A grouting quality control system and method for cast-in-place piles

Abstract

This invention discloses a grouting quality control system and method for cast-in-place piles, relating to the field of cement grout detection technology. It solves the current problem of difficulty in monitoring and judging the grouting process, resulting in poor grouting quality. One embodiment of the grouting quality control method for cast-in-place piles includes: generating a three-dimensional model of the pile hole to be grouted; multiple grouting operations: a single grouting volume of v, monitoring the real-time liquid level height h; importing the single grouting volume v into the three-dimensional model of the pile hole to generate a predicted liquid level height H; comparing the real-time liquid level height h and the predicted liquid level height H; based on the comparison result: directly repeating the above steps or first starting the vibrator until the height difference between the real-time liquid level height h and the predicted liquid level height H falls back to a preset value range before repeating the above steps; or first inserting the guide pipe and starting the vibrator until the real-time liquid level height stabilizes at h1, using the real-time liquid level height h1 as the new predicted liquid level height H before repeating the above steps.

Description

Technical Field

[0001] This invention relates to the field of cast-in-place pile construction technology, and specifically to a grouting quality control system and method for cast-in-place piles. Background Technology

[0002] The construction process of cast-in-place piles generally includes drilling, lowering the reinforcing cage, and pouring concrete into the hole using a tremie pipe. Although the quality of the cast-in-place piles can currently be inspected after completion using methods such as ultrasonic testing and core drilling to ensure that there are no quality problems such as cracks or hollow areas, the detection of quality problems still requires rework, affecting the overall construction process. Furthermore, since core drilling is usually done by sampling, there is a possibility of missed inspections. Therefore, the quality inspection of cast-in-place piles after completion is not a guarantee of quality during the pile construction process, but rather a subsequent safeguard.

[0003] Currently, the grouting process for cast-in-place piles generally involves pre-mixing concrete and then lowering it into the hole in sections through a guide pipe until it reaches the top of the pile hole. However, due to geological conditions, the diameter of different sections is not entirely consistent during the drilling stage. In the construction of cast-in-place piles without steel casing, the concrete level is estimated based solely on manual experience after the concrete is poured into the pile hole. After grouting, a large number of air bubbles and voids can easily appear between the concrete and the reinforcing cage, affecting the quality of the cast-in-place pile. It is also possible that due to geological reasons, after the concrete level rises, the pressure may cause the concrete to be pressed into the surrounding strata undetected, leading to quality problems after grouting. Currently, there is a lack of effective monitoring and control methods for the quality of cast-in-place piles during the grouting process, which needs to be improved.

[0004] Based on the above background, the inventors designed a grouting quality control system and method for cast-in-place piles, which is used to reduce the hollow phenomenon that occurs in cast-in-place piles during the grouting process and improve the construction quality of the grouting process. Summary of the Invention

[0005] The purpose of this application is to provide a grouting quality control system and method for cast-in-place piles, which can reduce the hollow phenomenon that occurs in cast-in-place piles during the grouting process and improve the construction quality of the grouting process.

[0006] To solve the above-mentioned technical problems, the present invention adopts the following solution:

[0007] On the one hand, this application provides a method for controlling the grouting quality of cast-in-place piles, including the following steps:

[0008] S0. Measure the corresponding pile diameter at multiple pile hole depths to be grouted. Generate multiple two-dimensional arrays based on the pile hole depth and the corresponding pile diameter. Perform fitting modeling based on the two-dimensional arrays to obtain a three-dimensional model of the pile hole to be grouted.

[0009] S1. Grouting of the entire pile hole is divided into multiple sessions: the volume data of a single grouting session is v, and the real-time liquid level height h after the current grouting session is monitored. Then proceed to S2.

[0010] S2. Import the single grouting volume data v into the three-dimensional model of the pile hole to be grouted, generate the predicted liquid level height H of the current three-dimensional model based on the initial zero point, and use the predicted liquid level height H as the next zero point, then go to S3.

[0011] S3. Compare the real-time liquid level height h with the predicted liquid level height H:

[0012] When situation A occurs: the height difference between the two is within the preset range, and there is no abnormal output display, then proceed to S1;

[0013] When situation B occurs: the real-time liquid level height h is higher than the predicted liquid level height H, and the difference between the two heights exceeds the preset value range, the output bubble is abnormally displayed, then go to S4;

[0014] When situation C occurs: the real-time liquid level height h is lower than the predicted liquid level height H, and the difference between the two heights exceeds the preset value range, the output shows an abnormal sinking, and then proceeds to S5;

[0015] S4. Start the vibrator on the conduit until the height difference between the real-time liquid level h and the predicted liquid level H falls back to the preset value range, then turn to S1.

[0016] S5. Insert the conduit and start the vibrator on the conduit until the real-time liquid level no longer decreases. Record the real-time liquid level as h1 and use the real-time liquid level h1 as the new predicted liquid level H for the current time. Then go to S1.

[0017] Optionally, S2 specifically includes the following steps:

[0018] S21. Perform shell extraction processing on the three-dimensional model of the pile hole to be grouted;

[0019] S22. Import the three-dimensional model of the pile hole to be grouted after the shell removal process into the finite element analysis software;

[0020] S23. Generate filling particles with a total volume data of v in the finite element analysis software according to the concrete gradation relationship;

[0021] S24. Fill the grouting pile hole 3D model with filling particles after shell removal to obtain the predicted liquid level height H of the 3D model.

[0022] Optionally, in S1, before transitioning to S2, it is also necessary to compare the current real-time liquid level height h with the pile hole height data K in the 3D model of the pile hole to be grouted:

[0023] If h = K, then the grouting process for the entire pile hole is complete;

[0024] If h < K, then go to S2.

[0025] Optionally, after the grouting process of the entire pile hole is completed, the actual total grouting volume V1 of the entire pile hole and the estimated total grouting volume V2 of the entire pile hole based on the three-dimensional model are calculated and compared:

[0026] If the difference between the actual total grouting volume V1 and the estimated total grouting volume V2 is within the preset range, then no abnormality will be displayed in the output.

[0027] If the difference between the actual total grouting volume V1 and the estimated total grouting volume V2 is outside the preset range, then a key spot check display will be output.

[0028] Optionally, in S1, the real-time liquid level height h is the average real-time liquid level height of multiple liquid level monitoring points after the current grouting.

[0029] Optionally, in S1, the single grouting volume data v is calculated based on the data changes of the weighing sensor and the pre-measured concrete slurry density, and / or based on the flow rate in the conduit and the single grouting time.

[0030] Optionally, in S3, the preset range for the height difference between the real-time liquid level height h and the predicted liquid level height H is 0 to 0.15m.

[0031] On the other hand, this application provides a grouting quality control system for cast-in-place piles, including a controller for implementing any of the above-described grouting quality control methods for cast-in-place piles, and further including:

[0032] A laser sensor for monitoring liquid level and a pile diameter measuring device for measuring the pile diameter at multiple depth locations of the pile hole.

[0033] It also includes an electrically controlled valve for controlling the discharge of concrete slurry, a lifting drive mechanism for controlling the lifting of the duct, and a vibrator installed on the duct.

[0034] The signal output terminals of the pile diameter measuring device and the laser sensor are all connected to the signal input terminal of the controller. The signal input terminals of the electrically controlled valve, the lifting drive mechanism, and the vibrator are all connected to the signal output terminal of the controller.

[0035] Optionally, the pile diameter measuring device includes cable A and cable B, and encoder A and encoder B for measuring the lowering length of cable A and cable B, respectively;

[0036] The pulley A corresponding to encoder A presses against the cable A and moves synchronously with it. The pulley B of encoder B presses against the cable B and moves synchronously with it. The signal output terminals of encoder A and encoder B are connected to the signal input terminal of the controller.

[0037] The pile diameter measuring device also includes a pile diameter measuring mechanism, which includes at least two inclined bars and at least two horizontal bars, as well as a fixed pressure block and a sliding pressure block;

[0038] The top ends of the two diagonal rods are rotatably connected to the sliding block, and the other ends of the two diagonal rods are rotatably connected to the two horizontal rods respectively. The ends of the two horizontal rods away from the diagonal rods are slidably connected to the two ends of the fixed block. Cable A passes through the sliding block and is fixed to the top of the fixed block, and cable B is fixedly connected to the top of the sliding block.

[0039] Specifically, the depth data K of the pile hole and the corresponding pile diameter data R are calculated according to the following formula:

[0040] K = πRaNa;

[0041]

[0042] In the formula:

[0043] Ra is the initial diameter of encoder A;

[0044] Na is the number of revolutions monitored by encoder A and sent to the controller;

[0045] Rb is the initial diameter of encoder B;

[0046] Nb is the number of revolutions monitored by encoder B and sent to the controller;

[0047] L represents the length of the diagonal bar.

[0048] Specifically, during measurement, the initial diameter R0 at the top of the pile hole needs to be measured manually, or the initial height H0 after the pile diameter measuring device is pressed against the side wall at the top of the pile hole needs to be measured manually.

[0049] Optionally, the pile diameter measuring device is provided with four diagonal rods, four horizontal rods, and four fixed sleeves. The four fixed sleeves are horizontally fixed in four directions of the pressure block. The four horizontal rods are respectively inserted into the four fixed sleeves and slidably connected to them. One end of each of the four diagonal rods is fixedly connected to the end of the four horizontal rods away from the fixed sleeve, while the other end is rotatably connected to the sliding pressure block.

[0050] Optionally, it also includes a flow sensor installed inside the conduit for real-time monitoring of concrete grouting flow, wherein the signal output terminal of the flow sensor is communicatively connected to the signal input terminal of the controller.

[0051] Optionally, the lifting drive mechanism is an electric hoist, and the signal input terminal of the electric hoist is communicatively connected to the output terminal of the controller;

[0052] It also includes a hopper and a guide tube, as well as a weighing sensor located at the bottom of the hopper, with the signal output terminal of the weighing sensor connected to the signal input terminal of the controller;

[0053] The electrically controlled valve is located at the discharge port of the hopper, and the top of the guide tube is located directly below the discharge port of the hopper.

[0054] The vibrator is fixedly connected to the bottom of the conduit.

[0055] The beneficial effects of this invention are:

[0056] I. This application, through the prediction and monitoring of the liquid level, can determine whether abnormalities such as voids or subsidence have occurred below the liquid level after grouting, issue timely warnings, and implement corresponding pile quality improvement actions to improve or eliminate voids and air bubbles that may occur in the cast-in-place pile during the pile formation process, thereby effectively improving the pile formation quality of the cast-in-place pile.

[0057] Second, by using the estimated total grouting volume and the actual total grouting volume of concrete, this application can identify cast-in-place piles with high-risk quality, which can provide a preliminary basis for subsequent core sampling inspection and effectively reduce the risk of missed inspections caused by random sampling. Attached Figure Description

[0058] Figure 1 This is a system flowchart of Embodiment 1 of this application.

[0059] Figure 2 This is a schematic diagram of module connections in Embodiment 2 of this application.

[0060] Figure 3 This is a schematic diagram of the aperture measuring device in Embodiment 2 of this application.

[0061] Figure 4 This is a three-dimensional schematic diagram of the borehole measuring device being placed into the pile hole in Embodiment 2 of this application.

[0062] Figure 5 This is a schematic diagram of the structure during pile hole grouting in Embodiment 2 of this application.

[0063] Explanation of reference numerals in the attached drawings: 1-Pile diameter measuring device, 11-Pile diameter measuring mechanism, 111-Inclined bar, 112-Horizontal bar, 113-Fixed pressure block, 114-Sliding pressure block, 115-Fixed sleeve, 12-Cable A, 13-Cable B, 14-Encoder A, 15-Encoder B, 2-Hopper, 3-Weighing sensor, 4-Electrically controlled valve, 5-Discharge pipe, 6-Conduit pipe, 7-Vibrator, 8-Laser sensor, 91-Hook, 92-Steel rope. Detailed Implementation

[0064] The present invention will be further described in detail below with reference to the embodiments and accompanying drawings, but the embodiments of the present invention are not limited thereto.

[0065] In the description of this invention, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "longitudinal," "lateral," "horizontal," "inner," "outer," "front," "rear," "top," and "bottom," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, or the orientation or positional relationship commonly used when the product of this invention is in use. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0066] In the description of this invention, it should also be noted that, unless otherwise explicitly specified and limited, the terms "set up," "have," "install," "connect," and "connect" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal communication between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0067] The present invention will now be described in detail with reference to the accompanying drawings and embodiments.

[0068] Example 1:

[0069] like Figure 1 As shown in the figure, this embodiment provides a method for controlling the grouting quality of cast-in-place piles, specifically including the following steps:

[0070] S0. Measure the corresponding pile diameter at multiple pile hole depths to be grouted. Generate multiple two-dimensional arrays based on the pile hole depth and the corresponding pile diameter. Perform fitting modeling based on the two-dimensional arrays to obtain a three-dimensional model of the pile hole to be grouted.

[0071] S1. Grouting of the entire pile hole is divided into multiple sessions: the volume data of a single grouting session is v, and the real-time liquid level height h after the current grouting session is monitored. Then proceed to S2.

[0072] S2. Import the single grouting volume data v into the three-dimensional model of the pile hole to be grouted, generate the predicted liquid level height H of the current three-dimensional model based on the initial zero point, and use the predicted liquid level height H as the next zero point, then go to S3.

[0073] S3. Compare the real-time liquid level height h with the predicted liquid level height H:

[0074] When situation A occurs: the height difference between the two is within the preset range, and there is no abnormal output display, then proceed to S1;

[0075] When situation B occurs: the real-time liquid level height h is higher than the predicted liquid level height H, and the difference between the two heights exceeds the preset value range, the output bubble is abnormally displayed, then go to S4;

[0076] When situation C occurs: the real-time liquid level height h is lower than the predicted liquid level height H, and the difference between the two heights exceeds the preset value range, the output shows an abnormal sinking, and then proceeds to S5;

[0077] S4. Start the vibrator 7 on the conduit 6 until the height difference between the real-time liquid level h and the predicted liquid level H falls back to the preset value range, then turn to S1.

[0078] S5. Insert the conduit 6 and start the vibrator 7 on the conduit 6 until the real-time liquid level no longer decreases. Record the real-time liquid level as h1 and use the real-time liquid level h1 as the new predicted liquid level H for the current time. Then go to S1.

[0079] This embodiment pre-measures the pile diameter data at different depths of the pile hole, and then performs a three-dimensional model based on a two-dimensional array of depth and pile diameter data. The volume data of a single grouting operation is then imported into the three-dimensional model to predict the predicted liquid level height after a single grouting operation. Simultaneously, by comparing the height difference with real-time liquid level monitoring data, it can be clearly determined whether a void or subsidence occurs below the concrete liquid level in the pile hole during concrete grouting. Corresponding grouting quality improvement actions are then executed promptly, and warning information is output, thereby reducing the occurrence of voids during the grouting process of the cast-in-place pile and improving the construction quality of the grouting procedure.

[0080] In particular, when the actual monitored real-time liquid level height h is much lower than the predicted liquid level height H, the voids and large number of air bubbles between the concrete and the steel cage are more difficult to detect. By inserting the guide pipe 6, the problem of insufficient grouting depth of the guide pipe 6 is avoided during the next grouting, and the vibrator 7 can vibrate at a deeper position to ensure that the concrete grout is compacted. In this embodiment, the insertion depth of the guide pipe 6 is determined according to the difference between the real-time liquid level height h and the predicted liquid level height H.

[0081] In this embodiment, based on the two-dimensional array, the sidewall curve of the pile hole is first connected point by point and then smoothly fitted. Then, the sidewall curve of the pile hole is imported into the three-dimensional modeling software for rotation modeling to form a three-dimensional model of the pile hole to be grouted.

[0082] Specifically, in this embodiment, S2 includes the following steps:

[0083] S21. Perform shell extraction processing on the three-dimensional model of the pile hole to be grouted;

[0084] S22. Import the three-dimensional model of the pile hole to be grouted after the shell removal process into the finite element analysis software;

[0085] S23. Generate filling particles with a total volume data of v in the finite element analysis software according to the concrete gradation relationship;

[0086] S24. Fill the grouting pile hole 3D model with filling particles after shell removal to obtain the predicted liquid level height H of the 3D model.

[0087] Specifically, in this embodiment, before transitioning to S2 in S1, it is necessary to compare the current real-time liquid level height h with the pile hole height data K in the three-dimensional model of the pile hole to be grouted:

[0088] If h = K, then the grouting process for the entire pile hole is complete;

[0089] If h < K, then proceed to S2. After step S0 is completed, the pile hole height data K in the three-dimensional model of the pile hole can be obtained.

[0090] Specifically, in this embodiment, after the grouting process of the entire pile hole is completed, the actual total grouting volume V1 of the entire pile hole and the estimated total grouting volume V2 of the entire pile hole based on the three-dimensional model are calculated and compared:

[0091] If the difference between the actual total grouting volume V1 and the estimated total grouting volume V2 is within the preset range, then no abnormality will be displayed in the output.

[0092] If the difference between the actual total grouting volume V1 and the estimated total grouting volume V2 is outside the preset range, then a key spot check display will be output.

[0093] Furthermore, after grouting to the top of the pile hole, since the volume data of the three-dimensional model of the pile hole can be obtained in advance, the actual total grouting volume V1 and the estimated total grouting volume V2 can be compared. Based on the comparison results of the actual total grouting volume V1 and the estimated total grouting volume V2, the cast-in-place piles with large differences are marked as key piles. This allows for multi-directional key sampling inspections of concrete piles with a high probability of hollowing, in addition to conventional ultrasonic fracture testing, as well as multi-point core sampling and other auxiliary testing methods. This can effectively reduce the probability of missed inspections caused by conventional random sampling in the past.

[0094] Specifically, in this embodiment, in S1, the real-time liquid level height h is the average real-time liquid level height of multiple liquid level monitoring points after the current grouting, ensuring the accuracy of the real-time liquid level height h and avoiding the expansion of the error of the real-time liquid level height h due to pits or bulges on the liquid surface.

[0095] Specifically, in this embodiment, in S1, the single grouting volume data v is calculated based on the data changes of the weighing sensor 3 and the pre-measured concrete slurry density. In some embodiments, it can also be calculated based on the flow rate in the conduit 6 and the single grouting time, or verified based on the grouting volume calculated from the flow rate monitoring in the conduit 6 and the grouting time, to ensure the accuracy of the single grouting volume data v.

[0096] Specifically, in this embodiment, in S3, the preset value range of the height difference between the real-time liquid level height h and the predicted liquid level height H is 0 to 0.15m. In this embodiment, the preset value of the height difference between the real-time liquid level height h and the predicted liquid level height H can be determined according to actual needs. Technicians can also set it to other values ​​such as 0.1m and 0.2m, which will not be elaborated here.

[0097] Example 2:

[0098] like Figures 2 to 5 As shown, this embodiment provides a grouting quality control system for cast-in-place piles, including a controller for implementing any of the above-described grouting quality control methods for cast-in-place piles, and further including:

[0099] The controller and the laser sensor 8 for monitoring the liquid level height, and the pile diameter measuring device 1 for measuring the pile diameter at multiple depth positions of the pile hole;

[0100] It also includes an electrically controlled valve 4 for controlling the discharge of concrete slurry, a lifting drive mechanism for controlling the lifting of the guide pipe 6, and a vibrator 7 installed on the guide pipe 6;

[0101] The signal output terminals of the pile diameter measuring device 1 and the laser sensor 8 are all connected to the signal input terminal of the controller. The signal input terminals of the electric valve 4, the lifting drive mechanism, and the vibrator 7 are all connected to the signal output terminal of the controller.

[0102] In this embodiment, the controller can generate multiple sets of two-dimensional arrays based on the data obtained by the pile diameter measuring device 1, fit the multiple sets of two-dimensional arrays into a smooth curve, and then import the smooth curve into the three-dimensional modeling software to generate a three-dimensional model; generate a real-time liquid level height h based on the liquid level height data of the laser sensor 8, calculate the single pouring volume v of concrete based on the changes in weighing data and the density of concrete slurry, and generate a control signal based on the comparison result between the real-time liquid level height h and the predicted liquid level height H.

[0103] In this embodiment, the lifting drive mechanism has a steel rope 92 connected to the hook 91 at the bottom. The guide tube 6 is connected to the hook 91 of the electric hoist via the steel rope 92. The top of the guide tube 6 is detachably equipped with a material receiving structure. The end of the steel rope 92 away from the hook 91. In this embodiment, multiple laser sensors 8 can be designed to calculate the average height of multiple liquid level points through averaging, thereby obtaining the monitoring liquid level height of the concrete.

[0104] The laser sensor 8 in this embodiment can also be replaced by a non-contact liquid level sensor such as an ultrasonic liquid level sensor, which will not be elaborated here.

[0105] Specifically, in this embodiment, the pile diameter measuring device 1 includes cable A12 and cable B13, and encoder A14 and encoder B15 for measuring the lowering length of cable A12 and cable B13, respectively.

[0106] The pulley A corresponding to encoder A14 presses against cable A12 and moves synchronously with it; the pulley B of encoder B15 presses against cable B13 and moves synchronously with it; the signal output terminals of encoder A14 and encoder B15 are connected to the signal input terminal of the controller.

[0107] The pile diameter measuring device 1 also includes a pile diameter measuring mechanism 11, which includes at least two inclined rods 111 and at least two horizontal rods 112, as well as a fixed pressure block 113 and a sliding pressure block 114.

[0108] The top ends of the two diagonal rods 111 are rotatably connected to the sliding block 114, and the other ends of the two diagonal rods 111 are rotatably connected to the two horizontal rods 112 respectively. The ends of the two horizontal rods 112 away from the diagonal rods 111 are slidably connected to the two ends of the fixed pressure block 113. The cable A12 passes through the sliding block 114 and is fixed to the top of the fixed pressure block 113. The cable B13 is fixedly connected to the top of the sliding block 114.

[0109] Specifically, in this embodiment, the depth data K of the pile hole and the corresponding pile diameter data R are calculated according to the following formula:

[0110] K = πRaNa;

[0111]

[0112] In the formula:

[0113] Ra is the initial diameter of encoder A14;

[0114] Na is the number of revolutions monitored by encoder A14 and sent to the controller;

[0115] Rb is the initial diameter of encoder B15;

[0116] Nb is the number of revolutions monitored by encoder B15 and sent to the controller;

[0117] L represents the length of the diagonal bar 111.

[0118] In this embodiment, Ra, Rb, and L are all known data of the pile diameter measuring device 1.

[0119] Specifically, in this embodiment, during measurement, the initial diameter R0 of the top of the pile hole needs to be measured manually, or the initial height H0 after the pile diameter measuring device 1 is pressed against the side wall of the top of the pile hole needs to be measured manually. The initial height H0 can also be calculated based on R0 and the length data L of the inclined rod 111.

[0120] Specifically, in this embodiment, as Figure 4 As shown, the pile diameter measuring device 1 is equipped with four diagonal rods 111, four horizontal rods 112, and four fixed sleeves 115. The four fixed sleeves 115 are horizontally fixed in four directions of the pressure block 113. The four horizontal rods 112 are respectively inserted into the four fixed sleeves 115 and slidably connected to them. One end of each of the four diagonal rods 111 is fixedly connected to the end of each of the four horizontal rods 112 away from the fixed sleeve 115, while the other end is rotatably connected to the sliding pressure block 114. In this embodiment, by setting four horizontal rods 112, four fixed sleeves 115, and four diagonal rods 111, the pile diameter measuring device 1 in this embodiment can ensure the accuracy of the pile diameter measurement results when performing pile diameter measurement.

[0121] Specifically, this embodiment also includes a flow sensor installed inside the conduit 6 for real-time monitoring of concrete grouting flow. The signal output terminal of the flow sensor is communicatively connected to the signal input terminal of the controller. By installing the flow sensor, this embodiment can calculate grouting volume data based on flow monitoring according to the flow monitoring inside the conduit 6 and the grouting time. This verifies the grouting volume data obtained based on changes in weighing data. If the difference between the two is within the predicted range, the grouting volume data is normal. Otherwise, it is necessary to re-verify the concrete density data in the hopper 2 or to average the measured volume data of the two to improve the monitoring accuracy of the grouting volume data.

[0122] Specifically, in this embodiment, the lifting drive mechanism is an electric hoist, and the signal input terminal of the electric hoist is communicatively connected to the output terminal of the controller;

[0123] It also includes a hopper 2 and a guide tube 6, as well as a weighing sensor 3 located at the bottom of the hopper 2. The signal output terminal of the weighing sensor 3 is connected to the signal input terminal of the controller.

[0124] The electrically controlled valve 4 is located at the discharge port of the hopper 2, and the top of the guide tube 6 is located directly below the discharge port of the hopper 2.

[0125] The vibrator 7 is fixedly connected to the bottom of the conduit 6. In this embodiment, the vibrator 7 has an eccentric block installed on its rotating shaft. When the rotating shaft rotates at high speed, the vibrator 7 and the bottom of the conduit 6 fixedly connected to it vibrate at high frequency. This allows the bottom of the conduit 6, which is located below the concrete liquid surface, and the vibrator 7 to vibrate out the gas in the concrete structure, such as air bubbles and voids, thereby compacting the concrete.

[0126] It is understood that the above embodiments are merely exemplary embodiments used to illustrate the principles of the present invention, and the present invention is not limited thereto. For those skilled in the art, various modifications and improvements can be made without departing from the spirit and essence of the present invention, and these modifications and improvements are also considered to be within the scope of protection of the present invention.

Claims

1. A method for controlling the grouting quality of cast-in-place piles, characterized in that, Includes the following steps: S0. Measure the corresponding pile diameter at multiple pile hole depths to be grouted. Generate multiple two-dimensional arrays based on the pile hole depth and the corresponding pile diameter. Perform fitting modeling based on the two-dimensional arrays to obtain a three-dimensional model of the pile hole to be grouted. S1. Grouting of the entire pile hole is divided into multiple sessions: the volume data of a single grouting session is v, and the real-time liquid level height h after the current grouting session is monitored. Then proceed to S2. S2. Import the single grouting volume data v into the three-dimensional model of the pile hole to be grouted, generate the predicted liquid level height H of the current three-dimensional model based on the initial zero point, and use the predicted liquid level height H as the next zero point, then go to S3. S2 specifically includes the following steps: S21. Perform shell extraction processing on the three-dimensional model of the pile hole to be grouted; S22. Import the three-dimensional model of the pile hole to be grouted after the shell removal process into the finite element analysis software; S23. Generate filling particles with a total volume data of v in the finite element analysis software according to the concrete gradation relationship; S24. Fill the grouting pile hole 3D model with filling particles after shell removal to obtain the predicted liquid level height H of the 3D model; S3. Compare the real-time liquid level height h with the predicted liquid level height H: When situation A occurs: the height difference between the two is within the preset range, and there is no abnormal output display, then proceed to S1; When situation B occurs: the real-time liquid level height h is higher than the predicted liquid level height H, and the difference between the two heights exceeds the preset value range, the output bubble is abnormally displayed, then go to S4; When situation C occurs: the real-time liquid level height h is lower than the predicted liquid level height H, and the difference between the two heights exceeds the preset value range, the output shows an abnormal sinking, and then proceeds to S5; S4. Start the vibrator (7) on the conduit (6) until the height difference between the real-time liquid level height h and the predicted liquid level height H falls back to the preset value range, then turn to S1. S5, insert the conduit (6) and start the vibrator (7) on the conduit (6) until the real-time liquid level no longer drops, record the real-time liquid level as h1, and use the real-time liquid level h1 as the new predicted liquid level H for the current time, then go to S1.

2. The grouting quality control method for cast-in-place piles according to claim 1, characterized in that, In S1, before transitioning to S2, it is necessary to compare the current real-time liquid level height h with the pile hole height data K in the 3D model of the pile hole to be grouted: If h = K, then the grouting process for the entire pile hole is complete; If h < K, then go to S2.

3. The grouting quality control method for cast-in-place piles according to claim 2, characterized in that, After the grouting process of the entire pile hole is completed, the actual total grouting volume V1 of the entire pile hole and the estimated total grouting volume V2 of the entire pile hole based on the three-dimensional model are calculated and compared: If the difference between the actual total grouting volume V1 and the estimated total grouting volume V2 is within the preset range, then no abnormality will be displayed in the output. If the difference between the actual total grouting volume V1 and the estimated total grouting volume V2 is outside the preset range, then a key spot check display will be output.

4. The grouting quality control method for cast-in-place piles according to claim 1, characterized in that, In S1, the real-time liquid level height h is the average real-time liquid level height of multiple liquid level monitoring points after the current grouting.

5. The grouting quality control method for cast-in-place piles according to claim 1, characterized in that, In S1, the volume data v of a single grouting is calculated based on the data change of the weighing sensor (3) and the density of the concrete slurry obtained by pre-measurement, and / or based on the flow rate in the conduit (6) and the time of a single grouting.

6. The grouting quality control method for cast-in-place piles according to claim 1, characterized in that, In S3, the preset range for the height difference between the real-time liquid level height h and the predicted liquid level height H is 0 to 0.15m.

7. A grouting quality control system for cast-in-place piles, characterized in that, The method includes a controller for implementing the grouting quality control method for a cast-in-place pile as described in any one of claims 1-6, and further includes: A laser sensor (8) for monitoring liquid level height, and a pile diameter measuring device (1) for measuring the pile diameter at multiple depth positions of the pile hole. It also includes an electrically controlled valve (4) for controlling the discharge of concrete slurry, a lifting drive mechanism for controlling the lifting of the conduit (6), and a vibrator (7) installed on the conduit (6). The signal output terminals of the pile diameter measuring device (1) and the laser sensor (8) are all connected to the signal input terminal of the controller. The signal input terminals of the electric valve (4), the lifting drive mechanism, and the vibrator (7) are all connected to the signal output terminal of the controller.

8. The grouting quality control system for cast-in-place piles according to claim 7, characterized in that, The pile diameter measuring device (1) includes cable A (12) and cable B (13), and encoder A (14) and encoder B (15) for measuring the lowering length of cable A (12) and cable B (13), respectively. Encoder A (14) presses against cable A (12) and moves synchronously with it; encoder B (15) presses against cable B (13) and moves synchronously with it; the signal output terminals of encoder A (14) and encoder B (15) are connected to the signal input terminal of the controller. The pile diameter measuring device (1) also includes a pile diameter measuring mechanism (11), which includes at least two inclined rods (111) and at least two horizontal rods (112), as well as a pressure block (113) and a sliding block (114). The top ends of the two diagonal rods (111) are rotatably connected to the sliding block (114), and the other ends of the two diagonal rods (111) are rotatably connected to the two horizontal rods (112) respectively. The ends of the two horizontal rods (112) away from the diagonal rods (111) are slidably connected to the two ends of the fixed block (113). Cable A (12) passes through the sliding block (114) and is fixed to the top of the fixed block (113). Cable B (13) is fixedly connected to the top of the sliding block (114).

9. The grouting quality control system for cast-in-place piles according to claim 7, characterized in that, The lifting drive mechanism is an electric hoist, and the signal input terminal of the electric hoist is communicatively connected to the output terminal of the controller. It also includes a hopper (2) and a guide tube (6), as well as a weighing sensor (3) located at the bottom of the hopper (2), the signal output terminal of the weighing sensor (3) being connected to the signal input terminal of the controller; The electrically controlled valve (4) is located at the outlet of the hopper (2), and the top of the guide tube (6) is located directly below the outlet of the hopper (2); The vibrator (7) is fixedly connected to the bottom of the conduit (6).

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