CN112014475A - Method for detecting compaction quality of coarse-particle soil roadbed filler based on shear wave velocity - Google Patents
Method for detecting compaction quality of coarse-particle soil roadbed filler based on shear wave velocity Download PDFInfo
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N29/00—Investigating or analysing materials by the use of ultrasonic, sonic or infrasonic waves; Visualisation of the interior of objects by transmitting ultrasonic or sonic waves through the object
- G01N29/04—Analysing solids
- G01N29/07—Analysing solids by measuring propagation velocity or propagation time of acoustic waves
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2291/00—Indexing codes associated with group G01N29/00
- G01N2291/01—Indexing codes associated with the measuring variable
- G01N2291/011—Velocity or travel time
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2291/00—Indexing codes associated with group G01N29/00
- G01N2291/02—Indexing codes associated with the analysed material
- G01N2291/023—Solids
- G01N2291/0232—Glass, ceramics, concrete or stone
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2291/00—Indexing codes associated with group G01N29/00
- G01N2291/04—Wave modes and trajectories
- G01N2291/042—Wave modes
- G01N2291/0422—Shear waves, transverse waves, horizontally polarised waves
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2291/00—Indexing codes associated with group G01N29/00
- G01N2291/10—Number of transducers
- G01N2291/105—Number of transducers two or more emitters, two or more receivers
Abstract
A method for detecting compaction quality of coarse-particle soil roadbed filler based on shear wave velocity comprises the following steps: preparing a roadbed filler test soil sample with the same gradation and the same water content as the roadbed filler used on the site; carrying out shear wave velocity tests on the roadbed filler test soil samples under different compactnesses to obtain shear wave velocity values of the roadbed filler test soil samples corresponding to the different compactnesses; carrying out shear wave velocity tests on the on-site railway roadbed at different detection depths to obtain shear wave velocity values of the on-site railway roadbed corresponding to positions at different detection depths; and obtaining an interval where the on-site railway roadbed compactness corresponding to the on-site railway roadbed shear wave speed value is located. The method is convenient and fast to test the wave velocity of the soil body, can quickly acquire the wave velocity of the soil body on the premise of small damage to the soil body, solves the problems of quick roadbed compaction quality and nondestructive detection, and can ensure the reliability and high detection precision of the detection method.
Description
Technical Field
The invention relates to the technical field of railway subgrades, in particular to a method for detecting the compaction quality of coarse-particle subgrade filler based on shear wave velocity.
Background
The roadbed engineering is an important component in railway and highway line engineering and is a foundation for bearing the weight of an upper structure and the load of vehicles. In the projects of highways, railways and the like, the compaction quality of roadbed projects is always an important factor influencing the quality of the highways and railways, and the compaction quality directly influences the safety and stability of driving and influences the service performance and service life of the highways and railways.
At present, the main detection methods of the compaction degree of roadbed filling include a ring cutter method, a sand filling method, a nuclear densitometer method and the like. The sand filling method is the most common method at present, and the sand filling method is taken as a main method for measuring the compactness on site in many projects, and can be used for testing the density of various soil or pavement materials. The basic principle of the sand filling method is that clean uniform sand with the grain diameter of 0.30-0.60 mm or 0.25-0.50 mm freely falls into a test hole from a certain height, the volume of the test hole is measured according to the principle that the unit weight of the clean uniform sand is not changed (aggregate in the test hole is replaced by standard sand), and the actually measured dry density of a sample is calculated by combining the water content of the aggregate. The detection method for on-site determination of the compaction degree of the roadbed filler represented by a sand filling method has obvious defects, including: the detection method has low efficiency, time and labor consumption, is easy to cause larger errors due to field conditions and human factors, and can cause larger damage to the roadbed during detection.
With the continuous development of highways and highways, higher requirements are put forward on the compaction quality of roadbed engineering, particularly on the aspect of intelligent compaction, and aiming at the problems that the detection efficiency is low, time and labor are wasted, large errors are easily caused by field conditions and human factors, and the roadbed is greatly damaged during detection and the like in the conventional roadbed filling compaction degree detection method, a digital automatic detection method for roadbed filling degree detection is urgently needed to be established, and a nondestructive and rapid detection method for roadbed compaction quality is researched and developed.
Disclosure of Invention
The invention provides a method for detecting compaction quality of coarse-particle soil roadbed filling based on shear wave velocity. The testing of the wave velocity of the soil body is convenient, the soil body can be rapidly obtained on the premise of less damage to the soil body, the problems of rapid and nondestructive testing of the compaction quality of the roadbed are solved, the reliability and high detection precision of the detection method can be ensured, and a good detection effect is realized. The detection method can judge the compaction quality of the coarse-particle soil roadbed filler, reduces the heavy work of testing the compaction degree of the roadbed filler on site, and does not damage the roadbed.
The invention adopts the following technical scheme:
a method for detecting compaction quality of coarse-particle soil roadbed filler based on shear wave velocity comprises the following steps:
step S100, aiming at roadbed fillers used in a railway roadbed field to be detected, preparing a roadbed filler test soil sample with the same gradation and the same water content as the roadbed fillers used in the field;
step S200, carrying out shear wave velocity tests of the roadbed filler test soil samples under different compactnesses, obtaining shear wave velocity values of the roadbed filler test soil samples corresponding to the different compactnesses, and establishing a corresponding relation between the roadbed filler test soil sample compactnesses and the shear wave velocity values;
step S300, carrying out shear wave velocity tests on the on-site railway roadbed at different detection depths to obtain shear wave velocity values of the on-site railway roadbed corresponding to positions at different detection depths;
and S400, according to the corresponding relation between the roadbed filling compactness and the shear wave velocity value established in the step S200, obtaining the section where the on-site railway roadbed compactness corresponding to the on-site railway roadbed shear wave velocity value is located by using the on-site railway roadbed shear wave velocity values corresponding to the different detection depth positions measured in the step S300.
Further, the step S200 includes the following steps:
step S210, respectively embedding a shear wave excitation device and a shear wave receiving device into two ends of a soil sample, wherein the shear wave excitation device and the shear wave receiving device are both connected with a detector;
step S220, respectively taking 75%, 80%, 83%, 85%, 88%, 90%, 93% and 95% of compaction degrees, preparing N roadbed filler test soil samples under each compaction degree, testing the shear wave speed of each roadbed filler test soil sample by using the shear wave excitation device, the shear wave receiving device and the wave detector, wherein the test times of testing the shear wave speed of each roadbed filler test soil sample are M times, and the shear wave speed values of N groups of roadbed filler test soil samples are obtained under each compaction degree, wherein N and M are integers, N is more than 3, and M is more than 3;
and step S230, averaging the shear wave velocity values of the roadbed filler test soil samples based on the shear wave velocity values of the N x M groups of roadbed filler test soil samples under each compaction degree, taking the average value as the final shear wave velocity value of the roadbed filler test soil sample corresponding to the corresponding compaction degree, and establishing the corresponding relation between the compaction degree of the roadbed filler test soil sample and the final shear wave velocity value of the roadbed filler test soil sample.
Further, in step S220, the step of testing the shear wave velocity of each roadbed filler test soil sample by using the shear wave excitation device, the shear wave receiving device and the detector includes: and obtaining the time of the shear wave excitation device exciting the shear wave and the time of the shear wave receiving device receiving the shear wave through the wave detector, and obtaining the wave speed of the shear wave propagating in the roadbed filling test soil sample through the propagation time and the propagation distance of the shear wave in the roadbed filling test soil sample.
Furthermore, the roadbed filler test soil sample is made into a cylinder with the cross section diameter of 152mm and the height of 100mm, and the shear wave excitation device and the shear wave receiving device are respectively embedded in the positions 5mm deep at two ends of the roadbed filler test soil sample.
Further, the step S300 includes the steps of:
step S310, driving a shear wave excitation device and a shear wave receiving device into a roadbed to be tested, wherein the shear wave excitation device and the shear wave receiving device are positioned at the same depth, and both the shear wave excitation device and the shear wave receiving device are connected with a wave detector;
step S320, the detection depths are respectively 0.2m, 0.4m, 0.6m and 1m, the horizontal distance between the shear wave excitation device and the shear wave receiving device is 1m, the shear wave excitation device, the shear wave receiving device and the detector are used for testing the shear wave speed at each detection depth, and the frequency of testing the shear wave speed at each detection depth is 10 times;
and S330, averaging the shear wave velocity values of the on-site railway subgrade based on the obtained shear wave velocity measurement data of 10 groups of on-site railway subgrades at each detection depth, wherein the average value is used as the shear wave velocity value of the on-site railway subgrade at the measurement position.
Further, in step S320, the step of testing the shear wave velocity at each detection depth by using the shear wave excitation device, the shear wave receiving device, and the detector includes: and obtaining the time of the shear wave excitation device exciting the shear wave and the time of the shear wave receiving device receiving the shear wave through the detector, and obtaining the wave speed of the shear wave propagating in the railway roadbed on site through the propagation time and the propagation distance of the shear wave in the roadbed.
Further, the calculation expression of the wave speed of the shear wave propagating in the roadbed filling test soil sample or the on-site railway roadbed is as follows:
wherein Vs is the shear wave velocity, L0Δ t is the propagation time of the shear wave, which is the shear wave propagation distance.
Further, the shear wave propagation distance is the distance between the shear wave excitation device and the shear wave receiving device.
The technical scheme of the invention has the following beneficial technical effects:
(1) the relationship between the shear wave velocity and the compaction of the roadbed filling can be obtained by laboratory tests without carrying out complicated field tests.
(2) The labor is reduced, and meanwhile, errors caused by manual operation are avoided.
(3) The operation is simple and convenient, the testing speed is high, and the roadbed compaction quality can be rapidly detected.
(4) Nondestructive testing can be carried out, and the compaction degree of the soil body can be obtained by testing under the condition of small damage to the roadbed.
Drawings
FIG. 1 is a flow chart of a method for detecting compaction quality of a coarse-particle soil subgrade filler based on shear wave velocity according to the invention;
FIG. 2 is a schematic diagram of a laboratory test shear wave velocity test method of the present invention;
FIG. 3 is a schematic diagram of the method of the present invention for measuring shear wave velocity in situ.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention will be described in further detail with reference to the accompanying drawings in conjunction with the following detailed description. It should be understood that the description is intended to be exemplary only, and is not intended to limit the scope of the present invention. Moreover, in the following description, descriptions of well-known structures and techniques are omitted so as to not unnecessarily obscure the concepts of the present invention.
Technical term interpretation:
shear wave velocity: shear waves are waves whose propagation direction is perpendicular to the vibration direction of the mass points of the medium, and are also called transverse waves, S-waves. The shear wave velocity is the velocity at which the shear wave propagates in the medium. According to the elastic dynamics theory, the shear wave velocity is an index closely related to the property of a medium and is an index related to the compaction quality of the coarse-particle soil roadbed filler, wherein Vs is the shear wave velocity, E is the Young modulus, upsilon is the Poisson ratio, and ρ is the density.
The invention provides a method for detecting compaction quality of a coarse-particle soil roadbed filler based on shear wave velocity, which comprises the following steps:
step S100, indoor test: aiming at roadbed fillers used in a railway roadbed field to be detected, preparing a roadbed filler test soil sample with the same gradation and the same water content as the roadbed fillers used in the field.
Specifically, the roadbed filler test soil sample is made into a cylinder with the cross section diameter of 152mm and the height of 100 mm.
And S200, carrying out shear wave velocity tests of the roadbed filler test soil samples under different compactnesses, obtaining shear wave velocity values of the roadbed filler test soil samples corresponding to the different compactnesses, and establishing a corresponding relation between the roadbed filler test soil sample compactibility and the shear wave velocity values. Further, the method comprises the following steps:
step S210, respectively embedding a shear wave excitation device and a shear wave receiving device into two ends of a soil sample, wherein the shear wave excitation device and the shear wave receiving device are both connected with a detector;
specifically, a shear wave excitation device and a shear wave receiving device required by a shear wave velocity test are respectively embedded into the positions with the depth of 5mm at two ends of the soil sample.
Step S220, respectively taking 75%, 80%, 83%, 85%, 88%, 90%, 93% and 95% of compaction degrees, preparing N roadbed filler test soil samples under each compaction degree, testing the shear wave speed of each roadbed filler test soil sample by using the shear wave excitation device, the shear wave receiving device and the wave detector, wherein the test times of testing the shear wave speed of each roadbed filler test soil sample are M times, and the shear wave speed values of N groups of roadbed filler test soil samples are obtained under each compaction degree, wherein N and M are integers, N is more than 3, and M is more than 3;
specifically, the time point when the shear wave excitation device excites the shear wave and the time point when the shear wave receiving device receives the shear wave can be obtained through the detector, and the wave velocity of the shear wave propagating in the soil sample can be obtained through the propagation time and the propagation distance of the shear wave in the soil sample:
where Vs is the shear wave velocity, L0Δ t is the propagation time of the shear wave, which is the distance between the shear wave excitation device and the shear wave receiving device.
Specifically, 75%, 80%, 83%, 85%, 88%, 90%, 93% and 95% of compaction degrees are adopted, 5 soil samples are prepared under each compaction degree condition, the shear wave velocity test of each soil sample is repeated for 10 times, and the shear wave velocity values of 50 groups of roadbed filling material test soil samples are obtained under each compaction degree.
And step S230, averaging the shear wave velocity values of the roadbed filler test soil samples based on the shear wave velocity values of the N x M groups of roadbed filler test soil samples under each compaction degree, taking the average value as the final shear wave velocity value of the roadbed filler test soil sample corresponding to the corresponding compaction degree, and establishing the corresponding relation between the compaction degree of the roadbed filler test soil sample and the final shear wave velocity value of the roadbed filler test soil sample.
Specifically, based on the obtained 50 groups of shear wave velocity data of the soil sample under each compaction condition, the shear wave velocity data is averaged to serve as the corresponding shear wave velocity value of the roadbed filler test soil sample with the corresponding compaction, and the corresponding relationship between the roadbed filler compaction and the shear wave velocity is established, as shown in table 1.
TABLE 1 corresponding relationship between roadbed filling compactness and shear wave velocity
And step S300, carrying out shear wave velocity tests on the on-site railway roadbed at different detection depths to obtain shear wave velocity values of the on-site railway roadbed corresponding to positions of different detection depths. Further, the method comprises the following steps:
step S310, driving a shear wave excitation device and a shear wave receiving device into a roadbed to be tested, wherein the shear wave excitation device and the shear wave receiving device are positioned at the same depth, and both the shear wave excitation device and the shear wave receiving device are connected with a wave detector;
step S320, the detection depths are respectively 0.2m, 0.4m, 0.6m and 1m, the horizontal distance between the shear wave excitation device and the shear wave receiving device is 1m, the shear wave excitation device, the shear wave receiving device and the detector are used for testing the shear wave speed at each detection depth, and the frequency of testing the shear wave speed at each detection depth is 10 times;
and S330, averaging the shear wave velocity values of the on-site railway subgrade based on the obtained shear wave velocity measurement data of 10 groups of on-site railway subgrades at each detection depth, wherein the average value is used as the shear wave velocity value of the on-site railway subgrade at the measurement position.
Specifically, in field detection, a shear wave excitation device and a shear wave receiving device are driven into a roadbed to be detected, the shear wave excitation device and the shear wave receiving device are located at the same depth, the detection depths are 0.2m, 0.4m, 0.6m and 1m respectively (corresponding depth adjustment can be carried out according to actual detection requirements), the horizontal distance between the shear wave excitation device and the shear wave receiving device is 1m, the shear wave excitation device and the shear wave receiving device are connected with a detector respectively, the time for the shear wave excitation device to excite shear waves and the time for the shear wave receiving device to receive the shear waves are obtained through the detector, the wave velocity of the shear waves transmitted in the roadbed can be obtained through the propagation time and the propagation distance of the shear waves in the roadbed, and the wave velocity testing method is the same as that the wave velocity testing method in an indoor test.
Measuring the shear wave velocity repeatedly for 10 times at each detection depth, wherein the measurement cannot be carried out immediately after the detection depth is driven into the measuring device, and the measurement is carried out after the detection depth is kept still for more than 10 minutes, so that the influence of disturbance on a roadbed when the detection depth is driven into the measuring device on a measurement result is avoided; each measurement can be performed at different times such as morning, noon and evening, so that measurement errors caused by temperature changes are avoided.
And S400, according to the corresponding relation between the roadbed filling compactness and the shear wave velocity value established in the step S200, obtaining the section where the on-site railway roadbed compactness corresponding to the on-site railway roadbed shear wave velocity value is located by using the on-site railway roadbed shear wave velocity values corresponding to the different detection depth positions measured in the step S300.
In summary, the invention relates to a method for detecting compaction quality of a coarse-particle soil roadbed filler based on shear wave velocity, which comprises the following steps: step S100, aiming at roadbed fillers used in a railway roadbed field to be detected, preparing a roadbed filler test soil sample with the same gradation and the same water content as the roadbed fillers used in the field; step S200, carrying out shear wave velocity tests of the roadbed filler test soil samples under different compactnesses, obtaining shear wave velocity values of the roadbed filler test soil samples corresponding to the different compactnesses, and establishing a corresponding relation between the roadbed filler test soil sample compactnesses and the shear wave velocity values; step S300, carrying out shear wave velocity tests on the on-site railway roadbed at different detection depths to obtain shear wave velocity values of the on-site railway roadbed corresponding to positions at different detection depths; and S400, according to the corresponding relation between the roadbed filling compactness and the shear wave velocity value established in the step S200, obtaining the section where the on-site railway roadbed compactness corresponding to the on-site railway roadbed shear wave velocity value is located by using the on-site railway roadbed shear wave velocity values corresponding to the different detection depth positions measured in the step S300. In the method, the relational expression between the shear wave velocity of the roadbed filling and the compactness thereof can be obtained through laboratory tests, complex field tests are not needed to reduce manual labor, and errors caused by manual operation are avoided; the operation is simple and convenient, the testing speed is high, and the roadbed compaction quality can be rapidly detected; nondestructive testing can be carried out, and the compaction degree of the soil body can be obtained by testing under the condition of small damage to the roadbed.
It is to be understood that the above-described embodiments of the present invention are merely illustrative of or explaining the principles of the invention and are not to be construed as limiting the invention. Therefore, any modification, equivalent replacement, improvement and the like made without departing from the spirit and scope of the present invention should be included in the protection scope of the present invention. Further, it is intended that the appended claims cover all such variations and modifications as fall within the scope and boundaries of the appended claims or the equivalents of such scope and boundaries.
Claims (8)
1. A method for detecting compaction quality of coarse-particle soil roadbed filler based on shear wave velocity is characterized by comprising the following steps:
step S100, aiming at roadbed fillers used in a railway roadbed field to be detected, preparing a roadbed filler test soil sample with the same gradation and the same water content as the roadbed fillers used in the field;
step S200, carrying out shear wave velocity tests of the roadbed filler test soil samples under different compactnesses, obtaining shear wave velocity values of the roadbed filler test soil samples corresponding to the different compactnesses, and establishing a corresponding relation between the roadbed filler test soil sample compactnesses and the shear wave velocity values;
step S300, carrying out shear wave velocity tests on the on-site railway roadbed at different detection depths to obtain shear wave velocity values of the on-site railway roadbed corresponding to positions at different detection depths;
and S400, according to the corresponding relation between the roadbed filling compactness and the shear wave velocity value established in the step S200, obtaining the section where the on-site railway roadbed compactness corresponding to the on-site railway roadbed shear wave velocity value is located by using the on-site railway roadbed shear wave velocity values corresponding to the different detection depth positions measured in the step S300.
2. The method for detecting the compaction quality of the coarse-grained soil subgrade filler based on the shear wave velocity of claim 1, wherein the step S200 comprises the following steps:
step S210, respectively embedding a shear wave excitation device and a shear wave receiving device into two ends of a soil sample, wherein the shear wave excitation device and the shear wave receiving device are both connected with a detector;
step S220, respectively taking 75%, 80%, 83%, 85%, 88%, 90%, 93% and 95% of compaction degrees, preparing N roadbed filler test soil samples under each compaction degree, testing the shear wave speed of each roadbed filler test soil sample by using the shear wave excitation device, the shear wave receiving device and the wave detector, wherein the test times of testing the shear wave speed of each roadbed filler test soil sample are M times, and the shear wave speed values of N groups of roadbed filler test soil samples are obtained under each compaction degree, wherein N and M are integers, N is more than 3, and M is more than 3;
and step S230, averaging the shear wave velocity values of the roadbed filler test soil samples based on the shear wave velocity values of the N x M groups of roadbed filler test soil samples under each compaction degree, taking the average value as the final shear wave velocity value of the roadbed filler test soil sample corresponding to the corresponding compaction degree, and establishing the corresponding relation between the compaction degree of the roadbed filler test soil sample and the final shear wave velocity value of the roadbed filler test soil sample.
3. The method for detecting the compaction quality of the coarse-grained soil subgrade filler according to the shear wave velocity in the claim 2, wherein in the step S220, the step of testing the shear wave velocity of each soil sample of the subgrade filler test by using the shear wave excitation device, the shear wave receiving device and the wave detector comprises the following steps: and obtaining the time of the shear wave excitation device exciting the shear wave and the time of the shear wave receiving device receiving the shear wave through the wave detector, and obtaining the wave speed of the shear wave propagating in the roadbed filling test soil sample through the propagation time and the propagation distance of the shear wave in the roadbed filling test soil sample.
4. The method for detecting the compaction quality of the coarse-grained soil roadbed filler based on the shear wave velocity of claim 3, wherein the roadbed filler test soil sample is made into a cylinder with the cross section diameter of 152mm and the height of 100mm, and the shear wave excitation device and the shear wave receiving device are respectively embedded into the two ends of the roadbed filler test soil sample at the depth of 5 mm.
5. The method for detecting the compaction quality of the coarse-grained soil subgrade filler based on the shear wave velocity of claim 4, wherein the step S300 comprises the following steps:
step S310, driving a shear wave excitation device and a shear wave receiving device into a roadbed to be tested, wherein the shear wave excitation device and the shear wave receiving device are positioned at the same depth, and both the shear wave excitation device and the shear wave receiving device are connected with a wave detector;
step S320, the detection depths are respectively 0.2m, 0.4m, 0.6m and 1m, the horizontal distance between the shear wave excitation device and the shear wave receiving device is 1m, the shear wave excitation device, the shear wave receiving device and the detector are used for testing the shear wave speed at each detection depth, and the frequency of testing the shear wave speed at each detection depth is 10 times;
and S330, averaging the shear wave velocity values of the on-site railway subgrade based on the obtained shear wave velocity measurement data of 10 groups of on-site railway subgrades at each detection depth, wherein the average value is used as the shear wave velocity value of the on-site railway subgrade at the measurement position.
6. The method for detecting the compaction quality of the coarse-grained soil subgrade filler according to the shear wave velocity in the claim 5, wherein the step of testing the shear wave velocity at each detection depth by using the shear wave excitation device, the shear wave receiving device and the geophone in the step S320 comprises the following steps: and obtaining the time of the shear wave excitation device exciting the shear wave and the time of the shear wave receiving device receiving the shear wave through the detector, and obtaining the wave speed of the shear wave propagating in the railway roadbed on site through the propagation time and the propagation distance of the shear wave in the roadbed.
7. The method for detecting the compaction quality of the coarse-grained soil roadbed filler based on the shear wave velocity of claim 6, wherein the calculation expression of the wave velocity of the shear wave propagating in the roadbed filler test soil sample or the on-site railway roadbed is as follows:
wherein Vs is the shear wave velocity, L0Δ t is the propagation time of the shear wave, which is the shear wave propagation distance.
8. The method of claim 7, wherein the shear wave propagation distance is a distance between the shear wave excitation device and the shear wave receiving device.
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| CN112730622A (en) * | 2021-03-16 | 2021-04-30 | 西南交通大学 | Roadbed compaction quality testing method, device and equipment and readable storage medium |
| CN113076577A (en) * | 2021-03-25 | 2021-07-06 | 西南交通大学 | High-speed railway foundation shear wave velocity calculation method, device, equipment and readable storage medium |
| CN113686962A (en) * | 2021-08-30 | 2021-11-23 | 河北工业大学 | Roadbed compaction characteristic on-line monitoring method based on wave velocity theory |
| CN114517471A (en) * | 2022-04-20 | 2022-05-20 | 西南交通大学 | High-speed railway foundation effective hard layer detection method, device, equipment and readable storage medium |
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| CN112730622B (en) * | 2021-03-16 | 2021-06-22 | 西南交通大学 | Roadbed compaction quality testing method, device and equipment and readable storage medium |
| CN113076577A (en) * | 2021-03-25 | 2021-07-06 | 西南交通大学 | High-speed railway foundation shear wave velocity calculation method, device, equipment and readable storage medium |
| CN113076577B (en) * | 2021-03-25 | 2022-05-31 | 西南交通大学 | High-speed railway foundation shear wave velocity calculation method, device, equipment and readable storage medium |
| CN113686962A (en) * | 2021-08-30 | 2021-11-23 | 河北工业大学 | Roadbed compaction characteristic on-line monitoring method based on wave velocity theory |
| CN113686962B (en) * | 2021-08-30 | 2024-01-26 | 河北工业大学 | Roadbed compaction characteristic online monitoring method based on wave velocity theory |
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