Grouting quality control system and method for cast-in-place pile

Abstract

The invention discloses a grouting quality control system and method for a cast-in-place pile, relates to the technical field of cement paste detection, and can solve the problems that at present, a grouting process is difficult to monitor and judge, and the grouting quality is poor. The grouting quality control method for the cast-in-place pile comprises the steps that a pile hole three-dimensional model of a to-be-grouted pile hole is generated; grouting for multiple times, wherein the single grouting volume is v, and the real-time liquid level height h is monitored; the single-time grouting volume v is guided into the pile hole three-dimensional model, and a predicted liquid level height H is generated; comparing the real-time liquid level height h with the predicted liquid level height H: according to a comparison result, directly repeating the above steps or firstly starting the vibrator until the height difference value between the real-time liquid level height h and the predicted liquid level height H falls back to a preset value range and then repeating the above steps, or firstly inserting a guide pipe, starting the vibrator until the real-time liquid level height is stabilized to be h1, and then starting the vibrator until the real-time liquid level height is stabilized to be h2; and taking the real-time liquid level height h1 as a new predicted liquid level height H, and then repeating the steps.

Description

Technical Field

[0001] The invention relates to the technical field of cast-in-place pile construction, and in particular to a grouting quality control system and method for cast-in-place piles. Background Art

[0002] The construction process of bored piles generally includes drilling holes, lowering steel cages, and pouring concrete into the holes using conduits. Although the quality of bored piles can be tested by ultrasonic testing, core sampling, and other means after the bored piles are completed to ensure that there are no quality problems such as breakage and hollowing in the bored piles,

[0003] After quality problems are detected, re-construction and repair are required, which affects the overall construction process. In addition, since the core drilling is usually sampled, there may be problems such as missed inspections. Therefore, the quality inspection of cast-in-place piles after pile construction is not a quality guarantee during the pile construction process, but a subsequent guarantee.

[0004] At present, the grouting process of bored piles is generally to pre-mix the rolling concrete and then insert it into the hole in sections through a guide tube until it reaches the top of the pile hole. However, due to reasons such as stratum geology, the apertures of different hole sections are not completely consistent during the drilling stage. In the construction of bored piles without steel casing, after the concrete is poured into the pile hole, the liquid level of the concrete is estimated and judged only by manual experience. After the concrete is grouted, it is easy for a large number of bubbles and hollows to appear between the concrete and the steel cage, affecting the quality of the bored piles. It is also likely that due to geological reasons, after the concrete liquid level rises, the concrete is pressed into the surrounding strata due to pressure and cannot be detected, which leads to pile quality problems after grouting. At present, there is a lack of effective monitoring and control measures for the quality of bored piles in the grouting process, which needs to be improved.

[0005] Based on the above background, the inventors have designed a grouting quality control system and method for bored piles, which are used to reduce the hollowing phenomenon of bored piles during the grouting process and improve the construction quality of the grouting process. Summary of the invention

[0006] The purpose of the present application is to provide a grouting quality control system and method for bored piles, which are used to reduce the hollowing phenomenon that occurs during the grouting process of bored piles and improve the construction quality of the grouting process.

[0007] In order to solve the above technical problems, the present invention adopts the following solutions:

[0008] On the one hand, the present application provides a method for controlling the grouting quality of a bored pile, comprising the following steps:

[0009] S0, measuring the corresponding pile diameters at multiple pile hole depths of the pile hole to be grouted, generating multiple two-dimensional arrays of the pile hole depths and the corresponding pile diameters, and performing fitting modeling based on the two-dimensional arrays to obtain a three-dimensional model of the pile hole to be grouted;

[0010] S1, grouting the entire pile hole in multiple times: the volume data of a single grouting is v, monitoring the real-time liquid level h after the current grouting, and then going to S2;

[0011] S2, importing the single grouting volume data v into the three-dimensional model of the pile hole to be grouted, generating the predicted liquid level height H of the current three-dimensional model based on the initial zero point, and taking the predicted liquid level height H as the next zero point, and then going to S3;

[0012] S3. Compare the real-time liquid level h and the predicted liquid level H:

[0013] When situation A occurs: the height difference between the two is within the preset value range, and there is no abnormal output display, then go to S1;

[0014] When situation B occurs: the real-time liquid level height h is higher than the predicted liquid level height H, and the height difference between the two exceeds the preset value range, and the output bubble abnormality display is displayed, then go to S4;

[0015] When situation C occurs: the real-time liquid level height h is lower than the predicted liquid level height H, and the height difference between the two exceeds the preset value range, the output sinking abnormal display is displayed, then go to S5;

[0016] S4, start the vibrator on the catheter until the height difference between the real-time liquid level h and the predicted liquid level H falls back to the preset value range, and then go to S1;

[0017] S5, insert the catheter and start the vibrator on the catheter until the real-time liquid level stops decreasing, 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, and go to S1.

[0018] Optionally, in S2, the following steps are specifically included:

[0019] S21, performing shell extraction processing on the three-dimensional model of the pile hole to be grouted;

[0020] S22, importing the three-dimensional model of the pile hole to be grouted after the shell extraction process into the finite element analysis software;

[0021] S23, generating filling particles with a total volume data of v according to the gradation relationship of concrete in the finite element analysis software;

[0022] S24, filling the filling particles into the three-dimensional model of the pile hole to be grouted after the shell is extracted, and obtaining the predicted liquid level height H of the three-dimensional model.

[0023] Optionally, in S1, before turning to S2, it is also necessary to compare the current real-time liquid level h with the pile hole height data K in the three-dimensional model of the pile hole to be grouted:

[0024] If h = K, the whole pile hole grouting process is completed;

[0025] If h<K, go to S2.

[0026] Optionally, after the grouting process of the entire pile hole is completed, the total actual grouting volume V1 of the entire pile hole and the total estimated grouting volume V2 of the entire pile hole based on the three-dimensional model are counted and compared:

[0027] If the difference between the actual grouting volume V1 and the estimated grouting volume V2 is within the preset range, the output will be displayed without abnormality;

[0028] If the difference between the actual total grouting volume V1 and the estimated total grouting volume V2 is outside the preset range, the output is displayed for key sampling.

[0029] Optionally, in S1, the real-time liquid level height h is an average of the real-time liquid level heights of multiple liquid level monitoring points after monitoring the current grouting.

[0030] Optionally, in S1, the single grouting volume data v is calculated based on the data change of the weighing sensor and the concrete slurry density measured in advance, and / or is calculated based on the flow rate in the conduit and the single grouting time.

[0031] Optionally, in S3, a 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 0.15 m.

[0032] On the other hand, the present application provides a grouting quality control system for a bored pile, comprising a controller for implementing any of the above-mentioned grouting quality control methods for a bored pile, and further comprising:

[0033] a laser sensor for monitoring the height of the liquid level, and a pile diameter measuring device for measuring the pile diameter corresponding to the pile hole at multiple depth positions;

[0034] It also includes an electric control valve for controlling the discharge of concrete slurry, a lifting drive mechanism for controlling the lifting of the conduit, and a vibrator arranged on the conduit;

[0035] The signal output ends of the pile diameter measuring device and the laser sensor are both communicatively connected to the signal input end of the controller, and the signal input ends of the electric control valve, the lifting drive mechanism, and the vibrator are both communicatively connected to the signal output end of the controller.

[0036] Optionally, the pile diameter measuring device includes a cable A and a cable B, and an encoder A and an encoder B for measuring the lowering lengths of the cable A and the cable B respectively;

[0037] The pulley A corresponding to encoder A presses on cable A and moves synchronously with it. The pulley B of encoder B presses on cable B and moves synchronously with it. The signal output ends of encoder A and encoder B are connected to the signal input end of the controller.

[0038] The pile diameter measuring device also includes a pile diameter measuring mechanism, which includes at least two inclined rods and at least two cross rods, as well as a fixed pressure block and a sliding pressure block;

[0039] The top ends of the two oblique rods are rotatably connected to the sliding pressure block, and the other ends of the two oblique rods are rotatably connected to the two cross rods respectively. The ends of the two cross rods away from the oblique rods are slidably connected to the two ends of the fixed pressure block. Cable A passes through the sliding pressure block and is fixed to the top of the fixed pressure block, and cable B is fixedly connected to the top of the sliding pressure block.

[0040] 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:

[0041] K = πRaNa;

[0042]

[0043] Where:

[0044] Ra is the initial diameter of encoder A;

[0045] Na is the number of revolutions monitored by encoder A and sent to the controller;

[0046] Rb is the initial diameter of encoder B;

[0047] Nb is the number of revolutions monitored by encoder B and sent to the controller;

[0048] L is the length of the diagonal rod.

[0049] Specifically, in this embodiment, during measurement, it is necessary to manually measure the initial diameter R0 of the pile hole top, or manually measure the initial height H0 after the pile diameter measuring device is pressed against the side wall of the pile hole top.

[0050] Optionally, the pile diameter measuring device is provided with four inclined rods, four horizontal rods, and four fixed sleeves, and the four fixed sleeves are transversely fixed to the four directions of the fixed pressure block.

[0051] The four cross bars are respectively inserted into the four fixed sleeves and slidably connected thereto, one end of the four oblique bars is respectively fixedly connected to one end of the four cross bars away from the fixed sleeves, and the other ends are rotatably connected to the sliding pressure block.

[0052] Optionally, it also includes a flow sensor disposed in the conduit and used for real-time monitoring of the concrete grouting flow rate, and the signal output end of the flow sensor is communicatively connected to the signal input end of the controller.

[0053] Optionally, the lifting drive mechanism is an electric hoist, and the signal input end of the electric hoist is communicatively connected with the output end of the controller;

[0054] It also includes a hopper and a conduit, and a weighing sensor disposed at the bottom of the hopper, wherein a signal output end of the weighing sensor is connected to a signal input end of the controller;

[0055] The electric control valve is arranged at the discharge port of the hopper, and the top of the conduit is located directly below the discharge port of the hopper;

[0056] The vibrator is fixedly connected to the bottom of the conduit.

[0057] Beneficial effects of the present invention:

[0058] 1. This application can determine whether the concrete has abnormal conditions such as hollowing or subsidence below the liquid surface after grouting by predicting and monitoring the liquid level height, issue warnings in time, and perform corresponding pile quality improvement actions to improve or eliminate hollowing and air bubbles in the bored piles that may occur during the pile forming process, thereby effectively improving the pile quality of the bored piles.

[0059] 2. This application can mark cast-in-place piles with high-risk quality through the estimated total grouting volume and actual total grouting volume of concrete, provide a preliminary basis for subsequent core sampling inspection, and effectively reduce the risk of missed inspections caused by random sampling. BRIEF DESCRIPTION OF THE DRAWINGS

[0060] Figure 1 This is a system flow chart of Example 1 of the present application.

[0061] Figure 2 This is a schematic diagram of module connection in Example 2 of the present application.

[0062] Figure 3 This is a schematic diagram of the structure of the aperture measurement device in Example 2 of the present application.

[0063] Figure 4 This is a three-dimensional schematic diagram of the aperture measuring device in Example 2 of the present application when it is placed in the pile hole.

[0064] Figure 5 This is a schematic diagram of the structure of Example 2 of the present application when pile hole grouting is being performed.

[0065] Explanation of the reference numerals: 1-pile diameter measuring device, 11-pile diameter measuring mechanism, 111-inclined rod, 112-cross rod, 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-discharging pipe, 6-conduit, 7-vibrator, 8-laser sensor, 91-hook, 92-steel rope. DETAILED DESCRIPTION

[0066] The present invention will be further described in detail below in conjunction with embodiments and drawings, but the embodiments of the present invention are not limited thereto.

[0067] In the description of the present invention, it should be noted that the terms "center", "up", "down", "left", "right", "vertical", "longitudinal", "lateral", "horizontal", "inside", "outside", "front", "back", "top", "bottom" and the like indicate directions or positional relationships based on the directions or positional relationships shown in the accompanying drawings, or are the directions or positional relationships in which the inventive product is usually placed when used. They are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific direction, be constructed and operated in a specific direction, and therefore should not be understood as a limitation on the present invention.

[0068] In the description of the present invention, it is also necessary to explain that, unless otherwise clearly specified and limited, the terms "disposed", "opened", "installed", "connected", and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or it can be indirectly connected through an intermediate medium, or it can be the internal communication of two components. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0069] The present invention will be described in detail below with reference to the accompanying drawings and in combination with embodiments.

[0070] Embodiment 1:

[0071] like Figure 1 As shown, this embodiment provides a method for controlling the grouting quality of a cast-in-place pile, which specifically includes the following steps:

[0072] S0, measuring the corresponding pile diameters at multiple pile hole depths of the pile hole to be grouted, generating multiple two-dimensional arrays of the pile hole depths and the corresponding pile diameters, and performing fitting modeling based on the two-dimensional arrays to obtain a three-dimensional model of the pile hole to be grouted;

[0073] S1, grouting the entire pile hole in multiple times: the volume data of a single grouting is v, monitoring the real-time liquid level h after the current grouting, and then going to S2;

[0074] S2, importing the single grouting volume data v into the three-dimensional model of the pile hole to be grouted, generating the predicted liquid level height H of the current three-dimensional model based on the initial zero point, and taking the predicted liquid level height H as the next zero point, and then going to S3;

[0075] S3. Compare the real-time liquid level h and the predicted liquid level H:

[0076] When situation A occurs: the height difference between the two is within the preset value range, and there is no abnormal output display, then go to S1;

[0077] When situation B occurs: the real-time liquid level height h is higher than the predicted liquid level height H, and the height difference between the two exceeds the preset value range, and the output bubble abnormality display is displayed, then go to S4;

[0078] When situation C occurs: the real-time liquid level height h is lower than the predicted liquid level height H, and the height difference between the two exceeds the preset value range, the output sinking abnormal display is displayed, then go to S5;

[0079] 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, and then go to S1;

[0080] S5, insert the conduit 6 and start the vibrator 7 on the conduit 6 until the real-time liquid level stops decreasing, 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, and go to S1.

[0081] This embodiment pre-measures the pile diameter data at different depths of the pile hole, performs three-dimensional modeling based on the two-dimensional array of the depth data and the pile diameter data, and then imports the single grouting volume data into the three-dimensional model, so as to predict the predicted liquid level after a single grouting. At the same time, based on the real-time liquid level monitoring data, a judgment is made by comparing the height difference between the two, so as to clearly judge whether hollowing occurs below the concrete liquid level of the pile hole or subsidence occurs below the liquid level during concrete grouting, and corresponding grouting quality improvement actions are executed in time, and warning information is output, thereby reducing the hollowing phenomenon of bored piles during the grouting process and improving the construction quality of the grouting process.

[0082] In particular, when the actual monitored real-time liquid level height h is much lower than the predicted liquid level height H, the hollowing and a large number of bubbles between the concrete and the steel skeleton cage are more difficult to detect. By inserting the conduit 6, the problem of insufficient grouting depth of the conduit 6 is avoided during the next grouting, and the vibrator 7 can vibrate at a deeper position to ensure that the concrete slurry is compacted. In this embodiment, the insertion depth of the conduit 6 is determined according to the difference between the real-time liquid level height h and the predicted liquid level height H.

[0083] In this embodiment, according to the two-dimensional array, the points are first connected point by point and then smoothly fitted into the side wall curve of the pile hole, and then the side wall 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 cast.

[0084] Specifically, in this embodiment, in S2, the following steps are specifically included:

[0085] S21, performing shell extraction processing on the three-dimensional model of the pile hole to be grouted;

[0086] S22, importing the three-dimensional model of the pile hole to be grouted after the shell extraction process into the finite element analysis software;

[0087] S23, generating filling particles with a total volume data of v according to the gradation relationship of concrete in the finite element analysis software;

[0088] S24, filling the filling particles into the three-dimensional model of the pile hole to be grouted after the shell is extracted, and obtaining the predicted liquid level height H of the three-dimensional model.

[0089] Specifically, in this embodiment, in S1, before turning to S2, it is also necessary to compare the current real-time liquid level h with the pile hole height data K in the three-dimensional model of the pile hole to be grouted:

[0090] If h = K, the whole pile hole grouting process is completed;

[0091] If h<K, then go to S2. After step S0 is completed, the pile hole height data K in the pile hole three-dimensional model can be obtained.

[0092] 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 counted and compared:

[0093] If the difference between the actual grouting volume V1 and the estimated grouting volume V2 is within the preset range, the output will be displayed without abnormality;

[0094] If the difference between the actual total grouting volume V1 and the estimated total grouting volume V2 is outside the preset range, the output is displayed for key sampling.

[0095] In addition, 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 grouting volume V1 and the estimated grouting volume V2 can be compared. According to the comparison results of the actual grouting volume V1 and the estimated grouting volume V2, the bored piles with larger difference results are marked. In this way, multi-directional key inspections are carried out on concrete piles with a higher probability of hollowing, and not only conventional ultrasonic fracture detection but also multi-point core extraction detection and other auxiliary detection methods are carried out. This can effectively reduce the probability of missed detection caused by conventional random inspections in the past.

[0096] Specifically, in this embodiment, in S1, the real-time liquid level height h is the average of the real-time liquid level heights of multiple liquid level monitoring points after monitoring the current grouting, ensuring the accuracy of the real-time liquid level height h and avoiding pits and protrusions on the liquid surface that cause the error of the real-time liquid level height h to increase.

[0097] Specifically, in this embodiment, in S1, the single grouting volume data v is calculated based on the data change of the weighing sensor 3 and the concrete slurry density measured in advance. 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 flow rate monitoring in the conduit 6 and the grouting volume calculated from the grouting time to ensure the accuracy of the single grouting volume data v.

[0098] 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, and technicians can also set it to other values ​​such as 0.1m, 0.2m, etc., which will not be repeated here.

[0099] Embodiment 2:

[0100] like Figures 2 to 5 As shown, this embodiment provides a grouting quality control system for a bored pile, including a controller for implementing any of the above-mentioned grouting quality control methods for a bored pile, and also includes:

[0101] A controller and a laser sensor 8 for monitoring the liquid level, and a pile diameter measuring device 1 for measuring the pile diameters corresponding to the pile holes at multiple depth positions;

[0102] It also includes an electric control valve 4 for controlling the discharge of concrete slurry, a lifting drive mechanism for controlling the lifting of the guide tube 6, and a vibrator 7 arranged on the guide tube 6;

[0103] The signal output ends of the pile diameter measuring device 1 and the laser sensor 8 are both communicatively connected to the signal input end of the controller, and the signal input ends of the electric control valve 4, the lifting drive mechanism, and the vibrator 7 are both communicatively connected to the signal output end of the controller.

[0104] In this embodiment, the controller can generate multiple groups of two-dimensional arrays based on the data obtained by the pile diameter measuring device 11, fit the multiple groups of two-dimensional arrays into smooth curves, and then import the smooth curves into the three-dimensional modeling software to generate a three-dimensional model; generate a real-time liquid level h according to the liquid level data of the laser sensor 8, calculate the single pouring volume v of the concrete according to the changes in the weighing data and the density of the concrete slurry, and generate a control signal according to the comparison result of the real-time liquid level h and the predicted liquid level H.

[0105] The lifting drive mechanism in this embodiment is a steel rope 92 connected to the hook 91 at the bottom, the conduit 6 is connected to the hook 91 of the electric hoist through the steel rope 92, and the top of the conduit 6 is detachably provided with a material receiving structure, and the end of the steel rope 92 is away from the hook 91. In this embodiment, multiple laser sensors 8 can be designed, so as to calculate the average height of multiple liquid level points through average processing to obtain the monitoring liquid level height of concrete.

[0106] The laser sensor 8 in this embodiment may also be replaced by a non-contact liquid level sensor such as an ultrasonic liquid level sensor, which will not be described in detail here.

[0107] Specifically, in this embodiment, the pile diameter measuring device 1 includes a cable A12 and a cable B13, and an encoder A14 and an encoder B15 for measuring the lowering lengths of the cable A12 and the cable B13 respectively;

[0108] The pulley A corresponding to the encoder A14 presses on the cable A12 and moves synchronously with it. The pulley B of the encoder B15 presses on the cable B13 and moves synchronously with it. The signal output terminals of the encoders A14 and B15 are connected to the signal input terminals of the controller.

[0109] The pile diameter measuring device 1 further comprises a pile diameter measuring mechanism 11, which comprises at least two inclined rods 111 and at least two cross rods 112, as well as a fixed pressure block 113 and a sliding pressure block 114;

[0110] The top ends of the two inclined rods 111 are rotatably connected to the sliding block 114, and the other ends of the two inclined rods 111 are rotatably connected to the two cross rods 112 respectively. The ends of the two cross rods 112 away from the inclined 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, and the cable B13 is fixedly connected to the top of the sliding block 114.

[0111] 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:

[0112] K = πRaNa;

[0113]

[0114] Where:

[0115] Ra is the initial diameter of encoder A14;

[0116] Na is the number of revolutions monitored by encoder A14 and sent to the controller;

[0117] Rb is the initial diameter of encoder B15;

[0118] Nb is the number of revolutions monitored by encoder B15 and sent to the controller;

[0119] L is the length data of the diagonal rod 111.

[0120] In this embodiment, the above-mentioned Ra, Rb, and L are all known data of the pile diameter measuring device 1 .

[0121] Specifically, in this embodiment, during measurement, it is necessary to manually measure the initial diameter R0 of the top of the pile hole, or manually measure the initial height H0 after the pile diameter measuring device 1 is pressed against the side wall of the top of the pile hole. The initial height H0 can also be calculated based on R0 and the length data L of the inclined rod 111.

[0122] Specifically, in this embodiment, Figure 4 As shown, the pile diameter measuring device 1 is provided with four inclined rods 111, four horizontal rods 112, and four fixed sleeves 115. The four fixed sleeves 115 are transversely fixed to the four directions of the fixed pressure block 113.

[0123] The four cross bars 112 are respectively inserted into the four fixed sleeves 115 and slidably connected thereto, and one end of the four inclined bars 111 is respectively fixedly connected to one end of the four cross bars 112 away from the fixed sleeves 115, and the other ends are rotatably connected to the sliding block 114. By providing the four cross bars 112, the four fixed sleeves 115 and the four inclined bars 111, the pile diameter measuring device 1 in the present embodiment can ensure the accuracy of the pile diameter measurement result when measuring the pile diameter.

[0124] Specifically, in this embodiment, a flow sensor is further included which is arranged in the conduit 6 and is used to monitor the concrete grouting flow in real time. The signal output end of the flow sensor is communicatively connected with the signal input end of the controller. By setting the flow sensor, the embodiment can obtain the grouting volume data based on the flow monitoring according to the flow monitoring in the conduit 6 and the grouting time calculation, thereby verifying the grouting volume data obtained in this embodiment based on the change of the weighing data. If the difference between the two is within the predicted value range, the grouting volume data is normal. Otherwise, it is necessary to re-verify the concrete density data in the hopper 2, or perform the mean processing of the measured volume data of the two, so as to improve the monitoring accuracy of the grouting volume data.

[0125] Specifically, in this embodiment, the lifting drive mechanism is an electric hoist, and the signal input end of the electric hoist is communicatively connected with the output end of the controller;

[0126] It also includes a hopper 2 and a conduit 6, and a weighing sensor 3 disposed at the bottom of the hopper 2, wherein a signal output end of the weighing sensor 3 is connected to a signal input end of the controller;

[0127] The electric control valve 4 is arranged at the discharge port of the hopper 2, and the top of the conduit 6 is located directly below the discharge port of the hopper 2;

[0128] 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 the rotating shaft. When the rotating shaft rotates at a high speed, the vibrator 7 and the bottom of the conduit 6 fixedly connected thereto vibrate at a high frequency, so that the bottom of the conduit 6 located below the concrete liquid surface and the vibrator 7 can vibrate out the gas in the bubbles, hollows and other structures in the concrete, thereby compacting the concrete.

[0129] It is to be understood that the above embodiments are merely exemplary embodiments used to illustrate the principles of the present invention, but 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 a cast-in-place pile, characterized in that: The steps include: S0, measuring the corresponding pile diameters at multiple pile hole depths of the pile hole to be grouted, generating multiple two-dimensional arrays of the pile hole depths and the corresponding pile diameters, and performing fitting modeling based on the two-dimensional arrays to obtain a three-dimensional model of the pile hole to be grouted; S1, grouting the entire pile hole in multiple times: the volume data of a single grouting is v, monitoring the real-time liquid level h after the current grouting, and then going to S2; S2, importing the single grouting volume data v into the three-dimensional model of the pile hole to be grouted, generating the predicted liquid level height H of the current three-dimensional model based on the initial zero point, and taking the predicted liquid level height H as the next zero point, and then going to S3; S3. Compare the real-time liquid level h and the predicted liquid level H: When situation A occurs: the height difference between the two is within the preset value range, and there is no abnormal output display, then go to S1; When situation B occurs: the real-time liquid level height h is higher than the predicted liquid level height H, and the height difference between the two exceeds the preset value range, and the output bubble abnormality display is 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 height difference between the two exceeds the preset value range, the output sinking abnormal display is displayed, then go to S5; 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 a preset value range, and then go to S1; S5, insert the catheter (6) and start the vibrator (7) on the catheter (6) until the real-time liquid level stops decreasing, 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, and go to S1.

2. A method for controlling the grouting quality of a bored pile according to claim 1, characterized in that: In S2, the following steps are specifically included: S21, performing shell extraction processing on the three-dimensional model of the pile hole to be grouted; S22, importing the three-dimensional model of the pile hole to be grouted after the shell extraction process into the finite element analysis software; S23, generating filling particles with a total volume data of v according to the gradation relationship of concrete in the finite element analysis software; S24, filling the filling particles into the three-dimensional model of the pile hole to be grouted after the shell is extracted, and obtaining the predicted liquid level height H of the three-dimensional model.

3. The grouting quality control method of a bored pile according to claim 1, characterized in that: In S1, before turning to S2, it is also necessary to compare the current real-time liquid level h with the pile hole height data K in the three-dimensional model of the pile hole to be grouted: If h = K, the whole pile hole grouting process is completed; If h<K, go to S2.

4. A method for controlling the grouting quality of a bored pile according to claim 3, 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 3D model are counted and compared: If the difference between the actual grouting volume V1 and the estimated grouting volume V2 is within the preset range, the output will be displayed without abnormality; If the difference between the actual total grouting volume V1 and the estimated total grouting volume V2 is outside the preset range, the output is displayed for key sampling.

5. The method for controlling the grouting quality of a bored pile according to claim 1, characterized in that: In S1, the real-time liquid level height h is the average of the real-time liquid level heights of multiple liquid level monitoring points after monitoring the current grouting.

6. The method for controlling the grouting quality of a bored pile according to claim 1, characterized in that: In S1, the single grouting volume data v is calculated based on the data change of the weighing sensor (3) and the concrete slurry density measured in advance, and / or is calculated based on the flow rate in the conduit (6) and the single grouting time.

7. The method for controlling the grouting quality of a bored pile according to claim 1, characterized in that: 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.

8. A grouting quality control system for a bored pile, characterized in that: A controller for implementing a grouting quality control method for a bored pile according to any one of claims 1 to 7, further comprising: A laser sensor (8) for monitoring the liquid level, and a pile diameter measuring device (1) for measuring the pile diameters corresponding to the pile holes at multiple depth positions; It also includes an electric control valve (4) for controlling the discharge of concrete slurry, a lifting drive mechanism for controlling the lifting of the guide tube (6), and a vibrator (7) arranged on the guide tube (6); The signal output ends of the pile diameter measuring device (1) and the laser sensor (8) are both communicatively connected to the signal input end of the controller, and the signal input ends of the electric control valve (4), the lifting drive mechanism, and the vibrator (7) are both communicatively connected to the signal output end of the controller.

9. The grouting quality control system for a bored pile according to claim 8, characterized in that: The pile diameter measuring device (1) comprises a cable A (12) and a cable B (13), and an encoder A (14) and an encoder B (15) for measuring the lowering lengths of the cable A (12) and the cable B (13) respectively; The encoder A (14) is pressed against the cable A (12) and moves synchronously therewith, and the encoder B (15) is pressed against the cable B (13) and moves synchronously therewith, and the signal output ends of the encoder A (14) and the encoder B (15) are communicatively connected to the signal input end of the controller. The pile diameter measuring device (1) further comprises a pile diameter measuring mechanism (11), wherein the pile diameter measuring mechanism (11) comprises at least two inclined rods (111) and at least two transverse rods (112), as well as a fixed pressure block (113) and a sliding pressure block (114); The top ends of the two inclined rods (111) are rotatably connected to the sliding block (114), the other ends of the two inclined rods (111) are rotatably connected to the two cross rods (112) respectively, the ends of the two cross rods (112) away from the inclined rods (111) are slidably connected to the two ends of the fixed pressure block (113), the cable A (12) passes through the sliding block (114) and is fixed to the top of the fixed pressure block (113), and the cable B (13) is fixedly connected to the top of the sliding block (114).

10. The grouting quality control system of a bored pile according to claim 8, characterized in that: The lifting drive mechanism is an electric hoist, and the signal input end of the electric hoist is communicatively connected with the output end of the controller; It also includes a hopper (2) and a conduit (6), and a weighing sensor (3) arranged at the bottom of the hopper (2), wherein a signal output end of the weighing sensor (3) is connected to a signal input end of a controller; The electric control valve (4) is arranged at the discharge port of the hopper (2), and the top of the conduit (6) is located directly below the discharge port of the hopper (2); The vibrator (7) is fixedly connected to the bottom of the conduit (6).

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