body density of the test soil layer, and viscoelastic parameters including soil body elastic parameters and damping ratio of the construction and post-construction test soil layer are obtained through solving according to an ideal elastomer fluctuation theory. The automatic acquisition system 20 monitors and acquires the effective stress and pore pressure change of the soil body at the depth of the bending element 14 measured by the soil pressure gauge 18 and the pore water pressure gauge 19 in real time, and reflects the state of the strain stiffness-stress of the soil body measured on site.
The amplifier 1, the oscilloscope 2, the data acquisition system 3, the signal generator 4, the excitation element 9 and the receiving element 10 form an integral system which can realize the excitation and the reception of the shear wave 11 in the stratum; the groove 12, the film, the filling soil and the sleeve can enable the bending element 14 to monitor the viscoelasticity parameters of the tested stratum in real time; a sensing system consisting of the bending element 14, the soil pressure gauge 18 and the pore water pressure gauge 19 buried in the soil body can comprehensively reflect the real-time change rule of the small strain stiffness, the disturbance range and the disturbance degree of the soil body in the construction process and after the construction is finished.
A construction testing method of a soil strain stiffness and stress state real-time testing device comprises the following steps: installing the testing device in a construction range; starting the signal generator 4 to send a signal to the excitation element 9 when the construction is started; the excitation element 9 excites shear waves 11 in a test soil layer, and the shear waves 11 are reflected in the stratum and are successively received by the receiving elements 10; the data acquisition system 3 automatically acquires the sent excitation signal and the received signal, and calculates and analyzes to obtain a viscoelastic parameter including an elastic parameter and a damping ratio of a soil body; meanwhile, the soil pressure gauge 18 and the pore pressure gauge measure the effective stress and pore pressure change of the soil body at the depth of the bending element 14, the effective stress and pore pressure change are monitored and collected in real time by the automatic collection system 20, and workers obtain the strain stiffness and stress state of the soil body, the stratum stress propagation and the soil body stiffness attenuation rule of the soil body in the whole construction process and after the construction is finished through on-site actual measurement according to the data collected in real time and relevant parameters obtained through calculation, and determine the stratum disturbance degree and the disturbance range under different evaluation indexes.
In the invention, the concrete construction method of the testing device is as follows:
step one, pre-drilling a hole 7 in a construction range to take out an undisturbed soil core, and obtaining physical and mechanical indexes such as the density of a tested stratum soil body through an indoor standard physical property test;
determining the position of a measuring point, drilling a hole 7 to a bedrock, embedding a drill rig protective cylinder, and strictly controlling the verticality of the drilled hole 7;
step three, sequentially lowering steel sleeves (such as an exciting element 9 arranged on a steel sleeve A8, a receiving element 10, an earth pressure gauge 18 and a pore water pressure gauge 19 arranged on a steel sleeve B21) which are correspondingly provided with the test components after hole cleaning, and connecting an upper steel sleeve with a lower steel sleeve through bolts; the bending element 14 is tightly attached to the edge of the drill hole 7 in the lowering process, the excitation element 9 is guaranteed to be over against the receiving element 10, and the reasonable horizontal distance between the excitation element 9 and the receiving element 10 is determined through an indoor pre-experiment;
step four, after the steel sleeve is installed, filling sand and a swelling ball 17 into a gap between the drill hole 7 and the steel sleeve, filling water into the gap while filling, standing for a period of time, and repeating the steps until the gap close to the depth of the casing of the drilling machine is filled;
fifthly, pulling out the drill casing (avoiding pulling out the drill casing and simultaneously pulling out the casing), and continuously filling sand and a swelling ball 17 into the gap between the drill hole 7 and the steel casing (because sensing equipment is not installed in the depth range of the casing, the test result is not influenced when broken stones and the like fall into the drill hole 7 after pulling out the casing) until the rest gaps are filled;
and step six, electrically connecting the devices, and finishing the installation of the testing device.
It should be noted that the above-mentioned embodiments are only preferred embodiments of the present invention, and the present invention is not limited thereto, and although the present invention has been described in detail with reference to the embodiments, it will be apparent to those skilled in the art that modifications can be made to the technical solutions described in the above-mentioned embodiments, or equivalent substitutions of some technical features, but any modifications, equivalents, improvements and the like within the spirit and principle of the present invention shall be included in the protection scope of the present invention.
Claims (9)
1. The device for testing the strain stiffness and the stress state of the soil in real time is characterized by comprising a signal generating unit, a signal exciting unit, a signal receiving unit, a signal processing and collecting unit and an automatic acquisition system, wherein the signal exciting unit and the signal receiving unit are respectively arranged in two drill holes of a construction range measuring point; the signal excitation unit is provided with a plurality of excitation elements and pressure test components A at intervals along the height direction, the signal receiving unit is provided with a plurality of receiving elements and pressure test components B at intervals along the height direction, each excitation element corresponds to one receiving element, and the excitation elements and the receiving elements are horizontally opposite to form a pair of bending elements; the signal generating unit is respectively connected with the excitation element of the signal excitation unit and the signal processing and collecting unit; the receiving element of the signal receiving unit is connected with the signal processing and collecting unit; the two pressure testing components are respectively connected with an automatic acquisition system.
2. The test apparatus of claim 1, wherein the signal generating unit comprises a signal generator and an amplifier connected; the amplifier is connected with the excitation element; the signal processing and collecting unit comprises an oscilloscope and a data collecting system which are connected, and the oscilloscope is respectively connected with the receiving element, the pressure testing component and the signal generator.
3. The testing device according to claim 1, wherein the signal excitation unit comprises a plurality of steel sleeves A which are sequentially connected end to end and vertically installed in the borehole; the excitation unit is connected with the signal excitation unit and is arranged in a groove in the side part of the steel sleeve A.
4. The testing device according to claim 3, wherein the pressure testing assembly A is mounted in a groove at the side of the steel casing A, and the pressure testing assembly A is arranged opposite to the excitation element.
5. The testing device according to claim 3, wherein the signal receiving unit comprises a plurality of steel sleeves B which are connected end to end in sequence and vertically installed in the drill hole; the receiving element and the pressure testing component B are respectively arranged in grooves at two sides of the steel sleeve B.
6. The testing device of claim 5, wherein the pressure testing assembly A and the pressure testing assembly B are configured identically and respectively comprise a pore water pressure gauge and a soil pressure gauge, and the pore water pressure gauge and the soil pressure gauge are respectively connected with the automatic acquisition system; and the pore water pressure and soil pressure gauge are vertically arranged in the grooves at the same side of the steel sleeve B or the steel sleeve A, and a soil body is filled between the pore water pressure and the soil pressure gauge.
7. The test device as claimed in claim 5, wherein the recesses above and below the excitation element and the receiving element are filled with a soil mass, and the excitation element and the receiving element are wrapped with a protective film for separating from the soil mass.
8. A construction testing method of a soil strain stiffness and stress state real-time testing device is characterized by comprising the following steps: installing the testing device of claims 1-7 in a construction range; starting a signal generator to send a signal to an excitation element; the excitation element excites shear waves in a test soil layer, and the shear waves are reflected in the soil layer and are received by the receiving element in sequence; the data acquisition system automatically acquires the sent excitation signal and the received signal, and calculates and analyzes to obtain a viscoelastic parameter including an elastic parameter and a damping ratio of the soil body; meanwhile, the effective stress and pore pressure change of the soil body at the depth of the bending element are measured by the soil pressure gauge and the pore pressure gauge, the effective stress and pore pressure change are monitored and collected in real time by the automatic collection system, and workers obtain related parameters such as soil body elastic parameters, small strain stiffness and damping ratio according to data and calculation collected in real time, obtain the strain stiffness and stress state of the soil body, formation stress propagation and soil body stiffness attenuation rules of the soil body measured in situ in the whole construction process and after construction is completed, and determine the formation disturbance degree and disturbance range under different evaluation indexes.
9. The construction testing method as set forth in claim 8, characterized in that the installation method of the testing device is:
step one, pre-drilling a hole in a construction range to take out an undisturbed soil core, and obtaining physical and mechanical indexes of a tested stratum soil body through an indoor standard physical property test;
secondly, determining the position of the measuring point, drilling to a bedrock, and controlling the verticality of the drilled hole;
sequentially lowering the steel sleeves correspondingly provided with the test assemblies, wherein the bending element is tightly attached to the edge of the drill hole in the lowering process, and the excitation element is ensured to be opposite to the receiving element;
step four, after the steel sleeve is installed, filling soil and swelling balls into a gap between the drill hole and the steel sleeve, filling water into the gap while filling, standing for a period of time, and repeating the steps until the gap close to the depth of the casing of the drilling machine is filled;
fifthly, pulling out the protective sleeve of the drilling machine, and continuously filling sand and swelling balls into the gap between the drill hole and the steel sleeve until the rest gap is filled;
and step six, electrically connecting the devices, and finishing the installation of the testing device.
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| CN202110930776.3A CN113532544B (en) | 2021-08-13 | 2021-08-13 | Real-time testing device for strain stiffness and stress state of soil body and construction testing method thereof |
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| CN202110930776.3A CN113532544B (en) | 2021-08-13 | 2021-08-13 | Real-time testing device for strain stiffness and stress state of soil body and construction testing method thereof |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115343167A (en) * | 2022-10-18 | 2022-11-15 | 湖南大学 | Soil body occurrence state evolution test device under geological and stress history coupling effect |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105738479A (en) * | 2016-02-22 | 2016-07-06 | 浙江大学 | Method and device for testing small strain viscoelasticity parameter of geotechnical engineering material through bending elements |
| KR20200082903A (en) * | 2018-12-31 | 2020-07-08 | 경북대학교 산학협력단 | A system and method for monitoring ground stiffness |
| CN113176337A (en) * | 2021-04-26 | 2021-07-27 | 河北工业大学 | Pile soil rigidity in-situ monitoring method, test system and test equipment |
-
2021
- 2021-08-13 CN CN202110930776.3A patent/CN113532544B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105738479A (en) * | 2016-02-22 | 2016-07-06 | 浙江大学 | Method and device for testing small strain viscoelasticity parameter of geotechnical engineering material through bending elements |
| KR20200082903A (en) * | 2018-12-31 | 2020-07-08 | 경북대학교 산학협력단 | A system and method for monitoring ground stiffness |
| CN113176337A (en) * | 2021-04-26 | 2021-07-27 | 河北工业大学 | Pile soil rigidity in-situ monitoring method, test system and test equipment |
Non-Patent Citations (1)
| Title |
|---|
| 袁振霞等: "共振柱和弯曲元研究石灰固化粉土的小应变刚度特性", 《建筑科学》, vol. 36, no. 7, 31 July 2020 (2020-07-31) * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115343167A (en) * | 2022-10-18 | 2022-11-15 | 湖南大学 | Soil body occurrence state evolution test device under geological and stress history coupling effect |
| CN115343167B (en) * | 2022-10-18 | 2023-02-14 | 湖南大学 | Soil body occurrence state evolution test device under geological and stress history coupling effect |
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