A method for detecting the effect of soil hole grouting

Abstract

The present application relates to engineering detection technical field, disclose a kind of soil hole grouting effect detection method, the detection method based on a kind of detection device, the detection device includes sounding rod, for driving sounding rod to move downward and rotate driving unit and multiple for detecting lateral pressure lateral detection unit;The detection method is: starting driving unit, driving unit drives sounding rod vertically and presses into soil, records the pressure data of sounding rod at different depths in the moving process;Determine the height of soil hole and the thickness of grouting body, and calculate the filling rate of soil hole grouting;Start multiple lateral detection units located in grouting range, carry out multi-stage loading and record the pressure and displacement data of lateral detection unit;The strength of grouting body is calculated, and the uniformity of grouting body is judged.The filling rate of this method and the uniformity of grouting body can quantitatively judge the effect of soil hole grouting, so as to improve detection precision and efficiency.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of engineering detection technology, and in particular to a soil hole grouting effect detection method. BACKGROUND

[0002] Soil holes exist above the rock surface. In karst areas, the existence of soil holes may affect the stability of the foundation. Soil holes may be activated during engineering activities, causing ground subsidence and adversely affecting construction. Construction machinery and equipment may be buried. In order to meet design and construction requirements, soil holes need to be grouted to fill them with grout to reinforce the foundation. The strength of the stone body after soil hole grouting treatment cannot be too high, otherwise it will form an underground obstacle that will adversely affect the excavation of subsequent foundation pits or the construction of engineering piles. Therefore, the stone body after soil hole treatment has a certain basic strength after the grout solidifies, which can be filled with 30% cement and 70% clay powder mixed according to a certain water-cement ratio.

[0003] Currently, it is difficult to detect the effect of soil hole grouting. Detection methods include geophysical prospecting, drilling core sampling, and in-situ testing. Detection equipment includes geophysical prospecting devices, drilling core sampling devices, and standard penetration test devices. Qualitative detection is the main method. The detection of grouting effect should be based on the purpose of grouting to specify specific indicators. For example, for filling purposes, only filling is used as the principle. However, after grouting is completed, it is necessary to use a device to quantitatively test the indicators to evaluate the grouting effect, which is a problem that needs to be solved.

[0004] CN 102002932B discloses a static cone penetration device and a static cone penetration test method. The static cone penetration device includes a static cone penetration machine, a beam is arranged on the static cone penetration machine, a pipe protection device, the pipe protection device includes a pipe protection assembly and a pipe protection cap, a driving device fixed on the beam, a rotating part is arranged on the driving device, a drill rod, the lower end of the drill rod is connected to the upper end of the pipe protection assembly through the pipe protection cap, and the drill rod is rotated and moved downward along the axis of the drill rod under the action of the rotating part. This device can complete the static cone penetration test with only one set of equipment, improving efficiency and saving equipment cost. However, it can only complete longitudinal mechanical property tests, and additional equipment is needed for transverse mechanical property tests.

[0005] The technical problem to be solved by the present application is how to quantitatively evaluate the effect of soil hole grouting through longitudinal and transverse mechanical properties of the grouting body. SUMMARY

[0006] The main purpose of the present application is to provide a soil hole grouting effect detection method, which detects the height of the soil hole and the thickness of the grouting body through the feeler rod, so as to obtain the filling rate of grouting; the pressure at different positions of the grouting body is detected through a plurality of lateral detection units, so as to obtain the strength and uniformity of the grouting body, and the filling rate and the uniformity are comprehensively determined to determine the effect of soil hole grouting.

[0007] In order to achieve the above purpose, the technical scheme adopted by the present application is:

[0008] A soil hole grouting effect detection method, the detection method is based on a detection device, the detection device comprises a feeler rod, a driving unit for driving the feeler rod to move downward and rotate, and a plurality of lateral detection units for detecting lateral pressure; the feeler rod is a hollow structure; the end of the feeler rod is provided with a rock breaking drill bit; the side of the feeler rod is provided with a plurality of detection holes for the lateral detection units to detect outward; the lateral detection units are fixed inside the feeler rod;

[0009] The detection method is:

[0010] Step 1: start the driving unit, the driving unit drives the feeler rod to move downward at a constant speed into the soil, and record the pressure data of the feeler rod at different depths during movement;

[0011] Step 2: according to the pressure data obtained in step 1, the height of the soil hole and the thickness of the grouting body are determined, and the filling rate of the soil hole grouting is calculated;

[0012] Step 3: after the feeler rod reaches the rock surface, the driving unit is started, the driving unit drives the feeler rod to rotate to break the rock with the rock breaking drill bit, and the feeler rod continues to move downward, and the bottom of the feeler rod is fixed in the rock layer;

[0013] Step 4: according to the thickness of the grouting body obtained in step 2, start a plurality of lateral detection units located at the thickness, the lateral detection units extend radially outward along the feeler rod, carry out multi-stage pressurization, and record the pressure and displacement data of the lateral detection units;

[0014] Step 5: according to the pressure and displacement data obtained in step 4, the strength of the grouting body is calculated; the strength of the grouting body at each position is calculated through the pressure and displacement data of the plurality of lateral detection units in the longitudinal direction, and then the uniformity of the grouting body is judged;

[0015] Step 6: comprehensively grade the filling rate and the uniformity to determine the effect of soil hole grouting, so as to quantitatively judge the effect of soil hole grouting.

[0016] Preferably, the lateral detection unit comprises a plurality of hydraulic cylinders and a detection horizontal plate; the plurality of hydraulic cylinders are circumferentially arranged in the same plane of the sounding rod; the hydraulic cylinders are fixed to the inner surface of the sounding rod; the power output ends of the hydraulic cylinders are fixedly connected with the detection horizontal plate through the detection hole; the detection horizontal plate is provided with a pressure sensor; the hydraulic cylinders are provided with a displacement sensor;

[0017] The step 4 can be divided into the following steps:

[0018] Step A: The grouting body is made into a standard test piece, and a uniaxial compressive strength test is performed to obtain a uniaxial compressive strength, and the estimated ultimate pressure is calculated through the area of the detection horizontal plate;

[0019] Step B: When the detection horizontal plate is driven by the hydraulic cylinders to perform lateral multi-stage pressurization, the maximum pressurization value should be no less than 2 times the estimated ultimate pressure, and the pressurization level can be applied in stages of 1 / 10-1 / 15 of the maximum pressurization value. After each stage of pressurization, the displacement is measured multiple times per hour. When the displacement amount per hour is less than 0.1 mm in two consecutive hours, the next stage of pressure can be added;

[0020] Step C: When the stopping condition is reached, the pressurization is terminated.

[0021] Preferably, the stopping condition is:

[0022] (1) The displacement S increases sharply, and the pressure-displacement (F-S) curve appears a steep drop section;

[0023] (2) The displacement rate cannot reach stability within 24 hours under a certain stage of pressure;

[0024] (3) The displacement amount of the current stage is greater than 5 times the displacement amount of the previous stage;

[0025] (4) When the displacement amount is very small, the maximum pressurization value can be reached.

[0026] Preferably, the step 5 can be divided into the following steps:

[0027] Step D: The pressure and displacement data obtained through step 4 are used to determine the characteristic pressure of the grouting body according to relevant provisions, the strength of the grouting body at this place is calculated through the area of the detection horizontal plate, and then the representative value of the grouting body strength in the lateral direction is determined;

[0028] Step E: The representative values of the grouting body strength at multiple places in the longitudinal direction are calculated, the arithmetic mean and the standard deviation are calculated according to the representative values, and then the coefficient of variation is obtained, and the uniformity of the grouting body is judged according to the coefficient of variation.

[0029] Preferably, the relevant provisions are as follows:

[0030] (1) When there is a proportional limit on the F-S curve, the pressure value corresponding to the proportional limit is taken as the characteristic pressure, wherein F is the pressure of the detection horizontal plate, and S is the displacement of the detection horizontal plate;

[0031] (2) When one of the conditions in the previous three paragraphs is met, the pressure of the previous stage is defined as the limit pressure, and when the limit pressure is less than twice the pressure corresponding to the proportional limit, half of the limit pressure is taken as the characteristic pressure;

[0032] (3) When the above two requirements cannot be met, the pressure value corresponding to S / b=0.01 can be taken as the characteristic pressure, but the value should not be greater than half of the maximum pressure value, wherein b is the width of the detection horizontal plate.

[0033] Preferably, the formula of the coefficient of variation is as follows:

[0034]

[0035] Wherein, σ is the standard deviation, is the arithmetic mean.

[0036] Preferably, the end of the feeler rod is provided with a feeler head; the inside of the feeler head is provided with a sensor for detecting pressure; the end of the feeler head is fixedly connected with the rock breaking drill bit.

[0037] Preferably, the lower end surface of the feeler head is provided with a circumferential array of water holes; the water holes are used for cooling and lubricating the rock breaking drill bit.

[0038] Preferably, the formula of the filling rate is as follows:

[0039]

[0040] Wherein, L is the thickness of the grouting body, and H is the height of the soil hole.

[0041] Compared with the prior art, the scheme has the following beneficial effects:

[0042] The soil hole grouting effect detection method detects the height of the soil hole and the thickness of the grouting body in the vertical direction through the longitudinal detection of the feeler rod, thereby obtaining the filling rate of the soil hole grouting; the strength of different positions of the grouting body can be calculated through the pressure and displacement detected by the transverse detection unit, and then the arithmetic mean and the standard deviation are calculated, and finally the uniformity of the grouting body as a whole can be judged through the coefficient of variation; according to the filling rate and the uniformity, the grouting effect is evaluated as a whole. The scheme improves the detection precision and efficiency. BRIEF DESCRIPTION OF DRAWINGS

[0043] Figure 1 It is a step diagram of the soil hole grouting effect detection method of example 1;

[0044] Figure 2 Structure diagram of the detection device of Example 1;

[0045] Figure 3 Structure diagram of the detection device of Example 1; Figure 2 Sectional view of A-A of the detection device of Example 1;

[0046] Figure 4 Structure diagram of the lateral detection unit (in operation) of Example 1;

[0047] Figure 5 Structure diagram of the detection device of Example 1; Figure 2 Sectional view of B of the detection device of Example 1;

[0048] Figure 6 Schematic diagram of the height of the soil hole and the thickness of the grouting body of Example 1. DETAILED DESCRIPTION

[0049] In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be described below in connection with the drawings in the embodiments of the present application. Obviously, the described embodiments are only some of the embodiments of the present application, rather than all the embodiments. The components of the embodiments of the present application described and shown in the drawings herein can be arranged and designed in various different configurations.

[0050] Example 1

[0051] With reference to Figures 1-5 , a soil hole grouting effect detection method, the detection method is based on a detection device, the detection device comprises a feeler rod 7, a driving unit 8 for driving the feeler rod 7 to move downward and rotate, and a plurality of lateral detection units 9 for detecting lateral pressure; the feeler rod 7 is of a hollow structure; the end of the feeler rod 7 is provided with a rock-breaking drill bit 75; the side of the feeler rod 7 is provided with a plurality of detection holes 71 for the lateral detection units 9 to detect outward; the lateral detection units 9 are fixed inside the feeler rod 7;

[0052] The detection method is as follows:

[0053] Step 1: start the driving unit 8, the driving unit 8 drives the feeler rod 7 to move downward at a constant speed into the soil, and records the pressure data of the feeler rod 7 at different depths during movement;

[0054] In this embodiment, the feeler rod moves downward at a constant speed of 2 cm / s, and other speeds can also be selected according to actual conditions.

[0055] Step 2: according to the pressure data obtained in step 1, the height of the soil hole and the thickness of the grouting body are judged, and the filling rate of the soil hole grouting is calculated;

[0056] When the probe rod 7 is pressed into the soil, different soil layers have different pressures on the probe rod 7, and the height of the soil hole can be determined according to the change of the pressure on the probe rod 7, as shown in the figure: Figure 6 When the probe rod 7 is pressed into the soil, different soil layers have different pressures on the probe rod 7, and the height of the soil hole can be determined according to the change of the pressure on the probe rod 7, as shown in the figure:

[0057] The filling rate formula is as follows:

[0058]

[0059] Wherein, L is the thickness of the grouting body, and H is the height of the soil hole.

[0060] Step 3: After the probe rod 7 reaches the rock surface, the driving unit 8 is started, the driving unit 8 drives the probe rod 7 to rotate to break the rock with the rock breaking drill bit 75, and the probe rod 7 continues to move downward, and the bottom of the probe rod 7 is fixed in the rock layer;

[0061] By breaking the rock with the rock breaking drill bit 75, the bottom of the probe rod 7 is fixed in the rock layer, and the top of the probe rod 7 is fixed on the ground, so that the two ends of the probe rod 7 are fixed, so that the lateral detection unit 9 does not deviate when the probe rod 7 is pressed, and the probe rod 7 provides a counterforce to the lateral detection unit 9.

[0062] Step 4: According to the thickness of the grouting body obtained in step 2, a plurality of lateral detection units 9 located at the thickness are started, the lateral detection units 9 extend radially outward along the probe rod 7, multi-stage pressure is carried out, and the pressure and displacement data of the lateral detection units 9 are recorded;

[0063] The step 4 is specifically:

[0064] Step A: The grouting body is made into a standard test piece, a uniaxial compressive strength test is carried out to obtain a uniaxial compressive strength P, and a predicted limit pressure is calculated by F=P×M; wherein P is the uniaxial compressive strength, and M is the cross-sectional area of the detection plate 92;

[0065] Step B: When the probe horizontal plate 92 is driven by the hydraulic cylinder 91 to perform lateral pressure, the maximum pressure value should not be less than 2 times the estimated limit pressure, and the pressure level can be applied in 1 / 10-1 / 15 of the maximum pressure value. After each pressure level, the displacement is measured at intervals of 10 min, 10 min, 10 min, 15 min, and 15 min in the first hour, and then every half hour. When the displacement amount is less than 0.1 mm per hour in two consecutive hours, the next level of pressure can be applied.

[0066] Step C: When the stop condition is reached, the pressure is terminated.

[0067] The stop condition is:

[0068] (1) The displacement S increases sharply, and the pressure-displacement (F-S) curve appears a steep drop section;

[0069] (2) The displacement rate cannot reach stability within 24 hours at a certain pressure level;

[0070] (3) The displacement amount at this level is more than 5 times the displacement amount at the previous level;

[0071] (4) When the displacement amount is very small, the maximum pressure value can be reached.

[0072] It should be noted that each lateral probe unit 9 has three evenly distributed probe horizontal plates 92 to probe the grouting body in different directions on the same plane. There is a lateral probe unit 9 every 10 cm, so the pressure of the grouting body at different depths can be detected.

[0073] Step 5: Calculate the strength of the grouting body according to the pressure and displacement data obtained in step 4; calculate the strength of the grouting body at each location through the pressure and displacement data of multiple lateral probe units in the longitudinal direction, and then determine the uniformity of the grouting body;

[0074] The step 5 is specifically:

[0075] Step D: Determine the characteristic pressure of the grouting body according to the pressure and displacement data obtained in step 4 according to the relevant provisions, calculate the strength of the grouting body at this location according to N=F / M, and then determine the representative value of the grouting body strength in the lateral direction, wherein N is the strength of the grouting body, F is the characteristic pressure, and M is the cross-sectional area of the probe horizontal plate;

[0076] The relevant provisions are as follows:

[0077] (1) When there is a proportional limit on the F-S curve, take the pressure value corresponding to the proportional limit as the characteristic pressure, wherein F is the pressure of the probe horizontal plate, and S is the displacement of the probe horizontal plate;

[0078] (2) When one of the three conditions of the stop condition is met, the corresponding previous stage pressure is set as the limit pressure, and when the limit pressure is less than twice the pressure corresponding to the proportional limit, half of the limit pressure is taken as the characteristic pressure;

[0079] (3) When the above two conditions cannot be determined, the pressure value corresponding to S / b=0.01 is taken as the characteristic pressure, but the value should not be greater than half of the maximum pressure value, wherein b is the width of the detection plate.

[0080] Step E: Calculate the strength representative value of the grouting body at multiple longitudinal positions, calculate the arithmetic mean and standard deviation according to the strength representative value, and then obtain the coefficient of variation to determine the uniformity of the grouting body.

[0081] It should be noted that first, the average value of the strength measured in three directions in a transverse detection unit 9 is calculated, and the average value is the strength representative value x of a transverse detection unit. Then, the arithmetic mean of the strength representative values of multiple transverse detection units 9 is calculated The difference between the strength values of a transverse detection unit in three different directions can understand the uniformity of the same horizontal plane of the grouting body, and the coefficient of variation can clearly understand the uniformity between multiple different planes of the grouting body.

[0082] The formula of the arithmetic mean is as follows:

[0083]

[0084] Wherein, n is the total number of selected transverse detection units, x i is the strength representative value of the selected ith transverse detection unit 9;

[0085] According to the strength representative value and the arithmetic mean of the transverse detection unit 9, the standard deviation σ is calculated;

[0086] The formula of the standard deviation is as follows:

[0087]

[0088] Wherein, x j is the strength representative value of the jth transverse detection unit 9, n is the total number of selected transverse detection units, is the arithmetic mean.

[0089] Preferably, the formula of the coefficient of variation is as follows:

[0090]

[0091] Wherein, σ is the standard deviation, is the arithmetic mean.

[0092] According to the following coefficient of variation judgment table, the uniformity of the grouting body is obtained.

[0093]

[0094] Step 6: Grouting effect classification is carried out according to the comprehensive filling rate and uniformity, so as to quantitatively judge the grouting effect of soil cave.

[0095] As shown in the following table:

[0096]

[0097] The grouting effect is divided into five grades, namely I, II, III, IV and V. The grouting effect decreases in turn, so it can be seen that the I-grade grouting effect is the best, and the V-grade grouting effect is the worst.

[0098] Preferably, the transverse detection unit 9 comprises a plurality of hydraulic cylinders 91 and a detection horizontal plate 92; the plurality of hydraulic cylinders 91 are circumferentially arranged in the same plane of the sounding rod 7; the hydraulic cylinders 91 are fixed to the inner surface of the sounding rod 7; the power output end of the hydraulic cylinder 91 is fixedly connected with the detection horizontal plate 92 through the detection hole 71; the detection horizontal plate 92 is provided with a pressure sensor; and the hydraulic cylinder 91 is provided with a displacement sensor.

[0099] The transverse detection unit 9 pushes the detection horizontal plate 92 with a certain pressure through the hydraulic cylinder 91, each detection horizontal plate 92 is equipped with a hydraulic cylinder 91, so that the three detection horizontal plates 92 move away from the detection hole 71 and move towards the grouting body, and the pressure and displacement data are recorded in real time through the pressure sensor and the displacement sensor, and each transverse detection unit 9 is independently controlled, and the transverse detection unit 9 within the range of the grouting body is controlled to detect according to the thickness of the grouting body measured by the sounding rod 7.

[0100] Preferably, the end of the sounding rod 7 is provided with a touch head 72; the inside of the touch head 72 is provided with a sensor 73 for detecting pressure; and the end of the touch head 72 is fixedly connected with a rock breaking drill bit 75.

[0101] When the sounding rod 7 enters the soil at a certain rate, the sensor 73 records the pressure when the sounding rod 7 enters the soil layer, so as to obtain the pressure data of the sounding rod 7, which is used to judge the height of the soil cave and the thickness of the grouting body.

[0102] Preferably, the lower end surface of the touch head 72 is provided with a circumferential array of water holes 74; and the water holes 74 are used for cooling and lubricating the rock breaking drill bit 75.

[0103] The embodiment also comprises a water supply device of the peripheral equipment, and a water supply pipe of the water supply device is connected to the water passing hole 74. When the driving unit 8 drives the feeler rod 7 to rotate, the water supply device sends water into the water passing hole 74, and the water flows out of the water passing hole 74 and flows to the rock breaking drill bit 75, so as to cool and lubricate the rock breaking drill bit 75, and prevent the rock breaking drill bit 75 from being damaged due to overheating.

[0104] Although the embodiments of the present application have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made therein without departing from the principles and the spirit of the application, and the scope of the application is defined by the claims and their equivalents.

Claims

1. A method for detecting the grouting effect in soil tunnels, wherein the detection method is based on a detection device, characterized in that, The detection device includes a probe rod, a drive unit for driving the probe rod to move downward and rotate, and multiple transverse detection units for detecting lateral pressure; the probe rod has a hollow structure; the end of the probe rod is provided with a rock-breaking drill bit; the side of the probe rod is provided with multiple detection holes for the transverse detection units to probe outward; the transverse detection units are fixed inside the probe rod. The detection method is as follows: Step 1: Start the drive unit. The drive unit drives the penetrometer rod to press down into the soil at a constant speed. Record the pressure data of the penetrometer rod at different depths during the movement. Step 2: Based on the pressure data obtained in Step 1, determine the height of the soil cavity and the thickness of the grouting body, and calculate the filling rate of the soil cavity grouting. Step 3: After the penetrometer reaches the rock surface, start the drive unit. The drive unit drives the penetrometer to rotate, causing the rock-breaking drill bit to break the rock. The penetrometer continues to move downwards and fixes the bottom of the penetrometer in the rock layer. Step 4: Based on the grout thickness obtained in Step 2, activate multiple transverse detection units located at that thickness. The transverse detection units extend radially outward along the probe rod, apply multi-stage pressure, and record the pressure and displacement data of the transverse detection units. Step 5: Calculate the strength of the grout body based on the pressure and displacement data obtained in Step 4; calculate the strength of the grout body at various points by using the pressure and displacement data from multiple transverse detection units in the longitudinal direction, and then determine the uniformity of the grout body. Step 6: Classify the grouting effect by combining the filling rate and uniformity, so as to quantitatively judge the grouting effect of the soil cavity.

2. The method for detecting the grouting effect of soil tunnels according to claim 1, characterized in that, The transverse detection unit includes multiple hydraulic cylinders and a detection transverse plate; the multiple hydraulic cylinders are arranged in a circumferential array in the same plane of the probe rod; the hydraulic cylinders are fixed to the inner surface of the probe rod; the power output end of the hydraulic cylinder passes through the detection hole and is fixedly connected to the detection transverse plate; the detection transverse plate is equipped with a pressure sensor; the hydraulic cylinder is equipped with a displacement sensor. Step 4 can be divided into the following steps: Step A: The grout body is made into a standard specimen, and a uniaxial compressive strength test is conducted to obtain the uniaxial compressive strength. The estimated ultimate pressure is calculated by measuring the area of ​​the transverse plate. Step B: When the hydraulic cylinder drives the detection plate to apply multi-stage pressure laterally, the maximum pressure value should not be less than twice the estimated limit pressure. The pressure levels can be applied in stages of 1 / 10 to 1 / 15 of the maximum pressure value. After each stage of pressure application, the displacement should be measured multiple times every hour. When the displacement per hour is less than 0.1 mm for two consecutive hours, the next pressure level can be applied. Step C: When the stopping condition is met, terminate the pressurization.

3. The method for detecting the grouting effect of soil caverns according to claim 2, characterized in that, The stopping condition is as follows: (1) The displacement S increases sharply, and the pressure-displacement (FS) curve shows a steep drop. (2) Under a certain pressure level, the displacement rate cannot reach a stable value within 24 hours; (3) The displacement of this level is more than 5 times the displacement of the previous level; (4) When the displacement is very small, the maximum pressure value can be reached.

4. The method for detecting the grouting effect of soil tunnels according to claim 3, characterized in that, Step 5 consists of the following steps: Step D: Using the pressure and displacement data obtained in Step 4, determine the characteristic pressure of the grouting body according to relevant regulations, calculate the grouting body strength at that location by detecting the area of ​​the transverse plate, and then determine the representative value of the grouting body strength in the transverse direction. Step E: Calculate the representative strength values ​​of the grout at multiple locations in the longitudinal direction, calculate the arithmetic mean and standard deviation based on the representative strength values, and then obtain the coefficient of variation. Use the coefficient of variation to determine the uniformity of the grout.

5. The method for detecting the grouting effect of soil tunnels according to claim 4, characterized in that, The relevant regulations are as follows: (1) When there is a proportional limit on the FS curve, the pressure value corresponding to the proportional limit is taken as the characteristic pressure, where F is the pressure of the probe plate and S is the displacement of the probe plate. (2) When one of the three conditions in the preceding paragraph is met, the corresponding pressure of the previous stage is defined as the ultimate pressure. When the ultimate pressure is less than twice the pressure corresponding to the proportional limit, half of the ultimate pressure is taken as the characteristic pressure. (3) If the above two requirements cannot be met, the pressure value corresponding to S / b=0.01 shall be taken as the characteristic pressure, but its value shall not be greater than half of the maximum pressure value, where b is the width of the probe plate.

6. The method for detecting the grouting effect of soil tunnels according to claim 4, characterized in that, The formula for the coefficient of variation is as follows: ； in, Standard deviation It is the arithmetic mean.

7. The method for detecting the grouting effect of soil tunnels according to claim 1, characterized in that, The probe rod has a probe head at its end; the probe head has a sensor inside for detecting pressure; and the end of the probe head is fixedly connected to the rock-breaking drill bit.

8. The method for detecting the grouting effect of soil tunnels according to claim 7, characterized in that, The lower end face of the probe is provided with a circular array of water passage holes; the water passage holes are used to cool and lubricate the rock-breaking drill bit.

9. The method for detecting the grouting effect of soil tunnels according to claim 1, characterized in that, The formula for the filling rate is as follows: = ×100% Where L is the thickness of the grouting body and H is the height of the soil cavity.

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