CN108398180B - Test device, system and test method for measuring shear wave velocity of coarse-grained soil - Google Patents
Test device, system and test method for measuring shear wave velocity of coarse-grained soil Download PDFInfo
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- G01—MEASURING; TESTING
- G01H—MEASUREMENT OF MECHANICAL VIBRATIONS OR ULTRASONIC, SONIC OR INFRASONIC WAVES
- G01H5/00—Measuring propagation velocity of ultrasonic, sonic or infrasonic waves, e.g. of pressure waves
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/32—Investigating strength properties of solid materials by application of mechanical stress by applying repeated or pulsating forces
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0025—Shearing
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/025—Geometry of the test
- G01N2203/0256—Triaxial, i.e. the forces being applied along three normal axes of the specimen
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- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
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- G01N2203/067—Parameter measured for estimating the property
- G01N2203/0676—Force, weight, load, energy, speed or acceleration
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Abstract
A test device, a system and a test method for measuring the shear wave velocity of coarse-grained soil comprise a shell, a friction unit, a piezoelectric stack and an acceleration sensor; the longitudinal section of the friction unit is T-shaped, the horizontal end of the T-shape is fixed at the top end of the shell, the vertical end of the T-shape is inserted into the shell from the top end of the shell, an acceleration sensor and a piezoelectric stack are fixed on the vertical end of the T-shape of the friction unit, and the piezoelectric stack is fixedly connected with the inner side wall of the shell; the upper surface of the T-shaped horizontal end of the friction unit is provided with a concave-convex lattice-shaped friction surface. The test device solves the problems that the piezoelectric material is easy to damage in the large triaxial test sample compaction and high stress condition loading process and the problems that the traditional bending element is poor in coupling degree with coarse-grained soil and cannot realize shear wave velocity measurement of a large triaxial coarse-grained soil sample; the test system provided by the invention is reasonable in structural arrangement, simple in assembly and convenient in test operation.
Description
Technical Field
The invention relates to a triaxial test device and a test method for soil mechanics, in particular to a test device, a system and a test method for measuring shear wave velocity of coarse-grained soil.
Background
The shear wave velocity of the soil body is one of key parameters of soil mechanics research and geotechnical engineering design, and has important significance in the aspects of dividing stratum and field soil categories, judging liquefaction of sandy soil, soil foundation seismic subsidence, analyzing seismic response, calculating geotechnical kinetic parameters, researching vibration characteristics of the soil body and the like.
Since Shirley et al first used piezoelectric ceramic bending elements to test the shear wave velocity of kaolin samples in 1978, due to the clear test principle and simple and intuitive method, the piezoelectric ceramic bending elements have been widely applied to indoor instruments such as triaxial instruments, consolidators, direct shear instruments, resonant columns and the like. The bending element is usually formed by bonding two piezoelectric ceramic crystal pieces capable of longitudinally expanding and contracting with a metal stiffening layer, and is installed at two ends of the sample in a cantilever manner, wherein one is used as an excitation element, and the other is used as a receiving element. During testing, the excitation element generates shear waves under pulse voltage, the shear waves reach the receiving element after being transmitted by the soil body, vibration generated by the receiving element is converted into electric signals through the data acquisition device, the transmission time of the shear waves can be obtained through electric signal comparison, and the shear wave speed of the soil body can be calculated according to the soil sample length. However, the bending element method is difficult to realize the measurement of the shear wave velocity of coarse-grained soil, and the main reasons are as follows: firstly, the grain size of coarse-grained soil grains is larger, and the coupling degree of bending elements inserted into the coarse-grained soil grains is poorer; secondly, in the process of compacting of large triaxial test sample preparation and loading under high stress conditions, the piezoelectric material such as the bending element is easy to damage; and thirdly, the excitation element generates shear waves and compression waves at two sides, and the compression waves reflected from the side wall of the pressure chamber interfere with the judgment of the initial moment of the shear waves.
In recent years, devices such as torsional shear vibrators, piezoelectric rings and the like are sequentially appeared at home and abroad to test the shear wave velocity of the soil sample, but the devices are all completed in a small triaxial test or a consolidation test. In addition, the existing indoor shear wave velocity measurement technology usually adopts a single excitation-reception mode, the actual motion behaviors of the excitation element and the reception element in the soil sample are difficult to accurately obtain in the test process, and the difficulty is caused in the research on the dynamic response of the whole system of the excitation element, the soil sample and the reception element. Therefore, there is a need for an indoor testing device and method for testing the shear wave velocity of coarse-grained soil.
Disclosure of Invention
The invention aims to provide a test device, a system and a test method for measuring shear wave velocity of coarse-grained soil, which have the advantages of reasonable structure, simple assembly and convenient test operation, and solve the defects that a piezoelectric material is easy to damage in the process of compacting a large-scale triaxial test sample and loading under high stress conditions, the coupling degree of a traditional bending element and coarse-grained soil is poor, the shear wave velocity measurement of a large-scale triaxial coarse-grained soil sample cannot be realized, and the like.
The invention solves the technical problems in the prior art by adopting the following technical scheme: a test device for measuring shear wave velocity of coarse-grained soil comprises a shell, a friction unit, a piezoelectric stack and an acceleration sensor; the shell is a shell with an open lower end, the longitudinal section of the friction unit is T-shaped, the horizontal end of the T-shape is fixed at the top end of the shell, the vertical end of the T-shape is inserted into the shell from the top end of the shell, an acceleration sensor and a piezoelectric stack are fixed on the vertical end of the T-shape of the friction unit, and the piezoelectric stack is fixedly connected with the inner side wall of the shell; the friction unit is provided with a concave-convex lattice-shaped friction surface on the upper surface of the T-shaped horizontal end.
The top of the shell is provided with a groove, the T-shaped horizontal end of the friction unit is arranged in the groove, and cylindrical guide rails which are parallel to each other are arranged between the groove and the lower end surface of the T-shaped horizontal end of the friction unit; the gap between the friction unit and the groove is provided with an O-shaped ring and a silica gel layer which are connected in a sealing manner.
The utility model provides a measure test system of coarse-grained soil shear wave velocity, includes two test devices that measure coarse-grained soil shear wave velocity: respectively as an excitation end and a receiving end; the test system also comprises a signal generator, a power amplifier and an oscilloscope which are connected in sequence; meanwhile, the power amplifier is connected with the piezoelectric stack at the excitation end; the acceleration sensor at the excitation end, the piezoelectric stack at the receiving end and the acceleration sensor at the receiving end are respectively connected with the oscilloscope through the charge amplifier.
A test method of a test system for measuring the shear wave velocity of coarse-grained soil comprises the following steps:
s1, system installation and checking: firstly, respectively embedding an excitation end and a receiving end in the test system into a base and a top cap of a triaxial tester, enabling the excitation end and the upper end face of a T-shaped horizontal end of the receiving end to be oppositely arranged, installing annular water permeable plates at the base and the top cap, and arranging sealing rings between the annular water permeable plates and shells of the excitation end and the receiving end; then checking is carried out: filling water in the triaxial pressure chamber, and starting a signal generator to generate an excitation signal to ensure that no shear wave signal of a receiving end exists on the oscilloscope;
s2, determining system delay: preparing a saturated coarse-grained soil sample in a triaxial tester, and enabling the upper end surface and the lower end surface of the coarse-grained soil sample to be respectively and closely attached to the end surfaces of the friction units at the receiving end and the excitation end; carrying out conventional consolidation test on the coarse-grained soil sample, and determining the corresponding system delay delta by applying different confining pressures to the coarse-grained soil samplet s ；
S3, carrying out shear wave velocity test: when the coarse-grained soil sample is solidified and stabilized under the current confining pressure, a signal generator is started to generate an excitation signal, the excitation signal passes through a power amplifier and then respectively reaches an oscilloscope through a first transmission line and a second transmission line, the propagation time is displayed on the oscilloscope, the first transmission line is that the excitation signal directly reaches the oscilloscope after passing through the power amplifier, the second transmission line is that the excitation signal reaches the oscilloscope after passing through a power amplifier, a excitation end, the coarse-grained soil sample, a receiving end and a charge amplifier, and the time difference between the excitation signal and the oscilloscope after passing through the first transmission line and the second transmission line is the actual measurement time difference delta of the signalst r (ii) a Real-time monitoring data of acceleration sensors in an excitation end and a receiving end are displayed in an oscilloscope;
s4, calculating the shear wave velocity: the system delay delta obtained according to the steps S2 and S3t s And the actual measured time difference deltat r To obtain shear wavesPropagation time through coarse-grained soil sample is deltat=Δt r -Δt s And further determining the shear wave velocity of the coarse-grained soil sample asL/ΔtWherein, in the step (A),Lis the height of the coarse-grained soil sample.
The applied isobaric consolidation confining pressure range in the conventional consolidation test is 100-1000 kPa; and applying confining pressure from small to large in sequence.
The invention has the beneficial effects that: according to the test device, the shape of the friction unit is designed to be T-shaped in longitudinal section, the piezoelectric stack is fixed at the vertical end of the T shape, the longitudinal vibration of the piezoelectric stack is converted into plane horizontal vibration, the plane shearing vibration excitation of the end part of the coarse-grained soil triaxial sample is realized, and the problems that a piezoelectric material is easy to damage in the process of compaction and high-stress condition loading of a large triaxial test sample and the problems that the traditional bending element is poor in coupling degree with coarse-grained soil and cannot realize the measurement of the shear wave velocity of the large triaxial coarse-grained soil sample are solved; the vibration behavior of the friction unit is monitored in real time through the acceleration sensor fixed at the vertical end of the T shape, and the research on the dynamic response of the whole system of the excitation end, the coarse-grained soil sample and the receiving end is facilitated. The test system provided by the invention is reasonable in structural arrangement, simple in assembly and convenient in test operation. The test method has strong operability and good popularization value.
Drawings
FIG. 1 is a schematic view of the structure of the test apparatus of the present invention.
FIG. 2 is a schematic diagram of the structural connections of the test system of the present invention during testing.
FIG. 3 is a schematic view of the connection structure of the test apparatus of the present invention and a triaxial tester.
In the figure: the test device comprises a shell 1, a friction unit 2, a piezoelectric stack 3, an acceleration sensor 4, a cylindrical guide rail 5, an O-shaped ring 6, a silica gel layer 7, an excitation end 8, a receiving end 9, a signal generator 10, a power amplifier 11, a charge amplifier 12, an oscilloscope 13, a coarse-grained soil sample 14, a triaxial tester 15, a triaxial tester 16, a triaxial tester base 17, a triaxial tester top cap 18, a water permeable plate 19, and a triaxial pressure chamber 20.
Detailed Description
The invention is described below with reference to the accompanying drawings and the detailed description:
FIG. 1 is a schematic structural diagram of a test apparatus for measuring shear wave velocity of coarse-grained soil according to the present invention. A test device for measuring shear wave velocity of coarse-grained soil comprises a shell 1, a friction unit 2, a piezoelectric stack 3 and an acceleration sensor 4; the housing 1 is a case with an open lower end, the friction unit 2 has a "T" shape in longitudinal section, a horizontal end of the "T" shape is fixed to a top end of the housing 1, and a vertical end of the "T" shape is inserted into the housing 1 from the top end of the housing 1. Specifically, a groove is formed in the top of the shell 1, a T-shaped horizontal end of the friction unit 2 is arranged in the groove, cylindrical guide rails 5 (preferably six guide rails) which are parallel to each other are arranged between the groove and the lower end face of the T-shaped horizontal end of the friction unit 2, and the cylindrical guide rails 5 are arranged to provide a supporting function for the friction unit 2; and secondly, the resistance of the friction unit 2 to generate micro horizontal movement in the test process is reduced. For the wholeness and the leakproofness of guaranteeing friction unit 2 and recess, the gap department of friction unit 2 and recess is equipped with O type circle 6 sealedly, and all the other spaces adopt the silica gel layer 7 that has certain deflection to carry out waterproof sealing and fill. An acceleration sensor 4 and a piezoelectric stack 3 are fixed on a T-shaped vertical end of a friction unit 2 inserted into the shell 1 by adopting epoxy resin, and the piezoelectric stack 3 is fixedly connected with the inner side wall of the shell 1; the upper surface of the T-shaped horizontal end of the friction unit 2 is provided with a concave-convex grid-shaped friction surface so as to increase the meshing capacity of the friction unit 2 and soil.
FIG. 2 shows a test system using a test apparatus for measuring shear wave velocity of coarse-grained soil, in which two test apparatuses for measuring shear wave velocity of coarse-grained soil are used as an excitation end 8 and a receiving end 9, respectively; the test system also comprises a signal generator 10, a power amplifier 11 and an oscilloscope 13 which are connected in sequence; meanwhile, the power amplifier 11 is connected with the piezoelectric stack 3 of the excitation end 8, and the acceleration sensor 4 of the excitation end 8, the piezoelectric stack 3 of the receiving end 9 and the acceleration sensor 4 of the receiving end 9 are respectively connected with the oscilloscope 13 through the charge amplifier 12.
The working principle of the test system is as follows: when the signal generator 10 is started, a voltage pulse with a certain frequency is sent out as an excitation signal, and the excitation signal is amplified by the power amplifier 11 and then is input into the piezoelectric stack 3 in the excitation end 8; the piezoelectric stack 3 generates longitudinal vibration, then the friction unit 2 converts the longitudinal vibration into planar horizontal vibration, so that the shear vibration excitation of the end portion plane of the coarse-grained soil sample 14 is realized, shear waves are generated, and meanwhile, the acceleration sensor 4 in the excitation end 8 monitors the vibration condition of the friction unit 2 in the excitation end 8 in real time. The piezoelectric stack 3 in the receiving end 9 converts the shear wave transmitted from the coarse-grained soil sample 14 into an electric signal, and the electric signal is displayed and stored on the oscilloscope 13 after passing through the charge amplifier 12, so that the comparison data of the excitation signal before and after passing through the coarse-grained soil sample 14 can be obtained. Meanwhile, the vibration behavior of the friction unit 2 in the receiving end 9 is also acquired through the acceleration sensor 4 in the receiving end 9, and is displayed on the oscilloscope 13 in real time after passing through the charge amplifier 12, so as to provide real-time monitoring on the vibration condition of the receiving end 9.
A test method of a test system for measuring the shear wave velocity of coarse-grained soil comprises the following steps:
s1, system installation and checking: as shown in FIG. 2 and FIG. 3, the exciting end 8 and the receiving end 9 of the test system are respectively embedded into the base 16 and the top cap 17 of the triaxial tester 15, and the upper end faces of the T-shaped horizontal ends of the exciting end 8 and the receiving end 9 are oppositely arranged, the base 16 and the top cap 17 are provided with annular water permeable plates 18, and sealing rings 19 are respectively arranged between the annular water permeable plates 18 and the shells 1 of the exciting end 8 and the receiving end 9. Then checking is carried out: the triaxial cell 20 is filled with water and a signal generator is activated to emit excitation signals having frequencies of 1kHz, 5kHz and 10kHz, respectively. Since water cannot bear shear stress, the oscilloscope 13 should not have a shear wave signal of the receiving terminal 9, and if so, check whether the shear wave propagates through a metal structure around the triaxial tester 15, and finally, it should be ensured that the oscilloscope 13 does not have a shear wave signal of the receiving terminal 9.
S2, determining system delay: a saturated coarse-grained soil sample 14 was prepared according to the conventional test method in the soil test protocol (SL 237-1999), wherein the upper and lower ends of the coarse-grained soil sample 14, the excitation end 8 and the excitation endThe top end face of the friction unit 2 in the receiving end 9 is tightly attached, a conventional consolidation test is carried out on the coarse-grained soil sample 14 in the triaxial tester 15, and the corresponding system delay delta is determined by applying different confining pressures on the coarse-grained soil sample 14t s . Wherein the applied isobaric consolidation confining pressure range is preferably 100-1000 kPa, the confining pressures are applied from small to large in sequence, the shear wave velocity test is carried out after the consolidation is stable under a certain confining pressure, then the consolidation of the next stage of confining pressure is carried out, and the like.
S3, carrying out shear wave velocity test: when the coarse-grained soil sample 14 is solidified and stabilized under the current confining pressure, the signal generator 10 is started to generate an excitation signal, the excitation signal passes through the power amplifier 11 and then respectively reaches the oscilloscope 13 through the first propagation line and the second propagation line, and the propagation time is displayed on the oscilloscope 13, wherein the first propagation line is that the excitation signal directly reaches the oscilloscope 13 after passing through the power amplifier 11, the second propagation line is that the excitation signal passes through the power amplifier 11 and then reaches the oscilloscope 13 after passing through the excitation end 8, the coarse-grained soil sample 14, the receiving end 9 and the charge amplifier 12, and the time difference between the excitation signal and the oscilloscope 13 after passing through the first propagation line and the second propagation line is the actual measurement time difference delta of the signalst r (ii) a Furthermore, real-time monitoring data of the acceleration sensor 4 are simultaneously displayed in the oscilloscope 13 to provide monitoring of the vibration behavior of the friction unit 2 during interaction with the coarse-grained soil sample 14.
S4, calculating the shear wave velocity: the system delay delta obtained according to the steps S2 and S3t s And the actual measured time difference deltat r Obtaining the propagation time delta of the shear wave through the coarse-grained soil samplet=Δt r -Δt s And further determining the shear wave velocity of the coarse-grained soil sample asL/ΔtWherein, in the process,Lis the height of the coarse-grained soil sample.
The foregoing is a further detailed description of the present invention in connection with specific preferred embodiments thereof, and it is not intended to limit the invention to the specific embodiments thereof. For those skilled in the art to which the invention pertains, several simple deductions or substitutions can be made without departing from the spirit of the invention, and all shall be considered as belonging to the protection scope of the invention.
Claims (4)
1. A test device for measuring the shear wave velocity of coarse-grained soil is characterized by comprising a shell, a friction unit, a piezoelectric stack and an acceleration sensor; the shell is a shell with an open lower end, the longitudinal section of the friction unit is T-shaped, the horizontal end of the T-shape is fixed at the top end of the shell, the vertical end of the T-shape is inserted into the shell from the top end of the shell, an acceleration sensor and a piezoelectric stack are fixed on the vertical end of the T-shape of the friction unit, and the piezoelectric stack is fixedly connected with the inner side wall of the shell; the upper surface of the T-shaped horizontal end of the friction unit is provided with a concave-convex lattice-shaped friction surface; the top of the shell is provided with a groove, the T-shaped horizontal end of the friction unit is arranged in the groove, and cylindrical guide rails which are parallel to each other are arranged between the groove and the lower end surface of the T-shaped horizontal end of the friction unit; the gap between the friction unit and the groove is provided with an O-shaped ring and a silica gel layer which are connected in a sealing manner.
2. A test system for measuring shear wave velocity of coarse soil according to claim 1, comprising two test devices for measuring shear wave velocity of coarse soil: respectively as an excitation end and a receiving end; the test system also comprises a signal generator, a power amplifier and an oscilloscope which are connected in sequence; meanwhile, the power amplifier is connected with the piezoelectric stack at the excitation end; the acceleration sensor at the excitation end, the piezoelectric stack at the receiving end and the acceleration sensor at the receiving end are respectively connected with the oscilloscope through the charge amplifier.
3. A test method for measuring the shear wave velocity of coarse earth according to claim 2, comprising the steps of:
s1, system installation and checking: firstly, respectively embedding an excitation end and a receiving end in the test system into a base and a top cap of a triaxial tester, enabling the excitation end and the upper end face of a T-shaped horizontal end of the receiving end to be oppositely arranged, installing annular water permeable plates at the base and the top cap, and arranging sealing rings between the annular water permeable plates and shells of the excitation end and the receiving end; then checking is carried out: filling water in the triaxial pressure chamber, and starting a signal generator to generate an excitation signal to ensure that no shear wave signal of a receiving end exists on the oscilloscope;
s2, determining system delay: preparing a saturated coarse-grained soil sample in a triaxial tester, and enabling the upper end surface and the lower end surface of the coarse-grained soil sample to be tightly attached to the end surfaces of the friction units at the receiving end and the excitation end respectively; carrying out conventional consolidation test on the coarse-grained soil sample, and determining the corresponding system delay delta by applying different confining pressures to the coarse-grained soil samplet s ；
S3, carrying out shear wave velocity test: when the coarse-grained soil sample is solidified and stabilized under the current confining pressure, a signal generator is started to generate an excitation signal, the excitation signal passes through a power amplifier and then respectively reaches an oscilloscope through a first transmission line and a second transmission line, the propagation time is displayed on the oscilloscope, the first transmission line is that the excitation signal directly reaches the oscilloscope after passing through the power amplifier, the second transmission line is that the excitation signal reaches the oscilloscope after passing through a power amplifier, a excitation end, the coarse-grained soil sample, a receiving end and a charge amplifier, and the time difference between the excitation signal and the oscilloscope after passing through the first transmission line and the second transmission line is the actual measurement time difference delta of the signalst r (ii) a Real-time monitoring data of acceleration sensors in an excitation end and a receiving end are displayed in an oscilloscope;
s4, calculating the shear wave velocity: the system delay delta obtained according to steps S2 and S3t s And the actual measured time difference deltat r Obtaining the propagation time delta of the shear wave through the coarse-grained soil samplet=Δt r -Δt s And further determining the shear wave velocity of the coarse-grained soil sample asL/ΔtWherein, in the step (A),Lis the height of the coarse-grained soil sample.
4. A test method for measuring the shear wave velocity of coarse-grained soil according to claim 3, characterized in that the isostatic consolidation confining pressure applied in a conventional consolidation test is in the range of 100 to 1000kPa; and applying confining pressure from small to large in sequence.
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