Intelligent pipe carrier construction method and digital construction method

Abstract

The application discloses an intelligent in-pipe carrier construction method, comprising the following steps: S1. forming a reference pile hole at a sampling hole; calculating a standard amount of filling material, calibrating a zero point of ramming inspection, and setting a starting node of automatic filling as a difference between a pile bottom elevation after a first hit of a rammer and a hammer bottom elevation falling within a ramming inspection threshold; S2. feeding, lifting and hitting the rammer, and detecting a hammer bottom first hit elevation, so that a first hit difference is obtained by subtracting the first hit elevation from the pile bottom elevation; correcting the lifting height of the rammer and falling and hitting the rammer until the first hit difference of the filling material at the zero point of ramming inspection of the rammer hitting meets the ramming inspection threshold, and obtaining a ramming inspection height; S3. in an implementation pile hole adjacent to the reference pile hole, taking the ramming inspection height as an initial lifting height, and repeatedly performing the step S2 to obtain an implementation height of the rammer lifting; S4. in the implementation pile hole, performing automatic filling and hitting according to the implementation height in the step S3; and S5. detecting the compactness. The application takes the reference pile hole at the sampling hole as a reference basis, and has the advantages of accurate automatic filling and hitting parameters during group pile construction.

Description

Technical Field

[0001] This application relates to the field of carrier pile construction technology, and in particular to an intelligent in-pipe carrier construction method and a digital construction method. Background Technology

[0002] A bearing pile is a type of pile that can be equivalent to an extended foundation, consisting of a pile body, a composite carrier, and influencing soil. Due to the large bearing area of ​​the composite carrier, it has significant advantages when used as a compression pile. The pile body is generally a cast-in-place concrete structure or a high-strength prestressed precast pile. The difference in construction lies in that cast-in-place bearing piles are constructed under a steel pipe retaining wall, while precast bearing piles are constructed under a precast pipe pile retaining wall. The composite carrier is a composite body located at the bottom of the pile body, compacted with deep filling material. Depending on the construction method, composite carriers are mainly classified as dynamic compaction, static pressure, and rotary compaction. Dynamic compaction, with its flexible operation, simple equipment, and high construction efficiency, has become the mainstream construction method.

[0003] The dynamic compaction method mainly involves raising a heavy hammer and using the impact energy of the free fall of the hammer to compact the filling material in the pile hole. In the current advanced dynamic compaction construction, an automatic determination mechanism has been developed that can automatically and quantitatively deliver the filling material, automatically lift the hammer to compact, and determine whether to fill the pile hole or continue compaction based on the compaction amount of one blow.

[0004] For example, Chinese patent CN113322928A discloses an automated multi-equipment high-efficiency construction method for non-displacement carrier piles. It sets the zero point of the tamping hammer at the same elevation as the bottom of the pile. Based on the difference in the stroke of the tamping hammer relative to the zero point after each tamping, the method can automatically determine the next construction step, thus realizing the automated construction of composite carrier piles.

[0005] For example, Chinese patent CN114991144A discloses an automated construction equipment for carrier piles. By setting baffles on the automatic material conveying belt and connecting the lifting drive that drives the baffles to rise and fall with a quantitative controller, it can achieve high-precision control of the material conveying amount, which is conducive to improving the accuracy of the judgment mechanism in the automated construction method of composite carriers.

[0006] Therefore, the dynamic compaction method for composite carrier piles has basically entered the automated construction process, which is of epoch-making significance for the development of carrier pile construction technology and has significant social and economic benefits. However, for the automated construction of composite carriers, the first problem to be solved is to determine the soil properties of the soil layer at the pile bottom elevation based on the soil investigation report of the target foundation, and then set the matching hammer lifting height, single material delivery volume and judgment parameters. Only then can the construction equipment operate automatically in a standardized manner.

[0007] However, even when constructing a pile group within the same single-unit area, the number of sampling points is far less than the number of piles in the pile group. This is because during geological surveys, samples are typically taken from the four corners of the single unit or from points that divide the long side into thirds. Consequently, the soil properties at the actual pile location may differ from those in the survey report. For example, if the pile location is in cohesive soil with a higher water content than reported and a compression modulus less than 10 MPa, the repeated impacts of the heavy hammer during automated composite pile construction, even with standard compaction parameters, can damage the cohesive soil, reducing its bearing capacity and turning it into "rubber soil." In such cases, even with excessive filler material, it's difficult to compact it to the required three-blow penetration, keeping the construction equipment in a constant state of cyclic filling and compaction, severely impacting construction efficiency and quality. Summary of the Invention

[0008] To address the issue of inconsistent control parameters in automated construction at pile locations due to the difficulty in accurately characterizing the soil properties at the pile bottom elevation of each pile location through geological surveys, this application provides an intelligent in-pipe carrier construction method and a digital construction method.

[0009] The first aspect of this application provides an intelligent in-pipe carrier construction method using the following technical solution:

[0010] An intelligent method for constructing carriers within pipes includes the following steps:

[0011] S1. Reference pile hole setting: Drill a hole to the bottom elevation of the pile at the sampling hole of the geological survey to form a reference pile hole; calculate the standard amount of automatic filling material in a single operation, and calibrate the upper elevation of the standard amount of filling material accumulated in the reference pile hole as the zero point of the compaction test; set the starting point of the automatic filling material as the difference between the bottom elevation of the pile and the bottom elevation of the hammer falling into the compaction test threshold after one heavy hammer blow.

[0012] S2. Referencing the pile hole for compaction, the standard amount of filling material is added to the reference pile hole, the hammer is raised to compact, and the impact elevation of the bottom of the hammer after one blow is detected. The impact elevation is obtained by subtracting the impact elevation from the pile bottom elevation. The hammer lifting height is adjusted and the hammer is lowered to compact until the impact elevation of the upper layer of filling material reaches the zero point of the compaction test in a single hammering operation. The impact elevation meets the compaction test threshold. The hammer lifting height at this time is the compaction test height.

[0013] S3. Perform pile hole verification and tamping. Drill a hole at the pile hole mark adjacent to the reference pile hole as the implementation pile hole. Use the verification and tamping height as the initial hammer lifting height. Repeat step S2 to verify and tamping to obtain the implementation height of the hammer lifting.

[0014] S4. Carry out pile hole construction, using the construction height mentioned in step S3 as the hammer lifting height, and carry out automatic filling and tamping in the implemented pile hole;

[0015] S5. Compaction test: Conduct a compaction test on the filler material. Stop compaction when the compaction meets the construction requirements.

[0016] Optionally, when correcting the tamping height in step S2,

[0017] If the single-blow standard deviation is less than the minimum value of the tamping threshold, then increase the lifting height of the hammer and lift the heavy hammer to tampe again.

[0018] If the single-blow standard deviation is greater than the maximum value of the tamping threshold, then reduce the lifting height of the hammer and lift the heavy hammer to tampe again;

[0019] If the one-blow standard deviation meets the tamping threshold range, then the initial hammer lifting height or the corrected hammer lifting height is calibrated as the tamping height;

[0020] Each time the compaction is repeated, filler material is added to the reference pile hole so that the upper layer of filler material reaches the zero point of the compaction test.

[0021] Optionally, an extreme value for the hammer lifting height is set. When verifying the test tamping height in step S2 and the implementation height in step S3, if the hammer lifting height reaches the extreme value for the hammer lifting height and the corresponding one-blow standard deviation still does not reach the test tamping threshold range, the extreme value for the hammer lifting height is determined to be either the test tamping height or the implementation height.

[0022] Optionally, when the compression modulus of the soil layer around the pile bottom elevation is less than 10 MPa, the compaction threshold is -5 cm to -20 cm; when the compression modulus of the soil layer around the pile bottom elevation is greater than or equal to 10 MPa, the compaction threshold is 5 cm to 20 cm.

[0023] Optionally, the formula for calculating the standard quantity in step S1 is:

[0024]

[0025] Where V0 is the standard amount of filler in a single application, D is the packing diameter of the filler, L is the absolute value of the tamping threshold, and k is a correction coefficient with a value of 1.1 to 1.5.

[0026] Optionally, in step S3, when performing the test compaction in the pile hole, the hammer is raised to the test compaction height, and the one-strike standard deviation after the hammer strikes is detected.

[0027] If the single-blow standard deviation is less than the minimum value of the tamping threshold, then increase the lifting height of the hammer and lift the heavy hammer to tampe again.

[0028] If the single-blow standard deviation is greater than the maximum value of the tamping threshold, then reduce the lifting height of the hammer and lift the heavy hammer to tampe again;

[0029] If the one-beat standard deviation meets the tamping threshold range, then the tamping height or the corrected hammer lifting height is calibrated as the implementation height;

[0030] Each time the pile is re-compacted, filler material is added into the pile hole to make the upper layer of filler material reach the zero point of the compaction test.

[0031] Optionally, when correcting the hammer height in steps S2 and S3, if the measured one-blow standard deviation after two consecutive corrections of the hammer height falls at both ends of the range of the tamping threshold, then the single correction amount of the hammer height is reduced and the hammer height is corrected, and the tamping operation is repeated.

[0032] Optionally, in step S4, when automatic filling and tamping are performed in the implementation pile hole, if the standard deviation of the single blow calculated after the last hammer blow after multiple cumulative tamping blows reaches the tamping threshold range for the first time, then the standard amount of filling material is automatically added to the implementation pile hole; otherwise, no filling is performed.

[0033] Optionally, in step S4, one reference pile hole corresponds to multiple adjacent implementation pile holes, and the distance between the implementation pile hole and the corresponding reference pile hole is no more than 20m.

[0034] Optionally, the method for detecting the compactness of the filler in step S5 is three-blow penetration test;

[0035] Alternatively, the amount of sinking after each impact of the hammer can be measured. If, after no less than five consecutive impacts without filler, the amount of sinking after each impact shows a decreasing trend or a locally equal trend, the filler is considered to meet the density standard.

[0036] The second aspect of this application provides a digital construction method for in-pipe carriers, which adopts the following technical solution:

[0037] A digital construction method for in-pipe carriers, based on the above-mentioned intelligent in-pipe carrier construction method, is further configured as follows: in step S4, the basic data and construction data of the construction in the implementation pile hole are recorded.

[0038] The basic data includes the pile top elevation, pile bottom elevation, and site elevation;

[0039] The construction data includes the tamping threshold, the standard quantity, the implementation height, the tamping settlement per hammer blow, and the number of hammer blows.

[0040] The basic data and the construction data are stored locally to form initial data, which is then uploaded to the server and the server generates a construction record table; or a construction record table is generated locally based on the initial data and then uploaded to the server.

[0041] In summary, this application includes at least one of the following beneficial technical effects:

[0042] 1. When constructing a group of carrier piles in a single area, multiple pile locations near the sampling hole are divided into a standard construction area. Within this standard construction area, after drilling to the pile bottom elevation at the sampling hole and forming a reference pile hole, the soil properties around the pile bottom elevation are referenced to those of the reference pile hole. This allows for rapid correction of the hammer lifting height with minimal error, improving construction efficiency. Simultaneously, dividing multiple group piles within a single area into multiple standard construction areas and setting construction parameters based on different reference pile bottom elevations and surrounding soil properties effectively mitigates the problem of unreasonable automated construction parameter settings caused by differences in soil properties within a single area. This, in turn, effectively ensures the construction quality of the composite carrier pile during automated construction.

[0043] 2. The judgment logic for correcting the lifting height of the heavy hammer during the compaction process is visualized and digitized, and then input into the control computer of the automatic filling compaction equipment. This enables fully automated compaction operations in both reference pile holes and actual pile holes, greatly reducing the interference of subjective factors during human operation and laying the foundation for fully automated intelligent construction of composite carriers.

[0044] 3. Setting extreme values ​​for hammer lifting height further improves the judgment logic for correcting the hammer lifting height during the compaction process, further enhancing the automation operability of the automatic filling compaction equipment, and making the intelligent construction method of this application less subject to human interference.

[0045] 4. By generating construction record sheets for key construction parameters and uploading them to the server, the construction parameters of each pile foundation can be traced and tamper-proofed, which is beneficial for the construction party and the supervision party to control the construction quality. At the same time, it can realize remote monitoring of construction quality, which helps to improve the current situation where the construction party's quality control personnel and the supervision party need to check the construction progress in multiple locations and at multiple piles during project construction. Attached Figure Description

[0046] To more clearly illustrate the technical solutions in the embodiments of this application, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0047] Figure 1 This is a schematic diagram showing the distribution of reference pile holes and implemented pile holes in an embodiment of this application;

[0048] Figure 2 This embodiment of the application is mainly used to show the cross-sectional structural diagram of the zero point of the compaction test and the pile bottom elevation;

[0049] Figure 3 This is a flowchart of the verification and compaction process according to an embodiment of this application.

[0050] Explanation of the attached diagram markings: 1. Pile bottom elevation; 21. Reference pile hole; 22. Implemented pile hole; 3. Zero point for compaction verification. Implementation

[0051] The following is in conjunction with the appendix Figure 1-3 This application will be described in further detail.

[0052] This application discloses an intelligent method for constructing a carrier within a pipe. (Refer to...) Figure 1 and Figure 2 The intelligent in-pipe carrier construction method includes the following steps:

[0053] S1. Reference pile hole 21 is set up by drilling a hole at the sampling hole of the geological survey to the pile bottom elevation 1, forming reference pile hole 21. When constructing cast-in-place carrier piles, the hole formation method can be any one of drilling machine drilling, rotary drilling, long spiral drilling, or hammer drilling, and a steel casing is required to protect the wall in reference pile hole 21. When constructing precast carrier piles, prestressed hollow piles with sealed bottoms can be directly pressed down to the pile bottom elevation 1. At the same time, the standard quantity of automatic filling material is calculated. The upper elevation of the standard quantity of filling material accumulated in reference pile hole 21 is the zero point 3 for tamping. The starting point of automatic filling material is set when the difference between the pile bottom elevation 1 and the hammer bottom elevation falls into the tamping threshold after one hammer blow.

[0054] The compaction threshold is used to characterize the degree to which the standard amount of fill material is compacted. Different values ​​are set for different soil properties. Specifically, when the compressibility modulus of the soil layer surrounding the pile bottom elevation is less than 10 MPa, the hammer must be waterproofed when compacting the fill material, and the hammer base must not exceed the soil layer at the pile bottom elevation. Therefore, the compaction threshold is set to a negative value, specifically -5 to -20 cm, with values ​​of -10 cm, -15 cm, or -18 cm to be selected based on the actual construction scenario. When the compressibility modulus of the soil layer surrounding the pile bottom elevation is greater than or equal to 10 MPa, the hammer can pass over the soil layer at the pile bottom elevation. Therefore, the compaction threshold is set to a positive value, ranging from 5 to 20 cm, with values ​​of 10 cm, 15 cm, or 18 cm to be selected based on the actual construction scenario.

[0055] S2. Refer to pile hole 21 for tamping test. Put a standard amount of filling material into the reference pile hole 21. Determine the nominal height under the construction requirements based on construction experience. Raise the hammer to the nominal height and then tampe. Generally, the nominal height is 3m. Then check the one-strike elevation of the bottom of the hammer after one strike. Subtract the one-strike elevation of the bottom of the hammer from the pile bottom elevation 1 to get the one-strike elevation difference. Correct the hammer lifting height and drop the hammer to tampe until the one-strike elevation difference calculated after the hammer hits the upper layer of filling material at the tamping zero point 3 meets the tamping threshold. At this time, the hammer lifting height is the tamping height.

[0056] S3. Perform tamping test on pile hole 22. Drill a hole at the pile hole mark adjacent to reference pile hole 21 to obtain the implementation pile hole 22. The specific drilling method is the same as the drilling method of the aforementioned reference pile hole 21. Then, take the tamping test height as the initial hammer lifting height and repeat step S2 to obtain the implementation height of the hammer lifting.

[0057] S4. Construct pile hole 22. Use the construction height in step S3 as the hammer lifting height. Perform automatic filling and tamping in the pile hole 22. The automatic filling node during the hammer tamping process is based on the automatic filling start node in step S1. That is, if the standard deviation of the last hammer after multiple hammer tampings reaches the tamping threshold range for the first time, then the standard amount of filling material is automatically added to the pile hole 22; otherwise, no filling is performed.

[0058] S5. Compaction test: Conduct a compaction test on the filler material. Stop compaction once the compaction meets the compaction standard required for construction.

[0059] Therefore, when constructing a group of carrier piles in a single area, after marking the pile positions in the single area, multiple pile positions near the sampling holes can be divided into a standard construction area based on the distribution of sampling holes obtained from geological surveys. Within this standard construction area, after drilling to pile bottom elevation 1 at the sampling hole and forming a reference pile hole 21, the soil properties at pile bottom elevation 1 of the remaining pile positions are referenced to the soil properties at pile bottom elevation 1 of the reference pile hole 21. In this way, dividing multiple group piles in a single area into multiple standard construction areas and setting construction parameters based on the soil properties at pile bottom elevation 1 of different reference pile holes 21 can effectively improve the situation where unreasonable automated construction parameter settings occur due to differences in soil properties within a single area, and can effectively ensure the construction quality of the composite carrier pile during automated construction.

[0060] Specifically, after moving the automatic filling and tamping equipment to the reference pile hole 21, a standard amount of filling material is automatically fed into the reference pile hole 21. The hammer is then raised to the nominal height for tamping. Based on the detected and calculated one-blow standard deviation, it is compared with the tamping threshold to correct the hammer lifting height. After each correction, the filling material in the reference pile hole 21 is replenished to the tamping zero point to ensure that the top elevation of the tamped filling material remains unchanged after each hammer lifting height correction. This minimizes the possibility of errors in the one-blow standard deviation caused by different top elevations of the filling material, thus ensuring the accuracy of the hammer lifting height correction.

[0061] It should be noted that when adding filler material after correcting the hammer height parameters, the automatic filler compaction equipment can calculate the elevation of the hammer bottom after the previous blow. The difference between this elevation and the zero point 3 of the compaction test is the accumulation depth of the filler material to be added. Then, the required amount of filler material can be calculated based on the diameter of the reference pile hole 21.

[0062] Therefore, after repeated corrections, the most suitable hammer lifting height, i.e., the tamping height, can be determined under the soil properties at the pile bottom elevation 1. Then, when tamping is performed in the implementation pile hole 22 within the standard construction area corresponding to the reference pile hole 21, the same steps are used to determine the hammer lifting height corresponding to different pile positions in the implementation pile hole 22. Furthermore, this tamping height can be autonomously adjusted according to the actual tamping operation in different implementation pile holes 22, providing precise construction parameters for the automated construction of automatic filling compaction equipment, and making the composite carrier construction in the implementation pile hole 22 more standardized and intelligent.

[0063] During the tamping operation, refer to Figure 2 and Figure 3 In step S2, when adjusting the test tamping height, if the one-blow standard deviation is less than the minimum value of the test tamping threshold, such as a one-blow standard deviation less than 5cm or -20cm, it indicates that the hammer tamping energy is insufficient. In this case, the hammer lifting height is increased and the hammer is lifted again for tamping. If the one-blow standard deviation is greater than the maximum value of the test tamping threshold, such as a one-blow standard deviation greater than 20cm or -5cm, it indicates that the hammer tamping energy is too large. In this case, the hammer lifting height is reduced and the hammer is lifted again for tamping. If the one-blow standard deviation meets the test tamping threshold range, the initial hammer lifting height or the corrected hammer lifting height is calibrated as the test tamping height. And each time tamping is repeated, filler material is added to the reference pile hole 21 so that the upper layer of filler material reaches the test tamping zero point 3.

[0064] Similarly, in step S3, when performing the test compaction in the pile hole 22, the hammer is raised to the test compaction height, and the standard deviation of the hammer after one blow is detected. If the standard deviation of the hammer is less than the minimum value of the test compaction threshold, the hammer's impact energy is insufficient, so the hammer lifting height is increased and the hammer is lifted again for compaction. If the standard deviation of the hammer is greater than the maximum value of the test compaction threshold, the hammer's impact energy is too large, so the hammer lifting height is reduced and the hammer is lifted again for compaction. If the standard deviation of the hammer is within the test compaction threshold range, the test compaction height or the corrected hammer lifting height is calibrated as the implementation height. And each time the compaction is repeated, filler material is added to the pile hole 22 so that the upper layer of filler material reaches the test compaction zero point 3.

[0065] Each time the hammer height is adjusted, the single adjustment amount can be determined from 30cm to 100cm depending on the actual construction situation. Moreover, if the standard deviation of one blow obtained after two consecutive adjustments falls outside the range of the compaction threshold, such as one being less than the minimum value of the compaction threshold and the other being greater than the maximum value of the compaction threshold, then the single adjustment amount of the hammer height should be reduced, the hammer height should be adjusted, and the compaction operation should be repeated.

[0066] By inputting the above-mentioned compaction judgment logic into the control computer of the automatic filling compaction equipment, fully automated compaction operations can be achieved in the reference pile hole 21 and the actual pile hole 22. This greatly reduces the interference of subjective factors during human operation, summarizes the construction experience of construction personnel and transforms it into digital parameter standards. Combined with the compaction judgment logic, this lays a good logical foundation for the fully automated intelligent construction of composite carriers, greatly improves the standardization, intelligence, high quality and high efficiency of carrier pile group construction, and can significantly reduce construction costs and social resource consumption.

[0067] On the other hand, considering that when the soil at pile bottom elevation 1 has good properties and high bearing capacity, after filling material is added to the reference pile hole 21 or the implemented pile hole 22, the one-strike deviation after a single hammer blow may not reach the standard for verification compaction, especially after multiple re-compactions, when the soil at pile bottom elevation 1 has been compacted and its bearing capacity is further enhanced, making it more difficult for the filling material to diffuse into the surrounding soil layers. To avoid the automatic filling and compaction equipment from infinitely accumulating the hammer lifting height, an extreme value for the hammer lifting height is set. When verifying the verification compaction height in step S2 and the implementation height in step S3, when the hammer lifting height reaches the extreme value, even if the corresponding one-strike deviation still does not reach the verification compaction threshold range, re-compaction is stopped, and the extreme value of the hammer lifting height is determined to be the verification compaction height or the implementation height. This further improves the automation operability of the automatic filling and compaction equipment.

[0068] Meanwhile, based on the foundation setup during the construction of the carrier pile, the calculation method for the standard quantities in step S1 is as follows:

[0069]

[0070] Where V0 is the standard amount of filler material per pass, D is the pile diameter of the filler material, L is the absolute value of the tamping threshold, and k is a correction coefficient ranging from 1.1 to 1.5. The purpose of introducing the k value is to consider that the filler material is in a floating state when it is first put into the pile hole. Increasing the standard amount helps to ensure that the filler material after being tamped can fill the tamping pit formed by the previous blow as much as possible.

[0071] Furthermore, in step S4, one reference pile hole 21 corresponds to multiple adjacent implementation pile holes 22, and the distance between the implementation pile hole 22 and the corresponding reference pile hole 21 is no more than 20m; in step S5, the method for detecting the compaction of the filling material is three-blow penetration test; or the amount of settlement after each blow of the hammer is detected. When the amount of settlement after each blow of the hammer after no less than five consecutive blows without filling material shows a decreasing trend or a local equal trend, it is considered that the filling material meets the compaction standard.

[0072] This setup maximizes the representativeness of the soil properties at the bottom elevation 1 of the reference pile hole 21 in each standard construction area, thereby reducing the number of verification and correction operations during the implementation of pile hole 22 and improving the efficiency of group pile construction for carrier piles.

[0073] This embodiment also discloses a digital construction method for in-pipe carriers. Based on the above-mentioned intelligent in-pipe carrier construction method, it further includes: in step S4, recording the basic data and construction data of the construction in the pile hole 22.

[0074] The basic data includes the pile top elevation, pile bottom elevation 1, and site elevation;

[0075] Construction data includes the tamping threshold, standard quantity, implementation height, tamping settlement per hammer blow, and number of hammer blows.

[0076] The basic data and construction data are stored locally to form initial data, which is then uploaded to the server and the server generates a construction record table; or the construction record table is generated locally based on the initial data and then uploaded to the server.

[0077] The server can communicate remotely with terminal devices, which can be, but are not limited to, mobile phones, laptops, and computers. The pile top elevation, pile bottom elevation 1, and site elevation in the basic data are all construction design parameters, which can be derived according to design requirements.

[0078] With this setup, by storing key data from the composite carrier construction process on the physical storage device and uploading it to the cloud, two key advantages are achieved. First, generating construction record tables for critical construction parameters enables traceability of construction parameters for each pile location, facilitating quality control for both the construction and supervision teams. Second, the construction record tables, composed of key construction parameters, are not only stored locally but also uploaded to the server, providing double protection against tampering of construction parameters for each pile location and further ensuring the traceability of individual pile construction parameters.

[0079] On the other hand, uploading key construction parameters to the server enables remote monitoring of construction quality, which is beneficial for quality monitoring when multiple piles are being constructed simultaneously. This can greatly improve the efficiency of quality control in large-scale site construction, large-scale project construction, or construction in multiple or different locations. It helps to improve the current situation where construction quality control personnel and supervisors need to check the construction progress at multiple locations and multiple piles during project construction, and has a great significance for promoting efficient and high-quality engineering construction.

[0080] Unless otherwise defined, the technical or scientific terms used in this application shall have the ordinary meaning understood by one of ordinary skill in the art to which this application pertains. The terms "first," "second," "third," and similar words used in this application specification and claims do not indicate any order, quantity, or importance, but are merely used to distinguish different components. The terms "a" or "an," and similar words do not indicate a quantity limitation, but rather indicate the presence of at least one. The terms "comprising," "including," and similar words mean that the elements or objects preceding "comprising" or "including" encompass the elements or objects listed following "comprising" or "including" and their equivalents, but do not exclude other elements or objects. "Above," "below," "left," "right," etc., are used only to indicate relative positional relationships; when the absolute position of the described object changes, the relative positional relationship may also change accordingly.

[0081] The above are all optional embodiments of this application and are not intended to limit the scope of protection of this application. Therefore, all equivalent changes made in accordance with the structure, shape and principle of this application should be covered within the scope of protection of this application.

Claims

1. An intelligent method for constructing a carrier within a pipe, characterized in that: Includes the following steps: S1. Referencing the pile hole setting, a hole is drilled at the sampling hole of the geological survey to the pile bottom elevation (1) to form a reference pile hole (21); calculate the standard amount of automatic filling material in a single operation, and mark the upper elevation of the filling material of the standard amount accumulated in the reference pile hole (21) as the zero point of the compaction test (3). Set the starting point of the automatic filling material as the difference between the pile bottom elevation (1) and the hammer bottom elevation after the hammer blow falls into the compaction test threshold. S2. Refer to the pile hole for tamping, put the standard amount of filling material into the reference pile hole (21), lift the heavy hammer to tamp and check the first blow elevation of the bottom of the heavy hammer after one blow, and subtract the first blow elevation from the pile bottom elevation (1) to obtain the first blow elevation difference; Adjust the hammer lifting height and drop the hammer to ram until the single hammer rams the upper layer of filler material with a single height of the ramming zero point (3) and the single blow standard deviation meets the ramming threshold. At this time, the hammer lifting height is the ramming height. S3. Perform pile hole verification and tamping. Drill a hole at the pile hole mark adjacent to the reference pile hole (21) to form the implementation pile hole (22). Use the verification and tamping height as the initial hammer lifting height. Repeat step S2 to verify and tamping to obtain the implementation height of the hammer lifting. S4. Implement pile hole construction, using the implementation height mentioned in step S3 as the hammer lifting height, and perform automatic filling and tamping in the implementation pile hole (22); S5. Compaction test: Conduct a compaction test on the filler material. Stop compaction when the compaction meets the construction requirements.

2. The intelligent in-pipe carrier construction method according to claim 1, characterized in that: When correcting the tamping height in step S2, If the one-blow standard deviation is less than the minimum value of the compaction threshold, the hammer lifting height is increased and the heavy hammer is lifted and compacted again; if the one-blow standard deviation is greater than the maximum value of the compaction threshold, the hammer lifting height is decreased and the heavy hammer is lifted and compacted again; if the one-blow standard deviation is within the range of the compaction threshold, the initial hammer lifting height or the corrected hammer lifting height is calibrated as the compaction height. Each time the compaction is repeated, filler material is added to the reference pile hole (21) so that the upper layer of filler material reaches the zero point of the compaction test (3).

3. The intelligent in-pipe carrier construction method according to claim 1, characterized in that: When setting the hammer lifting height extreme value, in step S2 when verifying the tamping height and in step S3 when verifying the implementation height, if the hammer lifting height reaches the hammer lifting height extreme value and the corresponding one-blow deviation still does not reach the tamping threshold range, the hammer lifting height extreme value is determined to be the tamping height or the implementation height.

4. The intelligent in-pipe carrier construction method according to claim 1, characterized in that: When the compressibility modulus of the soil layer around the pile bottom elevation (1) is less than 10 MPa, the compaction threshold value is -5 cm to -20 cm; when the compressibility modulus of the soil layer around the pile bottom elevation (1) is greater than or equal to 10 MPa, the compaction threshold value is 5 cm to 20 cm.

5. The intelligent in-pipe carrier construction method according to claim 1, characterized in that: The formula for calculating the standard quantity in step S1 is: Where V0 is the standard amount of filler in a single application, D is the packing diameter of the filler, L is the absolute value of the tamping threshold, and k is a correction coefficient with a value of 1.1 to 1.

5.

6. The intelligent in-pipe carrier construction method according to claim 1, characterized in that: In step S3, when the tamping test is performed in the pile hole (22), the hammer is raised to the tamping test height and the one-strike standard deviation after the hammer strikes is detected. If the one-blow standard deviation is less than the minimum value of the tamping threshold, the hammer lifting height is increased and the heavy hammer is lifted and tamped again; if the one-blow standard deviation is greater than the maximum value of the tamping threshold, the hammer lifting height is decreased and the heavy hammer is lifted and tamped again; if the one-blow standard deviation is within the range of the tamping threshold, the tamping height or the corrected hammer lifting height is calibrated as the implementation height. Each time the pile is re-compacted, filler material is added into the pile hole (22) so that the upper layer of filler material reaches the zero point of the compaction test (3).

7. The intelligent in-pipe carrier construction method according to claim 1, characterized in that: If, during steps S2 and S3, the hammer lifting height is corrected, and the calculated one-blow standard deviation falls at either end of the range of the tamping threshold after two consecutive corrections, the single correction amount of the hammer lifting height is reduced and the hammer lifting height is corrected, and the tamping operation is repeated.

8. A method for constructing an intelligent in-pipe carrier according to any one of claims 1-7, characterized in that: In step S4, when automatic filling and tamping are performed in the implementation pile hole (22), if the standard deviation of the last hammer after multiple tamping blows reaches the tamping threshold range for the first time, the standard amount of filling material is automatically added to the implementation pile hole (22); otherwise, no filling is performed.

9. A method for constructing an intelligent in-pipe carrier according to any one of claims 1-7, characterized in that: In step S4, one reference pile hole (21) corresponds to multiple adjacent implementation pile holes (22), and the distance between the implementation pile hole (22) and the corresponding reference pile hole (21) is no more than 20m.

10. The intelligent in-pipe carrier construction method according to claim 1, characterized in that: The method for detecting the compactness of the filler in step S5 is the three-blow penetration test; Alternatively, the amount of sinking after each impact of the hammer can be measured. If, after no less than five consecutive impacts without filler, the amount of sinking after each impact shows a decreasing trend or a locally equal trend, the filler is considered to meet the density standard.

11. A digital construction method for in-pipe carriers, based on the intelligent in-pipe carrier construction method as described in any one of claims 1-10, characterized in that: In step S4, the foundation data and construction data constructed in the pile hole (22) are recorded; The basic data includes the pile top elevation, pile bottom elevation (1), and site elevation; The construction data includes the tamping threshold, the standard quantity, the implementation height, the tamping settlement per hammer blow, and the number of hammer blows. The basic data and the construction data are stored locally to form initial data, which is then uploaded to the server and the server generates a construction record table; or a construction record table is generated locally based on the initial data and then uploaded to the server.

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