Method for vibroflotation stone pile machine construction

Abstract

This invention discloses a method for constructing vibratory stone crushing piles, comprising: automatically guiding the vibratory stone crushing pile to the pile point to be constructed based on the latitude and longitude information of the pile point to be constructed and aligning the vibratory compactor system with the pile point; after the vibratory compactor system is aligned with the pile point, adjusting the verticality of the vibratory compactor system to vertically impact the pile point for drilling; during the drilling process, adjusting the flow rate of water and the pressure of air from the automatic feeding system that works in conjunction with the vibratory compactor system to adjust the drilling process based on the current soil density, and monitoring the verticality of the vibratory compactor system in real time, adjusting the verticality of the vibratory compactor system based on the detected verticality deviation; after the pile hole is formed, automatically feeding material into the pile hole that meets the verticality requirements using a loader, and forming a vibratory stone crushing pile that meets the verticality requirements and the preset pile diameter requirements through the vibratory compactor system. The method of this invention allows the pile driver to be automatically positioned, is suitable for situations with poor visibility, accurately controls water and air in different strata, automatically feeds materials and dynamically measures the weight of the stone in real time, and can form vibratory crushed stone piles with uniform diameter and verticality that meet the requirements.

Description

Technical Field

[0001] This invention relates to the field of vibratory compaction pile construction, and more particularly to a method for constructing vibratory compaction stone piles. Background Technology

[0002] Vibro-compaction is a method of foundation treatment in which loose foundation soil layers are compacted by the horizontal vibration of the vibratory compactor of a vibro-compaction stone pile machine and the combined action of high-pressure water or high-pressure air; or by drilling holes in the foundation soil layer and backfilling with stable hard coarse-grained material, and then forming a composite foundation with the reinforced body (vibro-compaction pile) formed by vibration and the surrounding foundation soil.

[0003] During the vibro-compaction construction process, different construction methods are used for strata with different geological conditions. For example, the invention patent with announcement number CN104372788A provides a detailed description of the vibro-compaction stone crushing pile machine and construction method applicable to strata with a thick overburden layer of more than 50m. However, in this construction method, the vibro-compaction stone crushing pile machine uses existing technology to carry out the pile machine positioning, pile hole construction, and pile filling in the hole, which requires a lot of manpower and material resources and cannot achieve automated construction management. In addition, this method does not disclose how to supply water and gas to different strata.

[0004] For example, when the existing pile driver is in place, it requires the cooperation of the operator and the construction personnel. Moreover, due to the limited vision of the construction personnel, there is a human visual error. In particular, night construction or insufficient lighting will limit vision, resulting in low alignment efficiency, large alignment error, and potential safety hazards.

[0005] For example, in existing pile hole construction technology, a multi-section telescopic guide rod connected to a vibratory compactor is used for vibratory compaction. However, when encountering hard layers, especially large gravel, and particularly in areas prone to strong earthquakes, the vibratory compactor with this structure inevitably experiences "side slippage," leading to pile hole deviation. If the deviation is minor and not corrected, the uniformity of the pile diameter and the guarantee coefficient of compaction will be affected, resulting in poor safety of the subsequently formed vibratory compacted stone pile. If the deviation is corrected, the vibratory compactor must be stopped and the hole repaired promptly, inevitably extending the construction period and increasing construction costs. If the deviation is severe, the entire pile must be abandoned, seriously affecting construction progress and costs.

[0006] For example, when filling pile holes with existing technology, it is often impossible to determine whether the crushed stone has actually been added to the pile hole after the loader scoops the material. The usual monitoring method is to add surveillance cameras to the construction site, but this method is susceptible to human error. To avoid this, there are two main methods for weighing the aggregate in traditional construction: one is to manually count the number of buckets loaded by the loader before vibratory compaction, and the other is to build a dedicated weighing platform. The former is too rough, and the latter requires placing the weighing platform next to the pile hole, which is inconvenient to operate due to the large equipment clustered around the pile hole, and is also detrimental to safety.

[0007] Furthermore, real-time measurement of the pile diameter after material is added to the pile hole is one of the key challenges in automating the vibro-compaction process. Common sense suggests that the pile diameter of vibro-compacted gravel piles is closely related to the geological conditions, but this inevitably leads to a problem: extremely uneven pile diameters. In strata such as medium-coarse sand, the vibro-compaction process also generates a compaction effect, which can easily cause the gravel filler to have difficulty spreading, resulting in an excessively small pile diameter. Conversely, in lacustrine sedimentary silt strata, the limited surrounding constraints cause a large amount of filler to be added, making compaction difficult. This manifests as a low densification current. Two common solutions are to reduce the densification current standard or increase the filler size. The former lacks objective basis and is heavily influenced by human factors, while the latter results in an excessively large pile diameter, even leading to pile overlap. Currently, there is no effective solution. In engineering practice, the common practice is to fill a large amount of gravel at once to maximize the height difference of the filler within the hole and create a more uniform effect. However, this method is not objectively sound. For conventional engineering projects, such ambiguity is not a problem. However, in areas prone to strong earthquakes, it poses a significant hidden danger. In the event of a major earthquake, when it is necessary to reduce the excess pore water pressure in the strata to a safe range, the continuity of the pile itself becomes a critical issue. The excessively small pile diameter caused by the pre-densification effect during vibro-compaction drilling in medium-coarse sand layers becomes the weakest link. If the pile is broken or misaligned during a strong earthquake, the vertical upward drainage effect of the excess pore water under the vibro-compaction stone pile will decrease drastically, the possibility of liquefaction will increase, and the engineering effect of vibro-compaction will be severely reduced, threatening the overall operation of the project. Summary of the Invention

[0008] The purpose of this invention is to solve the above-mentioned problems and provide a method for constructing vibratory crushing stone piles. The vibratory crushing stone pile machine can automatically and accurately position itself at the pile point to be constructed, and can be constructed at night or under insufficient lighting conditions. The verticality of the pile hole and the drilling speed of the vibratory crushing construction meet the requirements. The water and air supply can be precisely controlled according to different strata densities. It can automatically feed materials and dynamically measure the weight of the stone in real time, and can form vibratory crushing stone piles with uniform and continuous pile diameter.

[0009] To achieve the above-mentioned objectives of this invention, this invention provides a method for constructing vibratory stone crushing piles, wherein the vibratory stone crushing pile machine includes an automatic feeding system, a hoisting system, a drill rod system, and a vibratory compactor system, and the method includes:

[0010] Based on the latitude and longitude information of the pile point to be constructed and the vibratory stone crushing pile machine, the vibratory stone crushing pile machine is automatically guided to the pile point to be constructed, and the vibratory compactor system is aligned with the pile point.

[0011] After aligning the vibratory compactor system with the construction pile point, adjust the verticality of the vibratory compactor system so that it can vertically perform vibratory compaction and hole-making construction on the construction pile point.

[0012] During the drilling process at the construction pile points, the flow rate of water and the pressure of air in the automatic feeding system of the cooperating vibratory compactor system are adjusted according to the current soil density. The verticality of the vibratory compactor system is also monitored in real time, and the verticality of the vibratory compactor system is adjusted according to the detected verticality deviation.

[0013] After the pile hole is formed by drilling, a loader automatically feeds material into the pile hole that meets the verticality requirements, and a vibratory compactor system is used to form a vibratory crushed stone pile that meets the verticality requirements and the preset pile diameter requirements.

[0014] The automatic guidance of the vibratory stone crushing machine and its alignment with the pile point to be constructed, based on the latitude and longitude information of the pile point and the vibratory stone crushing machine, includes:

[0015] Based on the latitude and longitude information of the pile point to be constructed and the vibratory stone crushing pile machine, the vibratory stone crushing pile machine is automatically guided to the pile point to be constructed.

[0016] After the vibratory stone crushing pile machine is automatically guided to the pile point to be constructed, the vibratory impactor system on the vibratory stone crushing pile machine is aligned with the pile point to be constructed.

[0017] Adjusting the verticality of the vibratory compactor system includes the step of arranging the drill rod system of the vibratory stone crushing pile machine parallel to the mast of the hoisting system so that the vibratory compactor system connected to the bottom of the drill rod system is parallel to the mast.

[0018] Furthermore, adjusting the verticality of the vibratory impactor system also includes real-time detection and adjustment of the verticality of the mast relative to the main unit located on the horizontal plane, so that the mast verticality meets the requirements.

[0019] Among them, the flow rate of water and the pressure of air supplied by the automatic feed system for borehole drilling, which is adjusted according to the current formation density and the action of the vibratory compactor system, include:

[0020] Obtain the current formation density during the drilling process using the vibratory compactor system;

[0021] The flow rate of the supplied groundwater is controlled based on the current formation density; and

[0022] The gas pressure supplied is controlled based on the current formation density.

[0023] By controlling the flow rate of the supplied water and the pressure of the supplied air, the vibratory compactor can complete the hole-making operation under the synergistic action of the water and air.

[0024] Among them, obtaining the current ground compaction during the vibro-compaction process includes:

[0025] Obtain the current oscillation current of the oscillator;

[0026] Based on the preset relationship between vibratory current and formation density, find the formation density corresponding to the current vibratory current.

[0027] The found formation density is determined as the current formation density.

[0028] The automatic feeding of materials into pile holes that meet verticality requirements using a loader includes:

[0029] After forming pile holes that meet the verticality requirements, the first weight information of multiple loaders loaded with stones and the location information of multiple loaders are obtained by polling.

[0030] Based on the location information of multiple loaders, the loaders located in the pile hole feeding area are controlled to sequentially feed the loaded stones into the pile hole, and the second weight information of the loaders after feeding the stones is obtained.

[0031] Based on the first and second weight information of each loader, the weight of stone per bucket of each loader is obtained into the pile hole, and the weight of stone per bucket of multiple loaders is added together to obtain the total weight of stone per bucket of multiple loaders into the pile hole.

[0032] Before obtaining the first weight information of the loader when it is loaded with stones, the process also includes a step of calibrating the weight of the loader when it is unloaded.

[0033] Furthermore, the process of drilling holes for construction piles also includes a step of real-time detection of the lowering depth of the vibratory compactor system, so as to adjust the lowering depth according to the detection results.

[0034] Furthermore, the process of drilling holes at construction pile points also includes a step of real-time monitoring of the drilling speed of the vibratory compactor system, so as to adjust the drilling speed according to the monitoring results.

[0035] Compared with the prior art, the method of vibratory compaction stone pile construction of the present invention has the following advantages:

[0036] 1. The method of this invention employs a positioning guidance system to perform real-time and precise positioning of the vibratory crushing stone pile driver and the pile hole to be constructed, and then transmits this information to the pile driver's graphical interface to guide the driver in precise positioning. The entire process requires only one driver to accurately position the vibratory crushing stone pile driver, eliminating the need for surveyors, thus saving manpower. It is also not limited by the driver's eyesight, solving the problems of low efficiency and safety under conditions of night or insufficient lighting. The positioning efficiency is high, and the positioning error is small. Furthermore, the entire construction process achieves real-time data sharing among the construction team, on-duty engineer, and supervisor, realizing synchronization between construction and supervision, minimizing coordination costs, and significantly improving construction efficiency.

[0037] 2. The method of the present invention, during the vibratory compaction construction of deep and complex foundations exceeding 50 meters in depth using a vibratory compactor system, can adjust the verticality of the mast that exceeds the verticality requirement in a timely manner, so that the vibratory compactor system can vibrate downwards into the construction stratum with the required verticality and form vibratory crushed stone pile holes, ensuring the uniformity and compaction of the formed vibratory crushed stone pile diameter, improving the safety of the vibratory crushed stone pile, and effectively shortening the construction period and reducing construction costs.

[0038] 3. The method of the present invention can obtain hole-forming speed information in real time and adjust the speed of the vibratory compactor system in a timely manner according to the hole-forming speed, so as to achieve precise control of the hole-forming speed of the vibratory compactor. This enables the owner and the construction party to accurately obtain the hole-forming speed of the vibratory compactor pile, which is convenient for construction according to the stratum.

[0039] 4. The method of the present invention can realize automatic feeding and dynamic real-time measurement of stone materials during the construction of vibratory crushing stone pile machine, avoid multiple recording and omission of stone materials in the same pile hole, is easy to operate, accurate in measurement, realizes local and remote weighing data synchronization, automatic monitoring, effectively ensures quality, improves work efficiency, and saves manpower.

[0040] 5. The method of the present invention can form vibro-compacted stone piles with uniform and continuous pile diameter, which solves the problem in the field of poor continuity of vibro-compacted stone piles formed by vibro-compacted construction in medium and coarse sand layers and areas prone to strong earthquakes, and the easy breakage or misalignment of vibro-compacted stone piles under strong earthquake conditions.

[0041] 6. The method of the present invention precisely controls the supply of water pressure and air pressure according to different strata densities, so that the vibratory compactor can successfully complete the deep hole vibratory compaction construction in complex strata under the synergistic effect of appropriate water flow and air pressure, thereby solving the problem of vibratory compaction construction in strata with thick overburden of more than 50m.

[0042] 7. The method of the present invention, through precise control of the water pressure, ensures that the water pressure inside the telescopic guide rod is always greater than the external mud pressure, so as to prevent external mud from entering the telescopic guide rod through the gaps in the telescopic guide rod; and by controlling the current water flow rate within the target water flow rate range and the air pressure within the target air pressure range during the vibratory compaction construction, a small amount of sand and gravel that has entered the telescopic guide rod is removed, allowing the telescopic guide rod to freely expand and contract under the action of water and air, thereby enabling reliable deep hole vibratory compaction construction based on the telescopic guide rod in complex strata.

[0043] The present invention will now be described in detail with reference to the accompanying drawings. Attached Figure Description

[0044] Figure 1 This is a perspective view of the vibratory stone crushing pile machine in the method of the present invention;

[0045] Figure 2 This is a perspective view of the vibratory stone crushing pile machine in the method of the present invention from another angle;

[0046] Figure 3 This is a partially enlarged view of the clamping connection section of the drill pipe verticality maintaining device of the present invention;

[0047] Figure 4 This is a schematic diagram of the first structure of the drill pipe verticality maintaining device of the present invention;

[0048] Figure 5 This is a schematic diagram of the second structure of the drill pipe verticality maintaining device of the present invention;

[0049] Figure 6 This is a schematic diagram of the drill pipe system of the present invention;

[0050] Figure 7 This is a partial schematic diagram of the drill pipe system of the present invention;

[0051] Figure 8 This is a schematic diagram of the connection between the working section of the drill pipe system and the vibratory compactor system of the present invention;

[0052] Figure 9 This is a first schematic block diagram illustrating the verticality adjustment principle of the present invention;

[0053] Figure 10 This is a second schematic block diagram illustrating the verticality adjustment principle of the present invention;

[0054] Figure 11 This is a schematic block diagram of the mast verticality maintaining device of the present invention;

[0055] Figure 12 This is a schematic block diagram of the verticality detection mechanism of the present invention;

[0056] Figure 13This is a flowchart of the construction process of the vibratory stone crushing pile machine of the present invention;

[0057] Figure 14 This is a schematic diagram showing the relative positions of the positioning antenna and the oscillator system;

[0058] Figure 15 This is a schematic diagram of the positioning antenna and oscillator system during real-time positioning.

[0059] Figure 16 This is the initial interface display diagram for positioning the vibratory stone crushing pile machine;

[0060] Figure 17 This is an interface display diagram showing the positioning of the vibratory compactor system of the vibratory stone crushing pile driver, which is aligned with the pile point to be constructed.

[0061] Figure 18 This is a display diagram of the operation interface for each pile hole of the vibratory stone crushing pile machine;

[0062] Figure 19 It is a schematic diagram of a loader, a vibratory compactor, and a remote control system;

[0063] Figure 20 This is a flowchart of a remote control system controlling a loader to feed material into a pile hole;

[0064] Figure 21 This is a schematic diagram of the communication between the loader and the remote control system;

[0065] Figure 22 This is a flowchart of the weighing process when a loader dumps stones into a pile hole;

[0066] Figure 23 This is a schematic diagram of the communication between the vibratory stone crushing pile machine and the central controller of the present invention;

[0067] Figure 24 This is a flowchart of the communication between the vibratory compactor and the central controller;

[0068] Figure 25 This is a flowchart of the oscilloscope depth detection process;

[0069] Figure 26 This is a structural diagram of the detection pulley;

[0070] Figure 27 This is a schematic block diagram of the oscillating shock absorber depth and speed control system;

[0071] Figure 28 This is a schematic block diagram of the vibratory impactor lowering depth detection device;

[0072] Figure 29 This is a schematic block diagram of the water-air linkage control system of the present invention;

[0073] Figure 30This is a flowchart of the method for obtaining the current formation density according to the present invention;

[0074] Figure 31 This is a flowchart of the control method for water supply, air supply, water discharge, and air discharge of the present invention;

[0075] Figure 32 This is a flowchart of the method for controlling the flow rate of the supplied water based on the current ground compaction obtained during the vibro-compaction process, according to the present invention.

[0076] Figure 33 This is a flowchart of the method for controlling the supply pressure of gas based on the current formation density obtained during vibro-compaction construction according to the present invention.

[0077] Figure 34 This is a flowchart of the method for controlling the water supply flow rate of the present invention;

[0078] Figure 35 This is a flowchart of the method for controlling the supply pressure of the gas according to the present invention. Detailed Implementation

[0079] like Figure 1 , Figure 2 The figures show perspective views of the vibratory stone crushing pile machine used in the method of the present invention from two different angles. As can be seen from the figures, the vibratory stone crushing pile machine of the present invention includes a hoisting system 100, a drill rod system 200, a vibratory compactor system 400, and an automatic feeding system 500.

[0080] The hoisting system 100 includes the main unit 101 of the vibratory stone crushing pile machine, the mast 102 connected to the main unit, and the main winch device 501 installed at the rear end of the main unit 101. The drill rod system 200 is hoisted by the wire rope of the main winch device 501 and the mast 102 so that the drill rod system is vertically positioned under its own weight.

[0081] The drill pipe system 200 has an upper connecting section 201 for connecting to the wire rope of the main winch 501, a middle support section 202, and a lower working section 203 for connecting to the vibratory compactor system 400 (typically, such as...). Figure 8 As shown, a shock-absorbing assembly is installed between the working section 203 and the vibratory compactor system 400. The drill pipe system 200 employs a telescopic guide rod of existing technology, allowing the axial length of the drill pipe system 200 to be adjusted to change the lowering or raising position of the vibratory compactor system relative to the ground. Figure 6 , Figure 7As shown, the drill pipe system 200 has multiple layers of casing sequentially nested from the inside out. The connecting section 201 is the top layer casing, the working section 203 is the bottom layer casing, and the support section 202 includes one or more intermediate casings. Adjacent casing layers can be connected using existing connection structures, allowing for smooth axial sliding of adjacent layers while preventing torsion. During operation, the number and length of the multiple casing layers in the drill pipe system can be determined according to usage requirements; for example, more than four layers of casing can be used, with each layer being 18-25 meters long (the top layer casing can be even longer). In use, the length of the multiple casing layers in the drill pipe system can be extended or shortened. When all the multiple casing layers of the telescopic guide rod are extended, the total length of the telescopic guide rod can reach 72 meters or even over 100 meters. Therefore, the vibratory compaction stone-breaking pile machine of this invention can be used for vibratory compaction drilling in strata deeper than 50 meters. It should be noted that the coaxiality is the same when connecting any two adjacent layers of casing. That is, the multiple layers of casing are coaxial after being extended, so that each layer of casing is perpendicular to the pile hole during vibro-compaction construction.

[0082] An automatic feeding system 500 is installed on the main unit 101. This automatic feeding system is installed at the rear of the main unit 101 of the hoisting system 100 and can be used as a counterweight for the main unit 101. The automatic feeding system 500 includes a pneumatic pipe winch 502, a cable winch 503, and a water pipe winch 504, and these three devices are configured to feed synchronously with the main winch 501.

[0083] The water pipe winch and air pipe winch each have a water pipe and an air pipe for connecting to the vibratory compactor system to enable the vibratory compactor to perform vibratory compaction, and a water pipe and an air pipe for achieving dynamic water pressure balance during vibratory compaction. The water pipe and air pipe enabling the vibratory compactor to perform vibratory compaction can be referred to as the downpipe and downair pipe, respectively, and the supplied water and air are referred to as downwater and downair, respectively. The water pipe and air pipe enabling dynamic water pressure balance during vibratory compaction can be referred to as the upwater and upair pipe, respectively, and the supplied water and air are referred to as upwater and upair, respectively.

[0084] Water is sprayed from the bottom of the vibratory compactor to pre-damage the formation, while air is sprayed from the bottom of the telescopic guide rod to assist the water in pre-damaging the formation. The vibratory compactor, water, and air work together to complete the vibratory compaction operation. Water is drawn upwards inside the telescopic guide rod by the baffle at the bottom, while air is drawn upwards by the baffle at the bottom, assisting the water in carrying away sand and gravel that have entered the guide tube, preventing sand from settling inside the guide rod and causing blockage. The combined action of water and air allows the telescopic guide rod to extend and retract freely.

[0085] In summary, see Figure 13When using a vibro-compactor for vibro-compacting construction in ultra-deep and complex strata in earthquake-prone areas, this invention provides a method for using the aforementioned vibro-compactor, which includes:

[0086] Based on the latitude and longitude information of the pile point to be constructed and the vibratory stone crushing pile machine, the vibratory stone crushing pile machine is automatically guided to the pile point to be constructed, and the vibratory compactor system is aligned with the pile point to be constructed.

[0087] After the vibratory compactor system is aligned with the pile point to be constructed, the verticality of the vibratory compactor system is adjusted so that the vibratory compactor system can perform vibratory compaction and hole drilling construction at the pile point with the required verticality.

[0088] During the drilling process at the construction pile points, the flow rate of water and the pressure of air in the automatic feeding system of the cooperating vibratory compactor system are adjusted according to the current soil density. The verticality of the vibratory compactor system is also monitored in real time, and the verticality of the vibratory compactor system is adjusted according to the detected verticality deviation.

[0089] After the pile hole is formed by drilling, a loader automatically feeds material into the pile hole that meets the verticality requirements, and a vibratory compactor system is used to form a vibratory crushed stone pile that meets the verticality requirements and the preset pile diameter requirements.

[0090] The following describes in detail the method of forming piles by vibratory compaction of stone piles using the vibratory compaction method of the present invention.

[0091] S100. Based on the latitude and longitude information of the pile point to be constructed and the vibratory stone crushing pile machine, automatically guide the vibratory stone crushing pile machine to the pile point to be constructed and align the vibratory system with the pile point to be constructed.

[0092] To enable the vibratory compactor pile driver to automatically position itself at the pile point without the need for coordination between surveyors and the driver, minimizing alignment errors and unaffected by nighttime or insufficient lighting conditions, this invention, before vibratory compaction, automatically aligns the vibratory compactor system with the pile point based on its location information. This includes:

[0093] S101. Before the vibratory crushing of stone piles, the vibratory crushing of stone piles is automatically guided to the pile point to be constructed based on the latitude and longitude information of the pile point to be constructed and the vibratory crushing of stone piles.

[0094] Before using a vibratory compaction stone pile driver for vibratory compaction construction, the latitude and longitude information of each pile point to be constructed is determined, and each pile point is located (using existing technical methods) to obtain the location information of each pile point. The location information of each pile point includes: pile point number, coordinate information, design depth, design pile diameter, etc. Among them, the coordinate information of the pile point in the construction plane coordinate system can be obtained through the latitude and longitude information of the pile point.

[0095] The system first identifies the current pile point to be constructed from multiple pile points. Then, a positioning guidance system (such as the BeiDou positioning system) uses the latitude and longitude information of the corresponding vibratory crushing stone pile driver (similarly, the coordinate information of the vibratory crushing stone pile driver in the construction plane coordinate system can be obtained through the latitude and longitude information of the vibratory crushing stone pile driver) to automatically guide the vibratory crushing stone pile driver (which is equipped with a positioning antenna) to the pile point to be constructed. The guidance process can use existing technology, and the equipment number of the vibratory crushing stone pile driver is added to the location information of the current pile point to be constructed.

[0096] Among them, the operation interface of each pile hole of the vibratory stone crushing pile machine can be as follows: Figure 18 As shown in the figure, piles numbered 0105 and 0106 are piles that have been constructed, while the rest are piles that have not been constructed. The pile point to be constructed is one of the piles that have not been constructed.

[0097] After obtaining the location information of the pile points to be constructed, the vibratory stone crushing pile machine is guided to move forward, backward, left, and right through the positioning and guidance system so that the vibratory stone crushing pile machine is automatically guided to the pile points to be constructed.

[0098] In this invention, the vibratory compaction construction management system in the remote central control room communicates with the vibratory compaction stone pile machine at the construction site via wired or wireless means to control the vibratory compaction stone pile machine to perform corresponding actions and monitor the action process and results of the vibratory compaction stone pile machine. During implementation, a PLC or ARM microcontroller program communication port (RS485 or 232 port) is designed on the vibratory compaction construction management system. Through ARM microcontroller or PLC programming, the data type of the serial port on the onboard computer of the vibratory compaction stone pile machine can be remotely queried. By parsing the data code, a query command is encoded and issued, and the data is transmitted at a certain rate and format via a remote data transmission radio. A low-power wireless data transmission radio is installed on the serial port of the onboard computer of the vibratory crushing stone pile machine. The channel and data format of the onboard data transmission radio are consistent with those of the remote data transmission radio on the construction management system side. This onboard data transmission radio receives instructions from the remote data transmission radio on the serial port of the PLC or microcontroller in the construction management system, decodes them, and then the onboard computer identifies them. Subsequently, according to the instructions of the microcontroller or PLC, it replies with the data to be transmitted, exchanging data with the remote data transmission radio via the serial port. The remote data transmission radio (full-duplex, transceiver integrated) on the remote construction management system receives the signal sent from the onboard data transmission radio on the vibratory crushing stone pile machine, decodes and strips the encrypted signal, parses out the required signal, calculates it through decoding circuits and programs, and displays and records it in the construction management system.

[0099] S102. After the vibratory stone crushing pile machine is automatically guided to the pile point to be constructed, the vibratory impactor system on the vibratory stone crushing pile machine is aligned with the pile point to be constructed.

[0100] After the vibratory compactor pile driver is guided to the pile point to be constructed by the positioning and guidance system, the vibratory compactor system on the vibratory compactor pile driver may not be precisely aligned with the pile point. That is, the position of the vibratory compactor system may not be within the positional error range of the pile point. Therefore, it is necessary to automatically guide the vibratory compactor pile driver to move back, forth, left, and right until the position of the vibratory compactor system is within the positional error range of the pile point. Aligning the vibratory compactor system on the vibratory compactor pile driver with the pile point includes the following steps:

[0101] The positional relationship between the positioning antenna and the vibratory compactor system on the vibratory compactor pile driver is obtained, so as to obtain the real-time position information of the vibratory compactor system based on the real-time position information of the positioning antenna.

[0102] The real-time location information of the vibratory compactor system is compared with the location information of the pile point to be constructed in order to obtain the distance information between the vibratory compactor system and the pile point to be constructed.

[0103] Based on the distance information obtained, the vibratory compactor system on the vibratory stone crushing pile machine is aligned with the pile point to be constructed.

[0104] When obtaining the positional relationship between the positioning antenna and the vibratory compactor system on the vibratory stone crushing pile machine, it is necessary to use positioning equipment to initially locate the positions of the positioning antenna and the vibratory compactor system on the vibratory stone crushing pile machine, so as to determine the positional relationship between the positioning antenna and the vibratory compactor system.

[0105] The initial positions of the vibratory compactor system and the positioning antenna of the vibratory compactor stone pile driver are initially located by the positioning equipment, and the initial position information of the vibratory compactor system and the initial position information of the positioning antenna are obtained.

[0106] The distance between the two is determined by the initial position information of the oscillator system and the positioning antenna;

[0107] The distance between the two determines the straight-line distance between the positioning antenna installation location and the vibratory system, as well as the angle between the line connecting the vibratory system and the positioning antenna and true north.

[0108] The real-time position information of the oscillator system obtained based on the real-time position information of the positioning antenna includes:

[0109] Obtain the rotation angle of the vibratory stone crushing pile machine relative to due north;

[0110] Based on the real-time position information of the positioning antenna, the real-time position information of the vibratory compactor system is determined by the real-time position information of the positioning antenna, the distance between the vibratory compactor system and the positioning antenna, and the rotation angle of the vibratory compactor relative to due north.

[0111] During implementation, a handheld positioning device (which can be an existing technology device) is used on the vibratory compactor system and the positioning antenna installation position to initially locate them and determine their positional relationship. When construction begins, the real-time coordinates of the vibratory compactor system are calculated based on the real-time positioning antenna position information. Each coordinate is a coordinate in a plane coordinate system.

[0112] Among them, the installation positions of the vibratory compactor system and the positioning antenna on the vibratory stone crushing pile machine are as follows: Figure 14 As shown in the figure, G is the installation position of the positioning antenna, and M is the installation position of the vibratory motor of the vibratory system. During construction, the position of the vibratory motor represents the position of the vibratory system.

[0113] When performing initial positioning of the vibratory system and positioning antenna (see [reference]). Figure 14 The positional relationship can be calculated using the following formula:

[0114] a=x0-x′0 (1)

[0115] b=y0-y′0 (2)

[0116]

[0117]

[0118] In the above formulas:

[0119] The straight-line distance between the ρ-positioning antenna installation location and the vibratory motor;

[0120] The angle between the line connecting the α-vibrating motor and the positioning antenna and due north.

[0121] When locating the oscillator system and positioning antenna in real time (see...) Figure 15 The position of the vibratory impactor system can be calculated using the following formula:

[0122] x′1 = x1 +acosβ+ bsinβ (5)

[0123] y′1 = y1 +bcosβ- asinβ (6) where:

[0124] x1,y1 - Real-time positioning information acquired by the positioning antenna;

[0125] x′1, y′1 - Real-time position information of the vibratory motor;

[0126] The rotation angle of the β-vibratory stone crushing pile machine.

[0127] Furthermore, based on the acquired distance information, when aligning the vibratory compactor system on the vibratory stone crushing pile driver with the pile point to be constructed, the system also displays the real-time position information of the vibratory compactor system and the position information of the pile point to be constructed (e.g., ...) through a graphical interface. Figure 16 (As shown). After obtaining the real-time location information of the vibratory compactor system, the location information of the pile point to be constructed is used as the target point. Based on the position and distance relationship between the vibratory compactor system and the target point, the direction information of the vibratory compactor system to align with the pile point is displayed through the graphical interface.

[0128] By using BeiDou positioning information as the basis for positioning, the distance relationship between the vibratory compactor and the pile point to be constructed is displayed intuitively in a graphical manner. Clear distance prompts guide construction personnel to move the vibratory compactor in all directions, ensuring the vibratory compactor system is aligned with the pile point. Once positioning is complete, the graphical interface indicates that alignment is successful. The entire construction process can be carried out entirely at night, such as setting out lines and locating points, improving construction efficiency and shortening the construction period.

[0129] In summary, the positioning guidance system accurately positions the vibratory compactor and the pile hole in real time, then transmits this information to the pile driver's graphical interface to guide the driver in precise positioning. The entire process requires only one driver to accurately position the vibratory compactor, eliminating the need for surveyors, thus saving manpower. It is also not limited by the driver's eyesight, solving the inefficiency and safety issues at night or under insufficient lighting conditions. The system boasts high positioning efficiency and minimal positioning error. Furthermore, the entire construction process enables real-time data sharing among the construction team, on-duty engineer, and supervisor, achieving synchronization between construction and supervision, minimizing coordination costs, and significantly improving construction efficiency.

[0130] S200. After the vibratory compactor system is aligned with the pile point to be constructed, adjust the verticality of the vibratory compactor system so that the vibratory compactor system can perform vibratory compaction and hole drilling construction at the pile point to be constructed with the required verticality.

[0131] After the vibratory compactor system is aligned with the pile point to be constructed, i.e., after the position of the vibratory compactor system is within the positional error range of the pile point, the verticality of the vibratory compactor system on the vibratory stone crushing pile machine is adjusted so that the vibratory compactor system can perform vibratory compaction drilling at the pile point with the required verticality. During the drilling process, the flow rate of water and the pressure of air in the automatic feed system that works in conjunction with the vibratory compactor system are adjusted according to the current ground density to ensure smooth drilling. The verticality of the vibratory compactor system is monitored in real time, and the verticality is adjusted according to the detected deviation. In addition, the lowering depth and drilling speed are also monitored to ensure that the vibratory compactor system can perform vibratory compaction at the pile point with the required verticality and drilling speed, thereby forming ultra-deep pile holes with the required verticality in the deep and complex strata of strong seismic zones.

[0132] S210. After the vibratory compactor system is automatically aligned with the pile point to be constructed, the verticality of the vibratory compactor system is adjusted to lower the vibratory compactor system vertically. This allows the vibratory compactor system to vibrate downwards through the stratum at the pile point to be constructed with the required verticality, forming a pile hole that meets the verticality requirements. During the process of vibratory compaction of the vibratory compactor system 200 in complex strata with a depth greater than 50 meters, the strata above 50 meters are thick overburden layers, with soft upper layers and hard lower layers and a large number of large-diameter gravels. The soft upper layer refers to the upper part being a weak interlayer (such as lacustrine sedimentary silty clay), and the hard lower layer refers to the lower part being a relatively dense hard layer (such as a sand layer or a sand layer with gravel). The vibratory compactor is working in an environment of gravel, sand, and mud. If it encounters hard strata, the vibratory compactor is very prone to deflection during the vibratory compaction process, causing the pile hole to deflect, which will lead to construction failure and cause huge losses. Especially when constructing in strata such as medium-coarse sand layers in earthquake-prone areas, pile hole deviation leading to pile tilting can cause incalculable losses. To avoid deviation of the vibratory compactor during vibratory compaction, this invention places the drill rod system and the mast of the hoisting system parallel. This ensures that the vibratory compactor system, connected to the bottom of the drill rod system, is parallel to the mast. By ensuring the verticality of the mast, the verticality of the vibratory compactor system is also ensured. During vibratory compaction of the hole, the verticality of the mast relative to the main unit on the horizontal plane is monitored in real time, and the verticality of the mast is adjusted accordingly based on the monitoring results to ensure that the verticality of the mast meets the requirements. This allows the vibratory compactor, placed parallel to the mast, to vibrate downwards into the strata with the required verticality and form vibratory crushed stone pile holes.

[0133] Specifically, the present invention ensures that the vibratory compactor can vibrate downwards into the construction stratum with the required verticality through the vibratory compactor vertical holding system 300 to form vibratory crushed stone pile holes.

[0134] like Figures 1-5As shown, the vibratory compactor vertical holding system 300 of the present invention includes: a mast verticality holding device for ensuring that the verticality of the mast relative to the host machine located on the horizontal plane meets the requirements during vibratory compactor hole drilling, so that the vibratory compactor can vibrate downwards to the pile point to be constructed in the construction stratum to form a vibratory crushed stone pile hole with the required verticality; and a drill rod verticality holding device for ensuring that the mast of the drill rod system and the hoisting system are arranged parallel to each other, so that the vibratory compactor system connected to the bottom of the drill rod system is parallel to the mast.

[0135] Among them, such as Figure 11 As shown, the mast verticality maintaining device includes: a verticality detection mechanism for real-time detection and processing of the verticality of the mast relative to the host machine located on the horizontal plane during vibratory drilling construction using a vibratory compactor; and a mast angle adjustment mechanism for adjusting the mast verticality according to the detection results of the verticality detection mechanism to ensure that the mast verticality meets the requirements.

[0136] The perpendicularity detection mechanism used in this invention is as follows: Figure 12 As shown, it includes the following modules: an inclination detection module that obtains the tilt angle of the mast relative to the host machine placed on the horizontal plane by real-time detection; a deviation data calculation module that calculates the deviation data of the mast's verticality (referred to as mast verticality) after obtaining the tilt angle of the mast relative to the host machine; a verticality comparison module that determines whether the mast verticality needs to be adjusted based on the obtained mast verticality deviation data; and a sending module that sends the comparison results to the controller so that the controller can control the mast angle adjustment mechanism to perform corresponding actions to adjust the mast verticality based on the comparison results.

[0137] The tilt detection module is housed inside the mast (not shown in the figure). Preferably, it is located within the lower 1 / 5 of the mast's interior to more accurately detect the mast's tilt angle. This tilt detection module can be a tilt sensor or other existing components capable of detecting tilt angle and processing the data.

[0138] Among them, the deviation data calculation module can be used as follows: Figure 9 The deviation data is obtained in the following manner: the tilt angle of the mast is obtained by detecting the verticality of the mast in real time through the tilt angle detection module, and then 90 degrees is subtracted from the tilt angle to obtain the verticality deviation value of the mast relative to the host.

[0139] Alternatively, the deviation data calculation module can also be used through, for example Figure 10 The deviation data is obtained in the following manner: the tilt angle of the mast is obtained by detecting the verticality of the mast in real time through the tilt angle detection module. Then, 90 degrees is subtracted from the tilt angle and the absolute value is taken to obtain the absolute value of the verticality deviation of the mast relative to the host.

[0140] After obtaining the mast verticality deviation data, a comparison module determines whether mast verticality adjustment is needed. This module compares the obtained mast verticality deviation data with a pre-set threshold range for mast verticality and obtains the corresponding comparison result. The comparison process is as follows: After obtaining the real-time deviation data of mast verticality, it is determined whether the deviation data is within the preset threshold range. If the deviation data exceeds the preset threshold range, the mast verticality needs to be adjusted, and the relevant information regarding the direction and magnitude of the adjustment is determined. If the deviation data does not exceed the preset threshold range, no adjustment of the mast verticality is needed. This preset threshold range represents the range of the maximum and minimum angles that the mast can tilt relative to the vertical plane. The above data processing is performed by a pre-stored program.

[0141] After obtaining the comparison result, the comparison module sends the result to the controller via the sending module. The controller then controls the mast angle adjustment mechanism to perform corresponding actions to adjust the mast's verticality based on the comparison result. Specifically, when the verticality detection mechanism indicates that the mast's verticality needs adjustment to meet requirements (i.e., the deviation data exceeds a preset threshold range), the controller will control the mast angle adjustment mechanism to perform the corresponding actions to adjust the mast's verticality to the required level. The controller is a PLC controller.

[0142] It should be noted that when the verticality of the mast needs to be adjusted, the controller first controls the vibratory compactor system to stop vibratory compaction, and then lifts the vibratory compactor system through the hoisting system. Then, it controls the mast angle adjustment mechanism to perform the corresponding action to adjust the verticality of the mast to meet the requirements.

[0143] The mast angle adjustment mechanism of this invention includes: a correction cylinder whose piston rod is connected to the mast, the cylinder body of which is mounted on the main unit; and a proportional valve connected to the correction cylinder. In design, the verticality of the mast can be adjusted using one correction cylinder, a pair of correction cylinders, or multiple pairs of correction cylinders. The proportional valve controls the action of the correction cylinder. The proportional valve is connected to a PLC controller, and the PLC controller uses feedback signals to control the opening size and direction of the proportional valve in a closed loop, thereby controlling the correction cylinder to adjust the tilt direction and magnitude of the mast, maintaining the mast's verticality within a preset threshold range.

[0144] Because the verticality of the mast meets the requirements, the vibratory compactor can be used to vibrate downwards into the stratum during the vibratory compaction drilling construction, thereby forming vibratory compaction stone pile holes that meet the verticality requirements.

[0145] In addition to ensuring the verticality of the mast meets requirements during vibratory compaction drilling, this invention also uses a drill rod verticality maintaining device to ensure the drill rod system and the mast of the hoisting system are parallel. This ensures that the vibratory compactor system connected to the bottom of the drill rod system is parallel to the mast, thus guaranteeing that the verticality of the vibratory compactor system always meets the requirements, provided that the mast is vertical, thereby enabling the construction of pile holes that meet the verticality requirements.

[0146] The drill pipe verticality maintaining device that applies horizontal constraint force and vertical guiding force to the drill pipe system includes: a support frame connected to the drill pipe system for applying horizontal constraint force and vertical guiding force to the connecting section of the drill pipe system; and a fixing frame connected to the support frame and the mast for fixing the support frame to the mast.

[0147] Specifically, the support frame can be adopted as follows: Figure 4 The first structure shown includes a pair of vertically parallel columns 303, a horizontal frame 301 vertically connected to the top of the pair of columns 303 and extending to one side, and a pair of reinforcing columns 302 connected at both ends to the bottom surfaces of the pair of columns 303 and the horizontal frame 301, respectively. A circular through-hole is provided on the horizontal frame 301, which connects to the drill pipe system connection section 201. In the design, multiple slots 306 extending vertically can be provided on the inner wall of the circular through-hole. Correspondingly, multiple connecting ribs 204 extending along the length of the connection section are provided on the outer wall of the drill pipe system connection section 201. The slots 306 on the horizontal frame and the connecting ribs 204 on the outer wall of the connection section 201 are fitted together with a clearance fit, allowing the drill pipe system connection section to slide vertically up and down within the through-hole after passing through it. In this way, the lower part of the drill pipe system connecting section 201 passes through the upper through hole of the horizontal frame 301, and the connecting rib 204 on the outer wall of the connecting section is placed in the slot 306. Through the upper through hole and slot of the horizontal frame 301, a horizontal constraint force and a vertical guiding force are applied to the connecting section, thereby applying a certain rigid constraint to the connection of the connecting section, so that the drill pipe system is always parallel to the mast, and thus the vibratory compactor system connected to the drill pipe system is parallel to the mast. During the vibratory compaction construction of the vibratory compactor system, when the verticality of the mast meets the requirements through the drill pipe verticality maintaining device, the vibratory compactor system can vibrate to create a pile hole that meets the verticality requirements.

[0148] Of course, multiple connecting ribs extending vertically can also be provided on the inner wall of the circular through hole, and a slot (not shown in the figure) that cooperates with the multiple connecting ribs can be fixedly installed on the outer wall of the drill rod system connection section 201. By cooperating with the connecting ribs and the slot, the horizontal frame can apply a certain rigid constraint force to the connection section.

[0149] Furthermore, the support frame of the present invention can also adopt, for example... Figure 5 The second structure shown, based on the first structure, has additional guardrails 308 installed on both sides of the upper surface of the horizontal frame 301 near the edge, to provide safety protection for maintenance personnel when maintaining the drill pipe verticality maintenance device and the drill pipe system.

[0150] The horizontal frame 301 of the present invention can be an integral structure. Furthermore, to facilitate the connection of the drill pipe system's connecting section to the horizontal frame 301 and for maintenance, the horizontal frame 301 can also be configured as consisting of two parts (e.g., Figure 4 The structure shown has two parts, each with half a through hole. The two parts are connected together by a hinge and a latch 305 to form a complete circular through hole.

[0151] The fixed frame 307, which is connected to the support frame and the mast 102 respectively, has a vertical connecting frame that mates with the mast 102 and a pair of upper connecting ears and a pair of lower connecting ears that are fixedly connected to the upper and lower ends of the vertical connecting frame and are perpendicular to the vertical connecting frame. Correspondingly, a pair of upper connecting ears and a pair of lower connecting ears are also provided at the upper and lower ends of the support frame, respectively. Figure 4 As shown, a pair of upper connecting ears of the support frame are located on both sides of the horizontal frame 301 at the end away from the through hole, and a pair of lower connecting ears of the support frame are located on a pair of uprights 303. The upper and lower connecting ears of the support frame are connected to the upper and lower connecting ears on the fixed frame 307 respectively through pins 304, thereby connecting the support frame and the fixed frame together. Of course, to improve the connection strength between the fixed frame and the support frame, more connecting ears or connecting plates can also be provided.

[0152] Compared to existing vibratory compaction pile machines with telescopic guide rods, although these machines have a ring frame on the mast, the purpose of this ring frame is to protect the telescopic guide rod (with a large gap between the ring frame and the maximum outer diameter of the telescopic guide rod) from colliding with the mast during lowering, thus preventing component damage. It also prevents the vibratory compactor from colliding with the mast due to excessive swaying during compaction. Therefore, this ring frame cannot solve the problem of inclination in ultra-deep pile holes caused by vibratory compaction in complex geological formations. In contrast, this invention uses a drill rod verticality maintaining device, providing rigid constraint force in the horizontal plane and guiding force in the vertical direction to the connecting section of the drill rod system. This ensures that the drill rod system is parallel to the mast, thereby guaranteeing the verticality of both the drill rod system and the vibratory compactor system, enabling the compaction of pile holes with the required verticality.

[0153] Furthermore, in order to determine the position of the clamping connection section based on the length of the drill pipe system connection section, the hoisting system of the present invention also installs an adjusting cylinder 103 on the mast 102 for adjusting the position of the drill pipe verticality holding device relative to the mast (e.g., Figure 3As shown, the piston rod of the adjusting cylinder 103 extends vertically downwards parallel to the mast, and its end is fixedly connected to the fixing frame 307. The vertical connecting frame of the fixing frame 307 is connected to the mast 102 by a sliding fit, so that the position of the fixing frame 307 on the mast can be adjusted by adjusting the extension and retraction of the adjusting cylinder 103. In turn, the constraint position of the drill pipe verticality maintaining device on the connecting section of the drill pipe system can be adjusted, so that the vibratory compactor system can maintain better verticality requirements during vibratory compaction.

[0154] In summary, the present invention, after aligning the vibratory compactor system with the pile point to be constructed, adjusts the verticality of the vibratory compactor system on the vibratory stone crushing pile machine so that the vibratory compactor system can perform vibratory compaction construction at the pile point to be constructed with the required verticality. This includes the following steps:

[0155] S211. The drill pipe system and the mast of the hoisting system are arranged parallel to each other so that the vibratory compactor system connected to the bottom of the drill pipe system is parallel to the mast.

[0156] During the lowering of the drill pipe system and vibratory compactor system using the hoisting system, the verticality of the drill pipe system relative to the main machine is controlled to ensure that the vibratory compactor system, lowered along with the drill pipe system, is parallel to the mast. This verticality control is achieved by applying horizontal constraint forces and vertical guiding forces to the drill pipe system.

[0157] It should be noted that the main unit of the vibratory stone crushing pile machine should be placed on a level ground with sufficient bearing capacity to keep the main unit of the vibratory stone crushing pile machine horizontal. The main unit can be kept horizontal by using a theodolite for calibration to ensure that the main unit is in a horizontal and vertical state.

[0158] Since the drill pipe system comprises a connecting section, a support section, and a working section, and the connecting section is suspended from the mast by the first wire rope, the horizontal constraint force and vertical guiding force applied to the drill pipe system are applied to the connecting section. The application of the horizontal constraint force and vertical guiding force is accomplished by using a drill pipe verticality maintaining device to apply these forces to the connecting section.

[0159] The horizontal constraint force and vertical guiding force applied to the connecting section by the drill pipe verticality maintaining device include:

[0160] The fixing frame and support frame of the drill pipe verticality keeping device are connected together by multiple pins;

[0161] The mounting bracket is installed on the mast, and the connecting section of the drill pipe system passes through the through hole of the support bracket to apply horizontal constraint force and vertical guiding force to the connecting section through the support bracket.

[0162] When the horizontal support frame is composed of two connected parts, the latch can be opened, allowing the part of the support frame furthest from the mast to be open relative to the part closest to the mast. After a portion of the drill pipe system connecting section passes through the through hole of the support frame, the two parts are then connected and locked with the latch, thus providing rigid constraint on the connecting section. Preferably, the constrained position of the connecting section is close to the connection point between the connecting section and the support section.

[0163] Alternatively, when the position of the drill pipe verticality maintaining device on the mast is adjustable, applying horizontal constraint force and vertical guiding force to the connecting section through the drill pipe verticality maintaining device also includes:

[0164] Before or after the fixing frame of the drill pipe verticality retention device is connected to the support frame via multiple pins, it also includes:

[0165] Connect the fixing bracket to the piston rod of the adjusting cylinder;

[0166] According to the required clamping position of the drill pipe system connection section, control the extension and retraction of the piston rod of the adjusting cylinder to adjust the vertical position of the fixed frame on the mast through the piston rod until the drill pipe verticality holding device reaches the required position.

[0167] The drill pipe verticality maintenance device allows the drill pipe system to be positioned parallel to the mast of the hoisting system, thus ensuring that the vibratory compactor system connected to the bottom of the drill pipe system is parallel to the mast. When the mast's verticality meets the requirements, the vibratory compactor system can perform vibratory compaction of the strata to form pile holes.

[0168] S212. When performing vibratory compaction using a vibratory compactor system, ensure that the mast is perpendicular to the main unit on the horizontal plane, so that the vibratory compactor can vibrate downwards into the working stratum to form vibratory crushed stone pile holes with the required verticality.

[0169] After ensuring the drill pipe system, vibratory compactor system, and hoisting system mast are parallel using a drill pipe verticality maintaining device, the vibratory compactor system is used to vibrate the ground. During vibratory compaction, the verticality of the mast relative to the main unit on the horizontal plane must meet the requirements so that the vibratory compactor can vibrate downwards into the earthquake-prone strata with a depth exceeding 50 meters and a thick overburden layer to form vibratory crushed stone pile holes. This includes the following steps:

[0170] S021. When performing vibratory compaction using the vibratory compactor system, the verticality of the mast relative to the host machine located on the horizontal plane is detected in real time to obtain real-time deviation data of the mast's verticality.

[0171] During the vibratory drilling process using a vibratory compactor, the verticality of the mast relative to the host machine located on the horizontal plane is monitored and processed in real time. This includes: monitoring the tilt angle of the mast relative to the host machine on the horizontal plane in real time to obtain the tilt angle of the mast relative to the host machine; and after obtaining the tilt angle of the mast relative to the host machine, calculating the real-time deviation data of the verticality of the mast relative to the host machine (referred to as mast verticality).

[0172] After obtaining the mast's tilt angle relative to the main unit (i.e., the angle between the mast and the main unit), the mast's verticality deviation data can be calculated using the following methods: First, the tilt angle relative to the main unit is detected in real-time by the tilt angle detection module. Then, 90 degrees is subtracted from this tilt angle to obtain the mast's verticality deviation value, which is the real-time deviation data of the mast's verticality. Alternatively, the following method can be used: First, the tilt angle relative to the main unit is detected in real-time by the tilt angle detection module. Then, 90 degrees is subtracted from this tilt angle, and the absolute value is taken to obtain the absolute value of the mast's verticality deviation value, which is also the real-time deviation data of the mast's verticality.

[0173] S022. Based on the real-time deviation data of the mast verticality, determine whether the mast verticality needs to be adjusted.

[0174] After obtaining the real-time deviation data of the mast verticality through calculation, it is determined whether the mast verticality needs to be adjusted based on the real-time deviation data. That is, it is determined whether the deviation data is within a preset threshold range. If the deviation data exceeds the preset threshold range, the mast verticality needs to be adjusted. If the deviation data does not exceed the preset threshold range, the mast verticality does not need to be adjusted.

[0175] Specifically, after obtaining real-time deviation data of mast verticality, a comparison module determines whether mast verticality adjustment is needed. This module compares the obtained deviation data with a pre-set threshold range for mast verticality and obtains the corresponding comparison result. The comparison process is as follows: After obtaining the real-time deviation data, it is determined whether the deviation data is within the preset threshold range. If the deviation data exceeds the preset threshold range, mast verticality adjustment is required, and the relevant information regarding the direction of adjustment (i.e., whether the mast should tilt forward or backward) and the magnitude of the adjustment is determined. If the deviation data does not exceed the preset threshold range, mast verticality adjustment is not required. This preset threshold range represents the range of the maximum and minimum angles that the mast can tilt relative to the vertical plane.

[0176] S023. If it is necessary to adjust the verticality of the mast, adjust the verticality of the mast to meet the requirements so that the vibratory compactor system can vibrate the stratum under construction downwards with the required verticality and form vibratory crushing pile holes.

[0177] When the comparison result shows that the deviation of the mast verticality exceeds the preset threshold range and the mast verticality needs to be adjusted to meet the requirements, the comparison result is sent to the PLC controller. The controller controls the mast angle adjustment mechanism to perform corresponding actions to adjust the mast verticality so that the mast verticality meets the requirements.

[0178] Specifically, if mast verticality adjustment is required, the controller first stops the vibratory compactor system and then lifts it using the hoisting system. Next, it controls the mast angle adjustment mechanism to adjust the mast verticality to the required level: the PLC controller controls the proportional valve opening size and direction, which in turn drives the mast to deflect relative to the main unit via the correction cylinder, adjusting the tilt direction and magnitude to ensure the mast's verticality is within the preset threshold range. Finally, the lifted vibratory compactor system is lowered, and vibratory compaction continues on the strata.

[0179] Using the above method, since the telescopic guide rod system is a rigid connection, its verticality is directly guaranteed by the mast verticality mechanism. If the mast's verticality meets the requirements, the verticality of the drill rod system and vibratory compactor, which are installed parallel to the mast, will also meet the requirements during vibratory compaction. The guide rod + vibratory compactor system will remain vertical even when encountering hard layers or large gravel. In engineering practice, vibratory compaction is effective in hard strata, especially those with large gravel, in earthquake-prone areas with hole depths exceeding 50 meters. This method maintains the impact force on hard layers and gravel while ensuring the verticality of the pile hole. The probability of switching to rotary drilling or impact during construction is much lower than with traditional methods (almost no need to switch to rotary drilling or impact compaction). It is far superior to traditional methods in terms of quality and efficiency, and ensures the uniformity and compaction of the resulting vibratory compacted stone pile holes and piles, resulting in good safety performance of the vibratory compacted stone piles.

[0180] S220. During the vertical lowering of the vibratory compactor system, adjust the drilling speed of the vibratory compactor system so that the vibratory compactor system can vibrate downwards at the stratum of the pile point to be constructed at the required drilling speed.

[0181] In the process of vertically lowering the vibratory compactor system to create holes in the strata of the pile points to be constructed with the required verticality, the existing technology can detect the vibratory compaction depth. However, the operator manually controls the process by visually observing the depth marks on the guide rod during vibratory compaction, making it difficult to accurately determine the hole depth and hole speed. This will affect the construction quality and is also not conducive to cost accounting for the owner.

[0182] To address the aforementioned issues, this invention involves real-time monitoring of the descent depth of the vibratory compactor system during its vertical descent process. This allows for the acquisition of the real-time descent depth and drilling speed of the vibratory compactor system. Based on the obtained depth information, the descent depth is adjusted promptly, and the real-time drilling speed is regulated according to the obtained drilling speed. This achieves precise control over the drilling depth and speed, enabling the owner to accurately obtain the vibratory compaction depth for cost accounting while ensuring safe drilling based on geological conditions, thereby improving drilling efficiency and construction quality.

[0183] To achieve the above objectives, this invention utilizes a vibratory impactor depth and speed control system to monitor and regulate the lowering depth and hole-forming speed of the vibratory impactor system in real time, such as... Figure 27 As shown, the vibratory impactor depth and speed control system includes a vibratory impactor lowering depth detection device and a vibratory impactor depth and speed control device.

[0184] The vibratory compactor lowering depth detection device is used to detect the lowering depth of the vibratory compactor system in real time during the vertical lowering process and to determine whether the vibratory compactor system has reached the preset depth and drilling speed. The vibratory compactor depth and speed control device is used to adjust the lowering depth and speed of the vibratory compactor system by the hoisting system when the vibratory compactor system has not reached the preset depth and drilling speed, thereby adjusting the vibratory drilling speed and ensuring that the vibratory compactor system is lowered to the preset depth.

[0185] Among them, such as Figure 28 As shown, the vibratory compactor lowering depth detection device includes: a depth query and feedback mechanism, which sends a depth query command to the vibratory compactor pile machine via the controller, so that the vibratory compactor pile machine can detect the real-time depth of the vibratory compactor system and feed the detection result back to the controller; a depth zero-point calibration module, which is used to perform zero-point calibration when the vibratory compactor system reaches the depth zero point; a lowering depth detection mechanism, which is used to detect the depth of the vibratory compactor system in real time according to the command sent by the vibratory compactor lowering depth query mechanism; and a preset depth judgment and output module, which, if the lowering depth of the vibratory compactor system exceeds the depth zero point (meaning it is below the depth zero point), judges whether the lowering depth has reached the preset depth based on the obtained real-time lowering depth of the vibratory compactor system, and outputs the judgment result to the controller, so that the controller can control the depth control device to work according to the judgment result, so that the vibratory compactor system is lowered to the preset depth.

[0186] Among them, such as Figure 23As shown, the mechanism for sending down depth query and feedback includes: a vibratory compaction construction management system and a remote data transmission radio 602, as described above, located in the remote central control room 601. The vibratory compaction construction management system communicates with the controller 603 (PLC or microcontroller host computer system); an onboard computer 104 and an onboard data transmission radio 105 installed on the host 101 of the vibratory compaction stone pile machine. The onboard computer 104 communicates with the remote controller (PLC or microcontroller host computer system) through the onboard data transmission radio 105 and the remote data transmission radio 602. The communication can be wireless or wired.

[0187] Specifically, such as Figure 24 As shown, the vibratory compaction construction management system in the remote central control room queries the data type of the serial port on the onboard computer of the vibratory compaction stone pile machine through the controller (ARM microcontroller or PLC programming remotely). By parsing the data code, it encodes and sends query commands such as depth, drill bit position, and drilling speed, which are then transmitted via a remote data transmission radio at a certain rate and in a specific data format. The onboard data transmission radio installed on the serial port of the onboard computer receives the query commands sent by the PLC or microcontroller serial port remote data transmission radio in the construction management system. After decoding, the onboard computer recognizes the commands and, according to the instructions from the microcontroller or PLC, replies with the data to be transmitted, such as depth, drill bit position, and drilling speed, exchanging data through the serial port and the remote data transmission radio.

[0188] The remote data transmission radio (full-duplex, transceiver integrated) on the remote construction management system receives the signal sent by the on-board data transmission radio on the vibratory stone crushing pile machine. By decoding and stripping the encrypted signal, the required depth, drill bit position, speed and other signals are extracted. Through the decoding circuit and program calculation, the signals are displayed and recorded in the construction management system.

[0189] It should be noted that during vibro-compaction stone crushing pile construction, the remote controller sends commands to the vibro-compaction stone crushing pile machine via a remote data transmission radio. These commands include not only depth query commands but also commands to control various systems to perform corresponding actions, as well as commands to query or control parameters such as pile machine inclination and tension. The onboard data transmission radio on the vibro-compaction stone crushing pile machine receives and decodes these commands, which are then recognized by the onboard computer. Following the commands from the controller, each system on the vibro-compaction stone crushing pile machine executes corresponding actions and replies with the data to be transmitted. Data exchange occurs through the onboard computer's serial port and the onboard data transmission radio. This wireless transmission method, with bidirectional error correction coding, enables remote wireless data transmission, facilitating the unification of data between the remote control room and the vibro-compaction stone crushing pile machine. It ensures consistency between the construction management system in the remote central control room and the data displayed on the onboard computer of the vibro-compaction stone crushing pile machine, providing the operator with a clear view of the machine.

[0190] To maintain consistency between the data in the remote construction management system and the onboard computer, a deep zero-point calibration is required. This can be done on the construction management system side (PLC and microcontroller or ARM) or on the vibratory stone crushing pile machine.

[0191] The zero-point calibration module is used for the zeroing operation. This module can be installed on the construction management system or on the onboard computer of the vibratory compactor. It includes: a zero-point confirmation unit, which determines whether the vibratory compactor system has reached the zero-point depth based on its lowering status; and a zeroing module, which zeros the depth when the vibratory compactor system reaches the zero-point depth. The zero-point depth is the pre-designed borehole position. When the bottom of the vibratory compactor outlet (lower outlet) coincides with the designed zero-point elevation of the borehole, the vibratory compactor system is considered to have reached the zero-point depth. The depth below the zero-point depth (i.e., the depth below the borehole opening) is the vibratory compaction depth of the vibratory compactor system.

[0192] Determining whether the vibratory compactor system has reached its zero depth can be done manually or automatically; preferably, a zero-depth confirmation unit is used. For example, a detection element can be installed at the designed zero position of the borehole. When the vibratory compactor system is slowly lowered until the bottom of the vibratory compactor outlet is detected by the detection element, the zeroing module performs a zeroing operation. After the zeroing operation, the lowering depth detected by the vibratory compactor lowering depth detection mechanism after the vibratory compactor system is lowered again is the vibratory compaction depth. The detection element can be a proximity sensor or any existing technology capable of sensing the position of an object. Alternatively, when the vibratory compactor system is slowly lowered and the bottom contacts the ground, the tension sensor used to detect the tension of the wire rope connecting the drill rod system will detect a sudden change in tension, and the zeroing module will perform a zeroing operation.

[0193] Among them, the vibratory impactor lowering depth detection mechanism can adopt, for example, Figure 23 The first structure shown includes: a detection pulley 106 mounted on a crane at the top of the mast 102, with a pulley axle mounted on one side of the crane passing through its center, and a plurality of detection holes 1061 evenly arranged around the circumference of the detection pulley 106 (e.g., ...). Figure 26 As shown), the wire rope used for hoisting the drill pipe system 200 passes over the detection pulley 106; a distance detection element is installed on the crane and adjacent to the detection pulley 106. Figure 23 (Not shown in the image), connected to the depth control device, is used to detect the distance traveled by the pulley for each hole position. This hole position distance is the actual depth movement distance of the vibratory impactor system, which can be calculated using the formula D = f * d, where D is the depth change value of the vibratory impactor system, f is the number of pulses from the inductive switch (increment / decrease count), and d is the hole distance between the two holes of the detection pulley. In application, the distance detection element can be an inductive proximity switch sensor, etc.

[0194] Alternatively, the vibratory impactor lowering depth detection mechanism can also adopt the following second structure (not shown in the figure), that is, a pulley is installed on the crane at the top of the mast 102 (unlike the pulley in the first structure above, this pulley does not need to be provided with multiple detection holes, thereby enhancing the strength of the pulley), the center of the pulley passes through a pulley shaft installed on one side of the crane, and a depth detection element is installed on the pulley shaft. The depth detection element can be an encoder. The encoder detects the angle through which the pulley rotates, thereby calculating the actual depth movement distance of the vibratory impactor system.

[0195] During construction, a deep zeroing operation is required, such as... Figure 25 As shown, the zero-point confirmation unit first determines whether the vibratory compactor system has moved to the zero-point depth. If the vibratory compactor system has not moved to the zero-point depth, it continues to be slowly lowered until it moves to the zero-point depth, at which point the zeroing module performs a depth zeroing operation. If the vibratory compactor system has moved to the zero-point depth, the zeroing module performs a depth zeroing operation. Afterward, the vibratory compactor system is lowered. As the pulley rotates under the action of the wire rope lowering drill rod system and the vibratory compactor system, the depth detection element detects all the hole positions or angles the pulley passes through to obtain the depth change value of the vibratory compactor system. The depth to which the vibratory compactor system has been lowered can be determined from this depth change value.

[0196] The preset depth judgment and output module includes: a comparison unit that, after the vibratory compactor system has been lowered to a depth below zero, compares the real-time lowering depth of the vibratory compactor system with a preset depth and obtains the comparison result, wherein the preset depth is the vibratory compaction depth determined by the construction party (such as the owner); and an output module that outputs a judgment result on whether the lowering depth of the vibratory compactor system has reached the preset depth, wherein if the comparison result is that the lowering depth is less than the preset depth, the output includes a judgment result that the lowering depth has not reached the preset depth and the depth value that needs to be lowered further; if the comparison result is that the lowering depth is equal to the preset depth, the output includes a judgment result that the lowering depth has reached the preset depth and that no further lowering is needed. All of the above judgment results are transmitted to the controller in the remote central control room.

[0197] After determining that the vibratory impactor system has not reached the preset depth, the vibratory impactor system is lowered to the preset depth by the vibratory impactor depth and speed control device. The function of the control device is realized by the PLC controller and the main winch device. The main winch control module of the controller controls the main winch device to operate according to the above determination result, so as to continue to lower the drill rod system and vibratory impactor system vertically through the wire rope of the main winch device until the vibratory impactor system reaches the preset depth. The wire rope passes around the pulley on the overhead crane at the top of the hoisting system mast.

[0198] While the lowering depth of the vibratory impactor system is detected by the lowering depth detection mechanism, the lowering speed of the vibratory impactor system is also calculated by the lowering speed calculation and output module. That is, when the lowering depth of the vibratory impactor system is obtained, the lowering speed calculation unit calculates the lowering depth of the vibratory impactor system per unit time based on the lowering depth, thus obtaining the lowering speed of the vibratory impactor system. This lowering speed is the hole-forming speed of the vibratory impactor system. Then, the speed judgment and output unit determines whether the hole-forming speed of the vibratory impactor system needs to be adjusted based on the obtained hole-forming speed of the vibratory impactor system, and outputs the judgment result.

[0199] When calculating the lowering speed of the vibratory compactor system, it can be obtained by detecting the total lowering depth of the vibratory compactor system over a period of time and then dividing the total depth by that period of time; alternatively, it can be obtained by detecting the lowering depth of the vibratory compactor system in real time. The speed judgment and output module includes: a comparison unit that acquires the hole-forming speed of the vibratory compactor system and compares this speed with a preset hole-forming speed threshold range; and a result output module that determines that if the hole-forming speed is within the preset hole-forming speed threshold range, no adjustment is needed; and that if the hole-forming speed is outside the preset hole-forming speed threshold range, adjustment is needed.

[0200] The depth and speed control device for the vibratory compactor includes a proportional valve, which is connected to the hydraulic cylinder of the main winch via an oil circuit. The opening size of the proportional valve (i.e., the proportional valve opening degree) is controlled by the main winch control module of the controller to control the speed at which the main winch releases the wire rope, thereby adjusting the speed at which the main winch lowers the vibratory compactor system, that is, the hole-making speed can be adjusted.

[0201] Specifically, when adjusting the speed of the vibratory compactor system of the main hoist based on the obtained hole-forming speed, if the hole-forming speed exceeds the upper limit of the preset hole-forming speed threshold range, the controller controls the proportional valve to reduce the opening, thereby reducing the lowering speed of the vibratory compactor system. The lowering speed (i.e., hole-forming speed) of the vibratory compactor system is detected and calculated by the lowering depth detection mechanism and the lowering speed calculation unit to ensure that the hole-forming speed meets the requirements. If the hole-forming speed is less than the lower limit of the preset hole-forming speed threshold range but greater than or equal to the preset minimum hole-forming speed, the controller controls the proportional valve to increase the opening, thereby increasing the lowering speed of the vibratory compactor system until the hole-forming speed meets the requirements. If the hole-forming speed is less than the preset minimum hole-forming speed, the controller issues an alarm.

[0202] Before drilling, the target drilling speed and minimum drilling speed are set in advance according to the geological conditions. The preset drilling speed threshold range is determined based on the target drilling speed. That is, the preset drilling speed threshold range is determined by the target drilling speed and its control error. The minimum drilling speed is determined in advance based on the hardness of the geological formation. It is a safe drilling speed set to prevent damage to equipment such as the vibratory compactor system under the current conditions due to the high hardness of the geological formation.

[0203] In summary, the real-time monitoring and control of the lowering depth and drilling speed of the vibratory compactor system during the vertical lowering process includes the following steps:

[0204] During the vertical lowering of the vibratory impactor system, the lowering depth of the vibratory impactor system is detected in real time to obtain the real-time lowering depth and hole-making speed of the vibratory impactor system.

[0205] After obtaining the real-time lowering depth of the vibratory impactor system, it is determined whether the lowering depth has reached the preset depth. If the lowering depth has not reached the preset depth, the vibratory impactor system is lowered vertically to the preset depth using the hoisting system.

[0206] After obtaining the hole-forming speed of the vibratory compactor system, determine whether the hole-forming speed of the vibratory compactor system needs to be adjusted. If it is determined that the hole-forming speed of the vibratory compactor system needs to be adjusted, adjust the speed of lowering the vibratory compactor system by the hoisting system to adjust the speed of vibratory hole forming.

[0207] Specifically, during the vertical lowering of the vibratory compactor system, the real-time monitoring and control of the lowering depth and hole-making speed of the vibratory compactor system through the vibratory compactor speed control system includes the following steps:

[0208] S221. During the process of vertically lowering the vibratory impactor system, the lowering depth of the vibratory impactor system is detected in real time to obtain the real-time lowering depth and hole-making speed of the vibratory impactor system.

[0209] During the vertical lowering of the vibratory impactor system, the lowering depth of the vibratory impactor system is detected in real time to obtain the lowering depth of the vibratory impactor system, and the lowering speed of the vibratory impactor system is obtained from the lowering depth, thereby obtaining the hole-forming speed of the vibratory impactor system.

[0210] In this system, the remote controller sends depth query commands to the vibratory compactor stone pile driver via a remote data transmission radio. The onboard data transmission radio on the vibratory compactor stone pile driver receives and decodes these commands, which are then recognized by the onboard computer. Following the depth query commands from the controller, the various systems on the vibratory compactor stone pile driver execute corresponding actions and reply with the data to be transmitted, such as depth, drill bit position, and speed, through data exchange via the onboard computer's serial port and the onboard data transmission radio. The remote data transmission radio receives depth and speed signals from the onboard data transmission radio, decodes and removes encrypted signals, extracts the required signals, and calculates, displays, and records them in the construction management system via a decoding circuit and a program.

[0211] With the deployment of vibratory impactor systems, such as Figure 25 As shown, the zero-point confirmation unit first determines whether the vibratory compactor system has moved to the zero-point depth, which is typically the ground elevation at the same level as the bottom of the pile driver. If the vibratory compactor system has not moved to the zero-point depth, it continues to be slowly lowered until it does, at which point the zeroing module performs a depth zeroing operation. If the vibratory compactor system has already moved to the zero-point depth, the zeroing module performs the depth zeroing operation. After zero-point calibration of the depth, the depth zeroing information is sent back to the remote controller to ensure that the zero-point depth displayed on the remote construction management system matches the zero-point depth displayed on the onboard computer.

[0212] As the vibratory compactor system continues to descend, it performs vibratory compaction at the zero depth position. Based on depth query commands, the descent depth is monitored in real-time by a descent depth detection mechanism. As the pulley rotates under the action of the wire rope-driven drill rod lowering system and the vibratory compactor system, the depth detection element detects all the holes or angles the pulley passes through, obtaining the change in descent depth. Using the zero depth position, the real-time descent depth of the vibratory compactor system can be calculated from this change in depth. This real-time descent depth is displayed on the onboard computer and, after data encoding and error correction, written to the RS232 port. It is then transmitted to the onboard data radio, encrypted, and transmitted to a remote data radio. The remote data radio receives, decrypts, and decodes the data, sending it to the remote controller (PLC or microcontroller serial port). After processing by the PLC or microcontroller serial port, the data is displayed and recorded in the construction management system, allowing operators and personnel using the remote construction management system to view the relevant data synchronously.

[0213] After obtaining the lowering depth of the vibratory impactor system, the lowering depth of the vibratory impactor system per unit time is calculated, thereby obtaining the lowering speed of the vibratory impactor system, that is, the hole-forming speed of the vibratory impactor system.

[0214] S222. After obtaining the real-time lowering depth of the vibratory impactor system, determine whether the lowering depth has reached the preset depth. If the lowering depth has not reached the preset depth, continue to lower the vibratory impactor system vertically to the preset depth through the hoisting system.

[0215] After obtaining the real-time lowering depth of the vibratory impactor system, it is necessary to determine whether the lowering depth has reached the preset depth, including:

[0216] After obtaining the real-time lowering depth of the vibratory impactor system, the lowering depth is compared with the preset depth, and the comparison result is obtained.

[0217] If the comparison result shows that the lowering depth is less than the preset depth, then the lowering depth has not reached the preset depth.

[0218] If the comparison result shows that the lowering depth is equal to the preset depth, then the lowering depth has reached the preset depth.

[0219] Specifically, the oscillator system has been lowered to a depth below zero. After acquiring the real-time lowering depth of the oscillator system, this lowering depth is compared with a preset depth to obtain a comparison result. If the comparison result indicates that the lowering depth is less than the preset depth, a judgment result is output including whether the lowering depth has not reached the preset depth and the required depth value for further lowering. If the comparison result indicates that the lowering depth is equal to the preset depth, a judgment result is output indicating that the lowering depth has reached the preset depth and that further lowering is not required. Both judgment results are transmitted to the controller in the remote central control room.

[0220] After determining that the vibratory compactor system has not reached the preset depth, the controller controls the main winch to continue to lower the drill rod system and vibratory compactor system vertically through the wire rope of the main winch until the vibratory compactor system reaches the preset depth.

[0221] S223. After obtaining the hole-forming speed of the vibratory compactor system, determine whether the hole-forming speed of the vibratory compactor system needs to be adjusted. If it is determined that the hole-forming speed of the vibratory compactor system needs to be adjusted, adjust the speed at which the hoisting system lowers the vibratory compactor system to adjust the speed of vibratory hole forming.

[0222] After obtaining the lowering depth of the vibratory impactor system, while determining whether the lowering depth has reached the preset depth, the hole-forming speed is also analyzed to determine whether the hole-forming speed of the vibratory impactor system needs to be adjusted.

[0223] Specifically, after obtaining the hole-forming speed of the vibratory impactor system, the hole-forming speed is compared with a preset hole-forming speed threshold range. If the hole-forming speed is within the preset hole-forming speed threshold range, it is determined that no adjustment of the hole-forming speed is required; if the hole-forming speed is not within the preset hole-forming speed threshold range, it is determined that the hole-forming speed needs to be adjusted.

[0224] If, based on the obtained hole-forming speed of the vibratory impactor system, it is determined that the hole-forming speed is not within the preset hole-forming speed threshold range, and the hole-forming speed of the vibratory impactor system needs to be adjusted, it is also necessary to determine the relationship between the hole-forming speed and the upper limit, lower limit, and minimum hole-forming speed of the preset hole-forming speed threshold range.

[0225] If the drilling speed exceeds the upper limit of the preset drilling speed threshold range, the drilling speed needs to be reduced until it reaches the preset drilling speed threshold range. If the drilling speed is less than the lower limit of the preset drilling speed threshold range or greater than or equal to the minimum drilling speed, the drilling speed needs to be increased until it reaches the preset drilling speed threshold range. If the drilling speed is less than the minimum drilling speed, the vibration will stop and the controller will issue an alarm.

[0226] The controller adjusts the speed at which the vibratory compactor system is lowered by controlling the opening of the proportional valve through the main winch control module, thereby regulating the hole-forming speed of the vibratory compactor system. For example, by decreasing the opening of the proportional valve through the main winch control module, the speed at which the main winch lowers the vibratory compactor system is reduced. The lowering depth detection mechanism and the lowering speed calculation and output module detect and calculate the lowering speed (i.e., the hole-forming speed) of the vibratory compactor system to ensure that the hole-forming speed meets the requirements. If the hole-forming speed is lower than the lower limit of the preset hole-forming speed threshold range but greater than or equal to the preset minimum hole-forming speed, the controller increases the opening of the proportional valve to increase the lowering speed of the vibratory compactor system until the hole-forming speed meets the requirements. If the hole-forming speed is lower than the preset minimum hole-forming speed, the controller issues an alarm.

[0227] Specifically, when adjusting the drilling speed, if the drilling speed exceeds the upper limit of the preset drilling speed threshold range, the controller reduces the opening of the proportional valve to decrease the speed at which the main hoist lowers the vibratory compactor system. The lowering depth detection mechanism and the lowering speed calculation and output module detect and calculate the lowering speed (i.e., the drilling speed) of the vibratory compactor system and feed the results back to the controller. After closed-loop control, the drilling speed is brought to the required level. Conversely, if the drilling speed is less than the lower limit of the preset drilling speed threshold range but greater than or equal to the preset minimum drilling speed, the controller increases the opening of the proportional valve to increase the lowering speed of the vibratory compactor system until the drilling speed meets the requirements. If the drilling speed is less than the preset minimum drilling speed, the controller issues an alarm. The minimum drilling speed is predetermined based on the hardness of the working stratum and is a safe drilling speed set to prevent damage to the vibratory compactor system and other equipment under current conditions due to high stratum hardness.

[0228] Before drilling, the target drilling speed and minimum drilling speed are set in advance according to the geological conditions. The preset drilling speed threshold range is determined based on the target drilling speed. That is, the preset drilling speed threshold range is determined by the target drilling speed and its control error. For example, if the target drilling speed is 1.88 m / min and the control error is 0.12 m / min, then the preset drilling speed threshold range is [1.76 m / min, 2.00 m / min]. For hard strata, the minimum drilling speed can be set to 0.6 m / min.

[0229] If the actual drilling speed reaches 3m / min, the controller (such as PLC) will give a signal to control the proportional valve to close, and the speed of the main hoist will slow down until the control index reaches the upper limit of the preset drilling speed threshold range of 2.00m / min, thus meeting the specification requirements.

[0230] If the actual drilling speed is 0.70 m / min, the controller (such as a PLC) will send a signal to open the proportional valve, thereby increasing the speed of the winch until the control index reaches the lower limit of the preset drilling speed threshold range of 1.76 m / min. This meets the specifications and maximizes efficiency. However, if the actual drilling speed does not increase significantly after the proportional valve opening is increased, manual intervention is required, and the controller will provide a prompt in this case.

[0231] If the actual drilling speed is ≤0.6m / min, the controller will alarm and manual intervention will be required.

[0232] Using the method of this invention, the speed at which the main winch lowers the vibratory compactor system can be controlled in real time, thereby controlling the hole-forming speed of the vibratory compactor system. The real-time hole-forming speed can be controlled at a level not exceeding 2.00 m / min, so that the hole-forming speed meets the requirements of the "Technical Specification for Vibratory Compaction Foundation Treatment in Hydropower and Water Conservancy Projects".

[0233] This invention enables real-time monitoring and control of the vibratory compactor system's lowering depth and drilling speed during the vertical lowering process. It allows for real-time acquisition of these information and timely adjustments to the system based on this data, achieving precise control over both depth and drilling speed. This enables owners to accurately determine the vibratory compaction pile depth, facilitating cost accounting. Furthermore, during vibratory compaction of the stone crushing pile, the remote controller exchanges data with the vibratory compaction pile and its onboard computer via a remote and onboard radio. This ensures consistency between the data displayed on the remote construction management system and the onboard computer, providing the operator with a clear view of the system.

[0234] S230. During the drilling process of the construction pile points, the flow rate of water and the pressure of air in the automatic feeding system of the drilling construction system are adjusted according to the current soil density.

[0235] During the drilling process at construction pile points using a vibratory compactor system, in addition to monitoring and adjusting the lowering depth and drilling speed of the vibratory compactor system, it is also necessary to adjust the water flow rate and air pressure of the automatic feed system according to the current soil density. This coordinates the vibratory compactor system to vibrate and compact the soil at the construction pile point for drilling. Furthermore, it is necessary to adjust the water and air supply as needed to achieve water-air linkage control during the drilling process, ensuring the smooth progress of deep hole vibratory compaction.

[0236] The present invention provides a water-air linkage control method for a vibratory compaction stone pile machine, comprising: real-time control of the water supply flow rate and the air supply pressure during vibratory compaction, so that the telescopic guide rod can freely extend and retract under the combined action of the water and air; obtaining the current ground compaction density during vibratory compaction; and real-time control of the ground water supply flow rate and the ground air supply pressure based on the current ground compaction density, so that the vibratory compactor and the ground water and air work together to complete the vibratory compaction.

[0237] The method of this invention is applicable to deep hole vibro-bursting in complex formations. By automatically controlling the water and air supply during vibro-bursting and automatically controlling the water and air supply based on the current formation density, the smooth progress of deep hole vibro-bursting is ensured.

[0238] The water-air linkage control method will be described in detail below with reference to the accompanying drawings and embodiments.

[0239] like Figure 31 As shown, this embodiment provides a water-air linkage control method for a vibratory stone crushing pile machine, including:

[0240] S231. The pipes for supplying water and gas extend from the top of the telescopic guide rod to the bottom of the telescopic guide rod, so that the water and gas flow from bottom to top inside the telescopic guide rod under the action of the baffle at the bottom of the telescopic guide rod, and flow out from the top of the telescopic guide rod.

[0241] S232. The pipe used to supply sewage passes through the telescopic guide rod and the vibratory flusher and extends from the bottom end of the vibratory flusher so that the sewage is sprayed out from the bottom end of the vibratory flusher to pre-damage the stratum.

[0242] S233. The pipe used to supply the gas passes through the telescopic guide rod and extends from the side wall of the bottom sleeve of the telescopic guide rod so that the gas is ejected from the bottom of the telescopic guide rod to perform gas-blast pre-damage to the formation.

[0243] S234. During vibro-compaction construction, the water pressure inside the telescopic guide rod must always be greater than the external mud pressure to prevent external mud from entering the telescopic guide rod through the gaps.

[0244] S235. Control the water supply flow rate and control the air supply pressure so as to remove a small amount of sand and gravel that has entered the telescopic guide rod under the combined action of water and air supply.

[0245] S236. Control the flow rate of the supplied groundwater based on the current ground compaction obtained during the vibro-compaction process; and

[0246] S237. Control the gas pressure supplied to the ground based on the current formation density obtained during the vibro-compaction process;

[0247] S238. By controlling the flow rate of the supplied water and the pressure of the supplied air, the vibratory compactor can complete the vibratory compaction operation under the combined action of the water and air.

[0248] The drainage control method of this embodiment will be described in detail below with reference to the accompanying drawings.

[0249] like Figure 30 As shown, obtaining the current formation density during vibro-compaction includes:

[0250] Obtain the current oscillation current of the oscillator;

[0251] Based on the preset relationship between vibratory current and formation density, find the formation density corresponding to the current vibratory current.

[0252] The found formation density is determined as the current formation density.

[0253] like Figure 29 As shown, the vibratory beater system is connected to a remote controller through the vibratory beater frequency converter cabinet. The vibratory beater frequency converter cabinet and the controller can be connected wirelessly or via a wired connection.

[0254] When encountering locally uniformly distributed strata, the instantaneous value of the obtained oscillating current is stable. The current oscillating current of the oscillating motor of the oscillating system (hereinafter referred to as the oscillating current of the oscillating motor of the oscillating system) is obtained in the following way: the instantaneous value of the oscillating current of the oscillating system is obtained; the instantaneous value of the obtained oscillating current is determined as the current oscillating current.

[0255] In this implementation, the controller obtains the vibration current signal from the vibratory inverter cabinet and determines the obtained vibration current as the current vibration current. Alternatively, a current detection sensor (not shown in the figure) is installed on the vibration output line of the vibratory inverter cabinet connected to the vibratory inverter; when the vibratory inverter is started, the current detection sensor generates a vibration current signal, which is transmitted to the controller in real time via wired or wireless means. The controller determines the current vibration current as the current vibration current from the vibration current transmitted in real time from the current detection sensor. The current detection sensor can be any sensor capable of detecting current in the prior art, such as a current transformer.

[0256] When encountering strata with uneven local distribution, the instantaneous values ​​of the acquired vibratory current jump significantly. The current vibratory current of the vibrator is obtained through the following method: acquiring multiple instantaneous values ​​of the vibratory current; averaging these multiple instantaneous values ​​to obtain the average vibratory current; and determining the average vibratory current as the current vibratory current. The time interval between acquiring two adjacent instantaneous values ​​of the vibratory current is equal. The method for averaging the multiple instantaneous values ​​of the acquired vibratory current is as follows: n (n≥2) consecutively acquired instantaneous values ​​of the vibratory current are grouped into a queue, and the n instantaneous values ​​in the queue are summed and averaged; each newly acquired instantaneous value of the vibratory current is added to the tail of the queue, while the first value is removed, forming a new queue, and the n instantaneous values ​​in the new queue are summed and averaged.

[0257] In practical implementation, the method for obtaining the instantaneous value of the oscillation current is the same as described above. Specifically, a current averaging module can be set up inside the controller. The controller obtains the instantaneous value of the oscillation current from the oscillator frequency converter cabinet or the current detection sensor. The current averaging module averages the n (n≥2) instantaneous values ​​of the oscillation current in the queue to obtain the average oscillation current. The controller determines the average oscillation current as the current oscillation current.

[0258] Specifically, based on the preset correspondence between vibratory current and formation density, the formation density corresponding to the current vibratory current is found; and the found formation density is determined as the current formation density. The specific implementation method is as follows:

[0259] The controller has a pre-set relationship between vibratory current and soil density. This relationship is obtained through testing; that is, before formal construction, test piles are built on site, and the controller analyzes the large amount of data obtained from the test piles to determine the relationship between vibratory current and soil density.

[0260] In one embodiment of this study, the relationship between vibratory current and formation density is shown in Table 1. Formation density is divided into three levels: soft, medium, and hard. The relationship between different levels of formation density and vibratory current is obtained through field test data.

[0261] Table 1. Correspondence between vibratory current and formation density

[0262] I<0.3Ie soft 0.3Ie≤I<0.8Ie middle I≥0.8Ie hard

[0263] In Table 1, Ie represents the rated current of the vibratory motor in the vibratory system.

[0264] After obtaining the current vibration current, the controller determines the current formation density by looking up Table 1. For example, when the controller obtains the current vibration current I = 0.3Ie, it determines the current formation density as medium by looking up Table 1.

[0265] It should be noted that Table 1 only shows one correspondence between the vibration current and the formation density. For more complex formations, the controller can obtain other more complex correspondences based on field test data.

[0266] The flow rate of the supplied groundwater is controlled based on the current ground compaction obtained during the vibro-compaction process. Figure 32 As shown, it includes:

[0267] Obtain the current drainage pressure of the supplying drainage;

[0268] Based on the preset correspondence between groundwater pressure and formation density, find the target groundwater pressure corresponding to the current formation density;

[0269] By comparing the current drainage pressure with the target drainage pressure, the drainage flow rate supplied by the second water pump is controlled to ensure that the current drainage pressure is within the target drainage pressure range.

[0270] The controller converts the difference between the current drainage pressure and the target drainage pressure into a control signal, which controls the drainage flow rate supplied by the second water pump to ensure that the current drainage pressure is within the target drainage pressure range.

[0271] The current groundwater pressure for obtaining the supply groundwater includes:

[0272] Obtain multiple instantaneous drainage pressures of the supply water;

[0273] The average water pressure is obtained by averaging the multiple instantaneous water pressures.

[0274] The obtained average drainage pressure is determined as the current drainage pressure.

[0275] When acquiring multiple instantaneous water pressures from the water supply, the time interval between acquiring two adjacent instantaneous water pressures is equal.

[0276] This invention can use a plunger pump BW450 to supply sewage, or other water pumps, as long as the supplied sewage pressure and flow rate meet the requirements.

[0277] Because plunger pumps supply water with large fluctuations in pulsating pressure and instantaneous flow rate, therefore:

[0278] In one embodiment of this example, the average water pressure is obtained by averaging multiple instantaneous water pressures. The specific implementation method is as follows: n (n≥2) consecutively acquired instantaneous water pressures are formed into a sampling interval, and the arithmetic mean of the n instantaneous water pressures in the sampling interval is obtained by adding them together.

[0279] In another embodiment of this example, the average water pressure is obtained by averaging multiple instantaneous water pressures. The specific implementation method is as follows: a sampling interval is formed by continuously acquiring n (n≥2) instantaneous water pressures, and the root mean square of the n instantaneous water pressures within the sampling interval is calculated.

[0280] In the two aforementioned embodiments, the n instantaneous water pressures in the previous sampling interval do not overlap with the n instantaneous water pressures in the next sampling interval. For example, the first sampling interval includes the 1st and 2nd instantaneous water pressures, the second sampling interval includes the 3rd and 4th instantaneous water pressures, and so on.

[0281] In specific implementation, the above two implementation methods, such as Figure 29 As shown, a second water supply pressure sensor and a second water supply flow sensor are installed on the outlet pipe of the second water pump to detect the instantaneous water pressure and instantaneous water flow rate supplied by the second water pump in real time. The second water supply pressure sensor and the second water supply flow sensor can be any sensor capable of detecting water pressure and flow rate available in the prior art. For example, the second water supply pressure sensor can be a pressure transmitter, and the second water supply flow sensor can be an electromagnetic flow meter.

[0282] A pressure signal averaging circuit is added inside the second water supply pressure detection sensor to average the n instantaneous water pressures continuously detected by the second water supply pressure detection sensor to obtain the average water pressure. The controller collects the average water pressure and determines the average water pressure as the current water pressure.

[0283] In addition, a flow signal averaging circuit is added inside the second water supply flow detection sensor to obtain the average flow rate by averaging the flow rates of n consecutive instantaneous water flows. The controller then determines the collected average flow rate as the current flow rate.

[0284] like Figure 29 As shown, the second water supply pressure sensor and the second water supply flow sensor transmit the average drainage pressure signal and the average drainage flow signal to the remote terminal unit (RTU). The RTU then transmits the signals wirelessly to the controller. The RTU can be a unit connected to or integrated with the onboard computer of the vibratory stone crushing pile machine, or it can be a separate unit located outside the vibratory stone crushing pile machine.

[0285] Alternatively, a pressure signal averaging module and a flow signal averaging module can be added inside the controller. The controller averages n instantaneous drainage pressures transmitted from the second water supply pressure detection sensor and n instantaneous drainage flows transmitted from the second water supply flow detection sensor to obtain average drainage pressure and average drainage flow, respectively. The average drainage pressure is then determined as the current drainage pressure, and the average drainage flow is determined as the current drainage flow.

[0286] The specific implementation method is as follows: Based on the preset correspondence between groundwater pressure and formation density, the target groundwater pressure corresponding to the current formation density is found.

[0287] The controller has a pre-set relationship between water pressure and soil density. This relationship is obtained through testing; that is, test piles are built on-site before formal construction, and the controller analyzes the large amount of data obtained from the test piles to determine the relationship between water pressure and soil density.

[0288] In one embodiment of this example, the relationship between groundwater pressure and formation density is shown in Table 2. Formation density is divided into three levels: soft, medium, and hard. The relationship between different levels of formation density and groundwater pressure is obtained through field test data.

[0289] Table 2. Correspondence between groundwater pressure and formation density

[0290] 0.3～0.5 soft 0.5～0.7 middle 0.7～0.8 hard

[0291] The controller uses Table 2 to find the target groundwater pressure corresponding to the current formation density. As shown in Table 2, upper and lower limits are set for the groundwater pressure corresponding to each level of formation density. For example, when the controller determines the current formation density to be medium using Table 1, it uses Table 2 to find the target groundwater pressure corresponding to the medium-level current formation density, which is 0.5–0.7 MPa.

[0292] It should be noted that Table 2 only shows one relationship between groundwater pressure and formation density. For more complex formations, the controller can obtain other more complex relationships based on field test data.

[0293] Specifically, by comparing the current drainage pressure with the target drainage pressure, the flow rate of the second water pump is controlled to ensure that the current drainage pressure is within the target drainage pressure range. This includes: when the current drainage pressure is greater than the upper limit of the target drainage pressure, the second water pump is controlled to reduce the drainage flow rate; when the current drainage pressure is less than the lower limit of the target drainage pressure, the second water pump is controlled to increase the drainage flow rate; and when the current drainage pressure is within the target drainage pressure range, the second water pump is controlled to maintain the drainage flow rate.

[0294] like Figure 29 As shown, in this embodiment, the second water pump is connected to the controller via a second water pump frequency converter cabinet. The second water pump frequency converter cabinet and the controller can be connected wirelessly or via a wired connection. The controller controls the speed of the second water pump by changing the output frequency of the second water pump frequency converter cabinet, thereby changing the flow rate of the water supplied by the second water pump. When the flow rate of the water discharged from the outlet pipe of the second water pump increases, the water pressure also increases; when the flow rate of the water discharged from the outlet pipe of the second water pump decreases, the water pressure also decreases.

[0295] If the construction effect is not obvious when only water is supplied during vibro-compaction construction, air supply should be provided as an auxiliary measure.

[0296] The air control method of this embodiment will be described in detail below with reference to the accompanying drawings.

[0297] Among them, the gas pressure supplied to the lower layer is controlled based on the current formation density obtained during the vibro-compaction process, such as... Figure 33 As shown, it includes:

[0298] Obtain the gas pressure supplied from below;

[0299] Based on the preset correspondence between ground pressure and formation density, find the target ground pressure corresponding to the current formation density;

[0300] By comparing the acquired downdraft pressure with the target downdraft pressure, the downdraft pressure supplied by the second air compressor is controlled so that the acquired downdraft pressure is within the target downdraft pressure range.

[0301] The controller converts the difference between the acquired down-pressure and the target down-pressure into a control signal, controlling the down-pressure supplied by the second air compressor to be within the target down-pressure range.

[0302] In this embodiment, the current formation density is obtained by referring to the aforementioned groundwater control method.

[0303] Specifically, in this embodiment, obtaining the supply air pressure includes: real-time detection of the instantaneous supply air pressure of the second air compressor, and obtaining instantaneous supply air pressures at equal intervals.

[0304] In one embodiment of this example, the method for obtaining the lower air pressure is as follows:

[0305] like Figure 29 As shown, an air receiver tank is installed at the outlet of the second air compressor, and a second air supply pressure detection sensor is installed on the outlet pipe of the air receiver tank to detect the instantaneous air pressure supplied by the second air compressor. The second air supply pressure detection sensor can be any sensor capable of detecting air pressure available in the prior art. For example, a pressure transmitter can be used.

[0306] In addition, a second air supply flow detection sensor is installed on the outlet pipe of the second air compressor's air tank to detect the flow rate of the air supplied by the second air compressor. The second air supply flow detection sensor can be any sensor capable of detecting airflow that is currently available in the technology. For example, a vortex flow meter can be used.

[0307] The second air supply pressure sensor and the second air supply flow sensor transmit the detected pressure and flow signals to the remote terminal unit (RTU), which then transmits the signals to the controller wirelessly.

[0308] The specific implementation method is as follows: Based on the preset correspondence between ground pressure and formation density, the target ground pressure corresponding to the current formation density is found.

[0309] The controller has a pre-set relationship between air pressure and formation density. This relationship is obtained through testing. Before formal construction, test piles are built on-site, and the controller analyzes the large amount of data obtained from the test piles to determine the relationship between air pressure and formation density.

[0310] In one embodiment of this example, the relationship between ground pressure and formation density is shown in Table 3. Formation density is divided into three levels: soft, medium, and hard. The relationship between different levels of formation density and ground pressure is obtained through field test data.

[0311] Table 3. Correspondence between atmospheric pressure and formation density

[0312] 0 soft 0.3～0.5 middle 0.7～0.8 hard

[0313] The controller looks up Table 3 to find the target downgas pressure corresponding to the current formation density. As shown in Table 3, upper and lower limits are set for the downgas pressure corresponding to each level of formation density. For example, when the controller determines the current formation density to be medium through lookup Table 1, it looks up Table 3 to find that the target downgas pressure corresponding to the medium formation density is 0.3 to 0.5 MPa.

[0314] It should be noted that Table 3 only shows one correspondence between air pressure and formation density. For more complex formations, the controller can obtain other more complex correspondences based on field test data.

[0315] Specifically, by comparing the acquired downdraft pressure with the target downdraft pressure, the downdraft pressure supplied by the second air compressor is controlled to ensure that the acquired downdraft pressure is within the target downdraft pressure range. This includes:

[0316] When the acquired downdraft pressure is greater than the upper limit of the target downdraft pressure, the second air compressor is controlled to reduce the downdraft pressure; when the acquired downdraft pressure is less than the lower limit of the target downdraft pressure, the second air compressor is controlled to increase the downdraft pressure; when the acquired downdraft pressure is within the range of the target downdraft pressure, the second air compressor is controlled to maintain the downdraft pressure.

[0317] In one embodiment of this example, as Figure 29 As shown, a second electric regulating valve is installed on the outlet pipe of the gas storage tank. The gas pressure is controlled by adjusting the opening degree of the second electric regulating valve. Figure 29 As shown, in this embodiment, the controller wirelessly transmits the valve opening signal to the remote terminal unit (RTU), which then controls the valve opening of the second electric regulating valve. When the second electric regulating valve opens wider, the downstream air flow rate increases, and the downstream air pressure also increases; when the second electric regulating valve opens narrower, the downstream air flow rate decreases, and the downstream air pressure also decreases.

[0318] For complex formations with deep overburden, this embodiment automatically controls the supply of water and air pressure according to different formation densities, thereby cooperating with the vibratory compactor to successfully complete deep hole vibratory compaction.

[0319] Deep hole vibratory compaction based on telescopic guide rods requires the supply of water.

[0320] The water supply control method of this embodiment will be described in detail below with reference to the accompanying drawings.

[0321] The water supply control principle of this embodiment is as follows: 1. Control the water supply pressure: The water supply pressure inside the telescopic guide rod is always greater than the mud pressure in the pile hole, forcing the water inside the telescopic guide rod to flow from the sleeve gap of the telescopic guide rod to the mud in the pile hole, thereby achieving dynamic balance of water pressure inside the pipe and preventing sand and gravel in the mud from entering and getting stuck in the sleeve gap; 2. Control the water supply flow rate: During the process of water flowing upward from the top of the bottom sleeve to the top sleeve and then being discharged, the water supply flow rate inside the telescopic guide rod is kept at a certain level, thereby carrying away any small amount of sand and gravel that may accidentally enter the telescopic guide rod and preventing them from getting stuck in the sleeve gap.

[0322] Based on the above principles, this embodiment, by controlling the water flow rate in real time while ensuring dynamic balance of water pressure inside the pipe, can avoid pipe jamming and achieve the purpose of free extension and retraction of the telescopic guide rod.

[0323] During vibro-compaction construction, the water pressure inside the telescopic guide rod must always be greater than the external mud pressure. The specific implementation method is as follows:

[0324] The internal water pressure of the telescopic guide rod includes the static water pressure (ρ) 水 The pressure of the water supplied by the first water pump (ΔP) and the pressure of the water inside the telescopic guide rod are always greater than the external mud pressure, which controls the static pressure of the water inside the telescopic guide rod (ρ). 水 The sum of the pressure of the water supplied by the first pump (ΔP) and the pressure of the mud slurry in the external pile hole of the telescopic guide rod (ρ) must be greater than the pressure of the mud slurry in the external pile hole of the telescopic guide rod (ρ). 浆 gh), that is, the water pressure supplied by the first water pump (ΔP) is greater than the mud pressure (ρ) inside the pile hole outside the telescopic guide rod. 浆 gh) and the hydrostatic pressure of the water inside the telescopic guide rod (ρ) 水 The difference between gh), i.e., ΔP > ρ 浆 gh-ρ 水 gh.

[0325] Where, ρ 水 =1g / cm 3 , ρ 浆 =1.4g / cm 3 If g≈10m / s, and h=100m, then △P>0.4MPa.

[0326] Based on the above calculations, when the hole depth is 100m, by controlling the water pressure supplied by the first water pump to be greater than 0.4MPa, the dynamic balance of water pressure inside the telescopic guide rod can be maintained, preventing sand and gravel in the mud from entering and getting stuck in the casing gap.

[0327] In practice, the first water pump can be a water pump with a minimum pump pressure greater than 0.4 MPa. For example, a plunger pump BW320 with a minimum pump pressure of 1.5 MPa can be used.

[0328] Specifically, the water pressure inside the telescopic guide rod is always greater than the external mud pressure. That is, the water pressure supplied by the first water pump is controlled in the following way: the current water pressure is obtained; by comparing the current water pressure with the reference water pressure, the water pressure supplied by the first water pump is controlled so that the current water pressure is greater than or equal to the reference water pressure; wherein, the sum of the reference water pressure and the static pressure of the water inside the telescopic guide rod is always greater than the external mud pressure.

[0329] For details on how to obtain the current water pressure, please refer to the section on obtaining the current drainage pressure. When the borehole depth is 100m, the reference water pressure is taken as 0.4MPa.

[0330] Under the condition that the current water pressure is greater than the reference water pressure, this embodiment uses real-time control of the water flow rate to remove a small amount of sand and gravel that may accidentally enter the telescopic guide rod, thus preventing it from getting stuck in the sleeve gap.

[0331] Among them, controlling the water supply flow rate, such as Figure 34 As shown, it includes:

[0332] Obtain the current water flow rate supplied by the first water pump;

[0333] By comparing the current water flow rate with the target water flow rate, the water flow rate supplied by the first water pump is controlled so that the current water flow rate is within the target water flow rate range.

[0334] The controller converts the difference between the current water flow rate and the target water flow rate into a control signal, which controls the water flow rate supplied by the first water pump to ensure that the current water flow rate is within the target water flow rate range.

[0335] For a detailed implementation of obtaining the current water flow rate supplied by the first water pump, please refer to Obtaining the Current Sewage Flow Rate.

[0336] This embodiment controls the water supply flow rate of the first water pump by comparing the current water supply flow rate with the target water supply flow rate. Specifically, it includes: when the current water supply flow rate is greater than the upper limit of the target water supply flow rate, controlling the first water pump to reduce the water supply flow rate; when the current water supply flow rate is less than the lower limit of the target water supply flow rate, controlling the first water pump to increase the water supply flow rate; and when the current water supply flow rate is within the range of the target water supply flow rate, controlling the first water pump to maintain the water supply flow rate.

[0337] In one embodiment of this example, the target water flow rate range is set to 280±10 L / min. The maximum flow rate of the plunger pump BW320 (320 L / min) must be greater than the target water flow rate. Alternatively, another first water pump can be selected that simultaneously meets the water pressure and flow rate supply requirements of this embodiment.

[0338] like Figure 29 As shown, a first water supply pressure sensor and a first water supply flow rate sensor are installed on the outlet pipe of the first water pump to detect the instantaneous water supply pressure and instantaneous water supply flow rate supplied by the first water pump in real time. The first water supply pressure sensor and the first water supply flow rate sensor can be any sensor capable of detecting water pressure and flow rate in the prior art. For example, the first water supply pressure sensor can be a pressure transmitter, and the first water supply flow rate sensor can be an electromagnetic flow meter.

[0339] like Figure 29 As shown, the first water pump is connected to the controller via a first water pump frequency converter cabinet. The first water pump frequency converter cabinet and the controller can be connected wirelessly or via a wired connection. The controller controls the speed of the first water pump by changing the output frequency of the first water pump frequency converter cabinet, thereby changing the water flow rate supplied by the first water pump to ensure that the current water flow rate is within the target water flow rate range.

[0340] In one embodiment of this example, a plunger pump is used to supply water. The method for the controller to obtain the current water flow rate and current water pressure is the same as the method for the controller to obtain the current water flow rate and current water pressure when using a plunger pump to supply water, and will not be repeated here.

[0341] When deep hole vibratory compaction based on telescopic guide rods fails to achieve significant construction results by only supplying water, an auxiliary air supply should be provided.

[0342] The air intake control method of this embodiment will be described in detail below with reference to the accompanying drawings.

[0343] Among them, controlling the supply pressure of the gas, such as Figure 35 As shown, it includes:

[0344] Obtain the air pressure supplied by the first air compressor;

[0345] By comparing the acquired air pressure with the target air pressure, the air pressure supplied by the first air compressor is controlled so that the acquired air pressure is within the target air pressure range.

[0346] Specifically, obtaining the supply air pressure of the first air compressor includes: real-time detection of the instantaneous supply air pressure of the first air compressor, and obtaining the instantaneous supply air pressure at equal intervals.

[0347] In one embodiment of this example, the method for obtaining the upper air pressure is as follows:

[0348] like Figure 29 As shown, an air receiver tank is installed at the outlet of the first air compressor, and a first air supply pressure detection sensor is installed on the outlet pipe of the air receiver tank to detect the instantaneous air supply pressure of the first air compressor. The first air supply pressure detection sensor can be any sensor capable of detecting air pressure available in the prior art. For example, a pressure transmitter can be used.

[0349] In addition, a first air supply flow detection sensor is installed on the outlet pipe of the first air compressor's air tank to detect the air supply flow rate of the first air compressor. The first air supply flow detection sensor can be any sensor capable of detecting airflow that is currently available in the technology. For example, a vortex flow meter can be used.

[0350] The first air supply pressure detection sensor and the first air supply flow detection sensor transmit the detected pressure signal and flow signal to the remote terminal unit (RTU), and the RTU transmits the signal to the controller wirelessly.

[0351] Specifically, by comparing the acquired upper air pressure with the target upper air pressure, the upper air pressure supplied by the first air compressor is controlled to ensure that the acquired upper air pressure is within the target upper air pressure range. This includes:

[0352] When the acquired air pressure is greater than the upper limit of the target air pressure, the first air compressor is controlled to reduce the air pressure; when the acquired air pressure is less than the lower limit of the target air pressure, the first air compressor is controlled to increase the air pressure; when the acquired air pressure is within the target air pressure range, the first air compressor is controlled to maintain the air pressure.

[0353] In one embodiment of this example, the target upper air pressure range is set to 0.3 to 0.4 MPa.

[0354] like Figure 29 As shown, a first electric regulating valve is installed on the gas outlet pipe of the gas storage tank. The gas pressure is controlled by adjusting the opening degree of the first electric regulating valve. Figure 29 As shown, in this embodiment, the controller wirelessly transmits the valve opening signal to the remote terminal unit (RTU), which then controls the valve opening of the first electric regulating valve. When the first electric regulating valve opens wider, the air flow rate increases, and the air pressure also increases; when the first electric regulating valve opens narrower, the air flow rate decreases, and the air pressure also decreases.

[0355] This embodiment uses a vibratory compactor for stone crushing piles. The vibratory compactor is connected to a telescopic guide rod, and the water-air linkage automatic control process is as follows:

[0356] 1. After the vibratory impactor is started, the second water supply pressure detection sensor detects the instantaneous water pressure in real time, the second water supply flow detection sensor detects the instantaneous water flow in real time, the second air supply pressure detection sensor detects the instantaneous air pressure in real time, the second air supply flow detection sensor detects the instantaneous air flow in real time, the first water supply pressure detection sensor detects the instantaneous water pressure in real time, the first water supply flow detection sensor detects the instantaneous water flow in real time, the first air supply pressure detection sensor detects the instantaneous air pressure in real time, and the first air supply flow detection sensor detects the instantaneous air flow in real time.

[0357] 2. The controller acquires the current vibration current, current drainage pressure, current drainage flow rate, drainage air pressure, drainage air flow rate, current water supply pressure, current water supply flow rate, water supply pressure, and water supply flow rate;

[0358] 3. The controller determines the current formation density corresponding to the current vibration current by looking up table 1; it determines the target groundwater pressure corresponding to the current formation density by looking up table 2; and it determines the target groundwater pressure corresponding to the current formation density by looking up table 3.

[0359] 4. The controller compares the current drainage pressure with the target drainage pressure and converts the difference signal into a control signal to control the output frequency of the second water pump frequency converter cabinet. By controlling the speed of the second water pump, the drainage flow rate supplied by the second water pump is changed, thereby changing the drainage pressure so that the current drainage pressure is within the target drainage pressure range.

[0360] The controller compares the acquired downdraft pressure with the target downdraft pressure, converts the difference signal into a control signal to control the valve opening of the second electric regulating valve, thereby changing the downdraft pressure and keeping it within the target downdraft pressure range.

[0361] The controller compares the current water flow rate with the target water flow rate, converts the difference signal into a control signal to control the output frequency of the first water pump frequency converter cabinet, and changes the speed of the first water pump to adjust the water flow rate supplied by the first water pump so that the current water flow rate is within the target water flow rate range.

[0362] The controller compares the acquired air pressure with the target air pressure, converts the difference signal into a control signal to control the opening of the first electric regulating valve, thereby changing the air pressure to keep it within the target air pressure range. In summary, by precisely controlling the supply of water and air pressure according to different formation densities, the vibratory compactor can successfully complete deep-hole vibratory compaction in complex formations under the synergistic effect of appropriate water and air pressures, thus solving the problem of vibratory compaction in overburden formations over 50m in depth. Furthermore, by precisely controlling the water pressure, the water pressure inside the telescopic guide rod is always greater than the external mud pressure, preventing external mud from entering the telescopic guide rod through gaps. By controlling the current water flow rate and air pressure within the target range during vibratory compaction, any small amount of sand or gravel that enters the telescopic guide rod is removed, allowing the telescopic guide rod to freely extend and retract under the action of water and air, thus ensuring reliable deep-hole vibratory compaction in complex formations based on the telescopic guide rod.

[0363] S300 After forming a pile hole that meets the verticality requirements, a loader automatically feeds material into the pile hole to form a uniform and continuous vibratory crushed stone pile that meets the verticality requirements through each section of the pile body from bottom to top. During the formation of the vibratory crushed stone pile, the pile diameter of each section of the pile body is compared with the preset pile diameter, and the vibratory parameters of the vibratory compactor system are adjusted according to the comparison results to obtain a pile body that meets the preset pile diameter requirements.

[0364] After forming pile holes that meet the verticality requirements through the above steps, the holes are cleaned. Then, multiple loaders gradually put stones into the cleaned pile holes. During the gradual addition of stones, the vibratory compactor system of the vibratory compactor pile machine compacts the stones into the pile holes. The pile diameter of the formed pile body is obtained in real time during the vibratory compaction construction. The compaction parameters are adjusted in a timely manner based on the obtained pile diameter results. This ensures that each pile segment after compaction is formed from bottom to top into a complete vibratory compaction stone pile with a continuous and uniform pile diameter that meets the requirements. This solves the problem of poor continuity of vibratory compaction stone piles formed in medium and coarse sand layers and other strata in areas prone to strong earthquakes, and the easy breakage or misalignment of the piles under strong earthquake conditions.

[0365] The process of forming pile holes that meet the verticality requirements and cleaning them, followed by automatic material loading by a loader and vibratory compaction of the stone pile using a vibratory compaction machine to form a continuous and uniform pile body, includes the following steps:

[0366] To obtain the depth of the material surface inside the pile hole formed by the vibratory compaction stone pile driver before the stone is placed;

[0367] Stones are placed into the pile hole after the material surface depth has been measured. The stone section is then compacted and densified using a vibratory stone crushing pile machine to form a pile section. The material surface depth of the pile section is then measured.

[0368] The average pile diameter per meter of the pile section is obtained by measuring the height difference of the material surface depth before and after the stone is placed in the pile hole.

[0369] The average pile diameter of this section of the pile is compared with the preset pile diameter, and the vibration parameters of the vibratory stone crushing machine are adjusted according to the comparison results to form a vibratory stone crushing pile that meets the pile diameter requirements.

[0370] The vibratory parameters include vibratory current density, water pressure, and air pressure. Vibratory current density refers to the actual current of the vibratory motor when the vibratory system is working. Water supply refers to the water supplied by the water supply pipe that extends from the bottom of the vibratory after passing through the telescopic guide rod and the vibratory. The water is sprayed out from the bottom of the vibratory to pre-damage the formation. Air supply refers to the air supplied to the bottom side of the bottom casing of the telescopic guide rod of the drill pipe system. The shock absorber and vibratory are located below the air outlet.

[0371] Specifically, after cleaning the pile holes formed by the vibratory compaction stone pile machine to meet the verticality requirements, multiple loaders gradually dump loose stones into the pile holes. During the gradual dumping of stones, the vibratory compactor system of the vibratory compaction stone pile machine compacts the stones, forming dense piles. During construction, the stones dumped at regular intervals (or at certain heights, but only at regular intervals are described here) will form a section of pile. These sections are then connected from bottom to top to form a uniform, continuous vibratory compaction stone pile that meets the verticality requirements. Correspondingly, during the pile formation process, the depth of the material surface before stone dumping (before the formation of this section of pile) and after stone dumping (before the formation of this section of pile) need to be measured separately. This obtains the height difference of the corresponding section of pile formed by the vibratory compaction of the stones dumped during that period before and after stone dumping. Based on this height difference, the pile diameter of this section of pile is calculated according to the method specified in the standard.

[0372] In measuring the depth of the material surface in the pile hole formed by the vibratory crushing stone pile machine before and after the stone has been placed, a method is adopted to install a material surface depth measuring device on the auxiliary winch of the vibratory crushing stone pile machine. The auxiliary winch is installed at the rear of the main unit of the vibratory crushing stone pile machine (not shown in the figure). The auxiliary winch releases a steel wire rope that can extend into the pile hole formed by the vibratory crushing stone pile machine. A weight can be hung at the end of the steel wire rope, and a sensing element (such as a pressure sensor or encoder) is installed on the auxiliary winch. When the weight hits the upper surface of the stone placed in the pile hole, the sensing element senses the corresponding change generated by the auxiliary winch (such as a change in the pressure of the hydraulic oil supplied to the auxiliary winch or a change in the output torque of the auxiliary winch shaft), and transmits this change to the controller. The controller calculates and determines the material surface depth before and after the stone has been placed based on this change.

[0373] Before measuring the initial material surface depth in the pile hole formed by vibro-compaction stone pile construction, before adding stones, the initial weight of the stones to be added is measured to obtain the loose bulk density of the stones. The weight of the stones to be added is also weighed to obtain the initial weight. After measuring the material surface depth in the pile hole before adding stones, the loose stones to be added are added to the pile hole, obtaining the actual weight of the stones added and the volume of the stones accumulated in the pile hole. The material surface depth in the pile hole after adding stones is measured. Then, vibro-compaction is performed to increase the density of the pile. Based on the accumulated volume, initial material surface depth, and material surface depth after adding stones, the average filler volume per meter of pile in the loose state when forming this section of the pile is obtained. Finally, using the obtained average filler volume per meter of pile in the loose state, the average pile diameter per meter of the pile section is calculated using the formula specified in the standard.

[0374] The following is a detailed explanation of the method for calculating the pile diameter before and after the stone is placed.

[0375] Before the stones are thrown into the pile hole, their initial weight is measured to obtain the loose bulk density of the stones.

[0376] The stones to be added are piled inside a cylinder with a diameter of 1m and a height of 1m, with a smooth surface, and the volume V1 of the stones is calculated using the following formula:

[0377] V1 = 3.142 * 0.5 2 *1=0.7855m 3 (Formula 1)

[0378] The initial weight G1 (kg) of the stone is obtained by weighing it. The loose bulk density ρ1 of the stone is calculated according to the following formula:

[0379] ρ1=(G1 / 1000) / V1=G1*1.273*10 -3 cm 3 / g (Formula 2)

[0380] The initial depth h1 of the material surface before the stone to be placed into the pile hole is measured by the material surface depth measuring device installed on the auxiliary winch device on the vibratory stone crushing pile machine; then, the stone to be placed into the pile hole is poured in, and the actual weight G2 poured into the pile hole and the accumulation volume V2 in the pile hole are recorded, wherein the accumulation volume V2 is calculated by the following formula:

[0381] V2=G2 / ρ1 (Formula 3)

[0382] After obtaining the actual weight G2 of the stone and the accumulation volume V2 in the pile hole, the depth h2 of the material surface in the pile hole after the material has been added is measured using a material surface depth measuring device; then, the average filling amount V per meter of pile body is calculated. m It is calculated using the following formula:

[0383] V m =V2 / (h1-h2) (Formula 4)

[0384] Following this, vibro-compaction operations are performed, and the average pile diameter d0 is calculated according to the following formula specified in the standard:

[0385] d0 = 2*sqrt(η*V) m / 3.142) (Formula 5)

[0386] In the formula, η is the compaction coefficient, which is generally taken as 0.7-0.8, and the specific value is determined by the results of field tests.

[0387] When the stones to be placed into the pile hole after the material surface depth has been measured, the actual weight of the stones placed into the pile hole includes:

[0388] The first weight information and the location information of multiple loaders when they are loaded with stones to be delivered are obtained by polling.

[0389] Based on the location information of multiple loaders, the loaders located in the pile hole feeding area are controlled to sequentially feed the loaded stones into the pile hole in order to obtain the second weight information of the loaders after feeding the stones.

[0390] Based on the first and second weight information of each loader, the weight of stone per bucket of each loader is obtained into the pile hole, and the weight of stone per bucket of multiple loaders is added together to obtain the actual weight of stone put into the pile hole.

[0391] Specifically, during the process of the loader feeding stones into the pile hole, in order to achieve automatic feeding and dynamic real-time weight measurement of the stones, and to remotely monitor the feeding process, this invention will connect the vibratory compaction construction management system in the remote central control room with all loaders 700 loading stones to be fed at the construction site through a wireless AP device 800 in the same local area network (e.g., Figure 19 , Figure 21 As shown), each loader is equipped with a wireless transceiver to wirelessly connect to the host of the vibratory compaction construction management system in the remote central control room. A PLC or ARM microcontroller communication port (RS485 or 232 port) is designed on the vibratory compaction construction management system. Through ARM microcontroller or PLC programming, it remotely polls and receives information such as the empty weight of all loaders, the weighing information of each bucket of stones, and the location information (e.g., ...). Figure 20 (As shown). Weighing information for each loader in different states is read directly from the loader itself, with no conversion error. Based on the markers, the weight data of all loaders meeting the distance requirements are accumulated (e.g., ...). Figure 22 As shown in the figure, a flag is set for the loaders that have already accumulated the weight to prevent duplicate accumulation, so that the weight of the material loaded by multiple loaders into the same pile hole can be accumulated.

[0392] When calculating the actual weight of stones delivered into the same pile hole by multiple loaders within a certain time period (e.g., if only one loader delivers stones into the pile hole within a certain time period, the weight of stones delivered by that loader within that time period is calculated; the following explanation only uses multiple loaders as an example), the remote vibratory compaction construction management system obtains the first weight information of multiple loaders when they are loaded with stones to be delivered and the location information of multiple loaders in a polling manner. Then, based on the obtained location information of multiple loaders, it controls the loaders located in the pile hole delivery area to deliver the loaded stones into the pile hole in sequence, and obtains the second weight information of each loader after delivering the stones. Finally, based on the obtained first and second weight information of each loader, the weight of stones delivered into the pile hole per bucket by each loader is obtained, and the weights of stones delivered per bucket by multiple loaders are summed to obtain the total weight of stones delivered into the same pile hole by multiple loaders within a certain time period. This total weight of stones is the actual delivery weight.

[0393] To obtain the location and identification information of the loaders, this invention installs a positioning element for locating the loader and an identification element for marking the loader's identity (such as its identification number) on each loader. The positioning element and identification element can employ existing technologies, which will not be elaborated upon here. The location and identification information of each loader can be sent to the remote vibratory compaction construction management system.

[0394] In order to directly read the weighing information of different states from the loader and avoid conversion errors, the present invention installs a detection element on the loader that can detect the weight of the loader in different states. After calibrating the empty weight of the loader when it is in an empty state without stones by the detection element, the first weight information and the second weight information after the stones are loaded and unloaded are obtained based on the calibrated empty weight.

[0395] During implementation, a position switch can be installed on the loader to detect the loader's weight at the height of the position switch: First, using the original height of the position switch when the loader is unloaded and without stones as a reference, the loader's internal hydraulic system is calibrated with standard weights, and the calibrated unloaded weight information of the loader is sent to the controller (such as a PLC controller) of the remote vibratory compaction construction management system; when the loader is loaded with stones, using the height of the position switch when fully loaded with stones as a reference, the first weight information G1 displayed by the loader's internal hydraulic system at the corresponding height is recorded, and this first weight information G1 is sent to the remote controller; when the loader puts stones into the pile hole, using the height of the position switch after putting stones into the pile hole as a reference, the second weight information G2 displayed by the loader's internal hydraulic system at the corresponding height is recorded, and this second weight information G2 is sent to the remote controller. The remote controller obtains the first weight information G1 and the second weight information G2 of each loader to calculate the weight of stone dropped into the pile hole by each loader, G = |G2-G1| (i.e., the weight of a single bucket of material dropped by the loader). Then, the weights of the single buckets dropped by each loader into the same pile hole are summed to obtain the total weight of stone dropped into the same pile hole by multiple loaders. The weight information corresponding to different heights of the position switches can be pre-tabulated and input into the remote vibratory compaction construction management system. The correspondence between the position of the position switch and the weight is obtained through experimentation. Before formal construction, tests are conducted on-site, and the controller analyzes the large amount of data obtained from the experiments to determine the correspondence between the position of the position switch and the weight of stone loaded by the loader.

[0396] Alternatively, a dedicated pressure tapping module (such as a pressure sensor) can be installed on the inlet and outlet flanges of the loader's main push cylinder using high-strength bolts. This module detects the pressure difference between the inlet and outlet of the main push cylinder at a fixed position when the loader is in different states. Through non-linear calibration, a pressure difference linearly related to the loader's load capacity is obtained, thus determining the hydraulic pressure of the main push cylinder and the corresponding weight information. Accordingly, the weight information corresponding to different pressure differences can be pre-tabulated and input into a remote vibratory compaction construction management system. The correspondence between different pressure differences and weight is obtained through experimentation; that is, before formal construction, tests are conducted on-site, and the controller analyzes the large amount of data obtained from the experiments to determine the correspondence between pressure differences and weight.

[0397] Specifically, controlling the loader located within the pile hole feeding area to deliver the loaded stones into the pile hole, based on the obtained loader location information, includes:

[0398] After obtaining the loader's location information, the location information is compared with the location information of the pile hole;

[0399] If the distance between the loader position and the pile hole position is less than or equal to the preset value, the loader is located in the material feeding area of ​​the pile hole and can put the loaded stones into the pile hole.

[0400] If the distance between the loader position and the pile hole position is greater than the preset value, the loader is not located in the material feeding area of ​​the pile hole and needs to move towards the pile hole until it is located in the material feeding area of ​​the pile hole.

[0401] This invention utilizes the Beidou positioning system equipped on the loader to set up a cumulative switch. When the distance between the loader and the opening of the pile hole is less than or equal to 5m, as determined by the positioning element (such as a Beidou positioning antenna) installed in the loader's cab, it is determined that the loader is located within the material feeding area of ​​the pile hole. The stones unloaded by the loader are then placed into the pile hole, thereby avoiding over- or under-recording of stones placed in a single pile hole. This ensures dynamic, real-time, and automatic measurement of the stones and enables remote real-time monitoring of the weight of the loader.

[0402] After obtaining the average pile diameter per meter of the pile section formed by feeding stones into the pile hole with a loader and intensifying the vibratory compaction construction using a vibratory compaction stone pile machine over a period of time (which can be determined based on the on-site material feeding situation) through the above steps, the average pile diameter of this section is compared with the preset pile diameter, and the vibratory compaction parameters of the vibratory compaction stone pile machine are adjusted according to the comparison results. The preset pile diameter is the pile diameter obtained from a test pile conducted on-site according to the preset vibratory compaction parameters before construction.

[0403] The average pile diameter of this section of pile is compared with the preset pile diameter, and the vibratory compaction parameters of the vibratory compaction stone pile driver are adjusted according to the comparison results, including:

[0404] The average pile diameter d0 of this pile section is compared with the preset pile diameter d s Compare;

[0405] If the average pile diameter d0 is slightly greater than or equal to the preset pile diameter d s Then the vibratory stone crushing pile machine will carry out vibratory compaction operation according to the original vibratory parameters;

[0406] If the average pile diameter d0 is less than the preset pile diameter d s If so, the vibratory compaction stone pile machine needs to be used with the adjusted vibratory compaction parameters for vibratory compaction pile expansion operation.

[0407] It should be noted that during the process of forming a pile by vibratory compaction of a section of stone material placed in the pile hole using a vibratory compaction pile machine, the average or instantaneous vibratory compaction current during this construction process can be used as the vibratory compaction current. Typically, the vibratory compaction current before adjustment is slightly less than or equal to the preset current. The vibratory compaction current during construction is related to the density of the current soil layer. The controller has a preset correspondence between the vibratory compaction current and the soil density. This correspondence is obtained through testing; that is, before formal construction, test piles are built on-site, and the controller analyzes the large amount of data obtained from the test piles to determine the correspondence between the vibratory compaction current and the soil density. In addition, during the vibratory compaction process, the vibratory compactor motor also has a rated current to prevent motor burnout.

[0408] By comparing the average pile diameter of the aforementioned pile segment with the preset pile diameter, it was found that the average pile diameter d0 is less than the preset pile diameter d. s The conclusion indicates that the current soil stratum has a high density, meaning it is quite hard, while the currently used vibro-compaction parameters, especially the vibro-compaction current, are relatively low. Therefore, the vibro-compaction current needs to be increased. That is, if the average pile diameter d0 is less than the preset pile diameter d... s Therefore, the vibratory compaction stone pile machine needs to be used with the increased vibratory compaction current for vibratory compaction construction.

[0409] When vibratory compaction construction is carried out by vibratory compaction crushing pile machine with adjusted vibratory compaction current, the soil density corresponding to the adjusted vibratory compaction current is determined, that is, the current soil density. Then, according to the pre-set correspondence between water pressure, air pressure and soil density, the water pressure and air pressure corresponding to the current soil density are found. Finally, the water flow rate and air flow rate are controlled so that the adjusted water pressure and air pressure reach the required target pressure respectively. Thus, the vibratory compaction pile expansion construction is completed by the coordinated vibration of the vibratory compactor system, the adjusted vibratory compaction current, the target water pressure and air pressure.

[0410] The controller is pre-programmed with the correspondence between water pressure, air pressure, and soil density. This correspondence is obtained through testing. Specifically, test piles are constructed on-site before formal construction, and the controller analyzes the extensive data obtained from these test piles to determine the relationship between water pressure, air pressure, and soil density.

[0411] The following section discusses piles with average diameter d0 less than the preset pile diameter d. s The vibro-compaction pile expansion operation scheme used at that time is described below:

[0412] If d0 < 0.5d sThis indicates that the formation is very hard. At this time, the vibratory compaction current of the vibratory compaction motor should be increased to the maximum. The following vibratory compaction parameters can be used for vibratory compaction construction: the vibratory compaction current is 30-50A greater than the preset current and less than or equal to 90% of the rated current; the water pressure of the water supply is greater than 1MPa; the air pressure of the air supply is greater than 0.7MPa.

[0413] If 0.5d s <d0<0.8d s This indicates that the formation has moderate hardness, and the following vibro-compaction parameters can be used for vibro-compaction construction: the vibro-compaction current is greater than the preset current by 20-30A and less than or equal to 90% of the rated current; the water pressure is 0.7-0.8MPa; and the air pressure is 0.5-0.6MPa.

[0414] If 0.8d s <d0<d s This indicates that the formation hardness is average, and the following vibro-compaction parameters can be used for vibro-compaction construction: the vibro-compaction current is greater than the preset current by 10-20A and less than or equal to 90% of the rated current; the water pressure is 0.5-0.6MPa; and the air pressure is 0.3-0.4MPa.

[0415] The above scheme uses different vibro-compaction parameters for different geological conditions to expand the piles, ensuring that the diameter of the formed piles meets the preset pile diameter requirements, thereby forming a continuous and uniform complete pile body from bottom to top.

[0416] In summary, by using the loader itself to measure the weight of the stone and transmitting it in real time to the remote vibratory compaction construction management system, remote real-time monitoring of the loader's loading weight is achieved. Furthermore, automatic matching between the loader and the pile hole is realized through position comparison, determining which pile hole the stone unloaded by the loader is placed into, effectively avoiding over- or under-recording of stone in the same pile hole and ensuring dynamic, real-time, and automatic measurement of the stone. Through this method, while automatically feeding stone into the pile hole, the vibratory compaction stone pile machine compacts and densifies the injected stone, forming continuous, dense vibratory compaction stone piles that meet verticality requirements. These piles constitute excellent vertical drainage channels in earthquake-prone strata, significantly reducing the drainage distance of excess pore water in the strata and accelerating the dissipation of pore water pressure by several times or even tens of times. This plays a crucial role in controlling or suppressing the rise of excess pore water pressure, fundamentally improving the composite foundation's resistance to seismic liquefaction and its earthquake resistance effect.

[0417] Although the present invention has been described in detail above, the present invention is not limited thereto. Those skilled in the art can make modifications based on the principles of the present invention. Therefore, all modifications made in accordance with the principles of the present invention should be understood as falling within the protection scope of the present invention.

Claims

1. A method for constructing vibratory stone crushing piles, wherein the vibratory stone crushing pile machine comprises an automatic feeding system, a hoisting system, a drill rod system, and a vibratory compactor system, characterized in that, The method includes: Based on the latitude and longitude information of the pile point to be constructed and the vibratory stone crushing pile machine, the vibratory stone crushing pile machine is automatically guided to the pile point to be constructed, and the vibratory compactor system is aligned with the pile point. After aligning the vibratory compactor system with the construction pile point, adjust the verticality of the vibratory compactor system so that it can vertically perform vibratory compaction and hole-making construction on the construction pile point. During the drilling process at the construction pile points, the flow rate of water and the pressure of air in the automatic feeding system of the cooperating vibratory compactor system are adjusted according to the current soil density. The verticality of the vibratory compactor system is also monitored in real time, and the verticality of the vibratory compactor system is adjusted according to the detected verticality deviation. After the pile hole is formed by drilling, the material is automatically fed into the pile hole that meets the verticality requirements by a loader, and the vibratory compactor system is used to form a vibratory crushed stone pile that meets the verticality requirements and the preset pile diameter requirements. In the process of forming vibro-compacted crushed stone piles that meet the preset pile diameter requirements, the average pile diameter per meter of each pile segment formed by the intensified vibro-compacting construction is obtained and compared with the preset pile diameter. The vibro-compacting parameters of the vibro-compactor system are adjusted according to the comparison results. If the average pile diameter d0is slightly greater than or equal to the preset pile diameter d s , the vibro-replacement pile machine carries out vibro-replacement compaction work according to the original vibro-replacement parameters; If the average pile diameter d0 is less than the preset pile diameter d s , the vibration compaction current needs to be adjusted, the stratum density corresponding to the adjusted vibration compaction current is determined, i.e., the current stratum density, then, according to the preset corresponding relationship among the down water pressure, the down air pressure and the stratum density, the down water pressure and the down air pressure corresponding to the current stratum density are searched, finally, the down water flow and the down air flow are controlled to make the adjusted down water pressure and the down air pressure reach the required target pressure respectively, and the vibration compaction system, the adjusted vibration compaction current, the target down water pressure and the down air pressure are used to complete the vibration compaction pile expansion construction. The controller is pre-set with the corresponding relationships between the ground compaction and the vibratory compaction current, water pressure, and air pressure. These relationships are determined by analyzing a large amount of data obtained from test piles on site before formal construction.

2. The method according to claim 1, wherein automatically guiding the vibratory stone crushing machine and aligning its vibratory compactor system with the construction pile point based on the latitude and longitude information of the pile point to be constructed and the vibratory stone crushing machine comprises: Based on the latitude and longitude information of the pile point to be constructed and the vibratory stone crushing pile machine, the vibratory stone crushing pile machine is automatically guided to the pile point to be constructed. After the vibratory stone crushing pile machine is automatically guided to the pile point to be constructed, the vibratory impactor system on the vibratory stone crushing pile machine is aligned with the pile point.

3. The method according to claim 1, wherein adjusting the verticality of the vibratory compactor system includes the step of arranging the drill rod system of the vibratory stone crushing pile machine parallel to the mast of the hoisting system, so that the vibratory compactor system connected to the bottom of the drill rod system is parallel to the mast.

4. The method according to claim 3, further comprising the step of real-time detection and adjustment of the verticality of the mast relative to the main unit located on the horizontal plane, so that the verticality of the mast meets the requirements.

5. The method according to claim 1, wherein adjusting the flow rate of water and the pressure of air in the automatic feed system for borehole drilling using the synergistic vibratory compactor system based on the current formation density includes: Obtain the current formation density during the drilling process using the vibratory compactor system; The flow rate of the supplied groundwater is controlled based on the current density of the formation. as well as The gas pressure supplied is controlled based on the current formation density. By controlling the flow rate of the supplied water and the pressure of the supplied air, the vibratory compactor can complete the hole-making operation under the synergistic action of the water and air.

6. The method according to claim 5, wherein obtaining the current formation density during vibro-compaction includes: Obtain the current oscillation current of the oscillator; Based on the preset relationship between vibratory current and formation density, find the formation density corresponding to the current vibratory current. The found formation density is determined as the current formation density.

7. The method according to claim 1, wherein the automatic feeding of material into the pile hole meeting the verticality requirement by a loader includes: After forming pile holes that meet the verticality requirements, the first weight information of multiple loaders loaded with stones and the location information of multiple loaders are obtained by polling. Based on the location information of multiple loaders, the loaders located in the pile hole feeding area are controlled to sequentially feed the loaded stones into the pile hole, and the second weight information of the loaders after feeding the stones is obtained. Based on the first and second weight information of each loader, the weight of stone per bucket of each loader is obtained into the pile hole, and the weight of stone per bucket of multiple loaders is added together to obtain the total weight of stone per bucket of multiple loaders into the pile hole.

8. The method according to claim 7, further comprising the step of weight calibration of the unloaded loader before obtaining the first weight information of the loader when it is loaded with stones.

9. The method according to claim 1, in the process of drilling holes for construction pile points, further includes a step of real-time detection of the lowering depth of the vibratory compactor system, so as to adjust the lowering depth according to the detection results.

10. The method according to any one of claims 1-9, wherein during the drilling process of the construction pile point, the method further includes a step of real-time detection of the drilling speed of the vibratory compactor system, so as to adjust the drilling speed according to the detection results.

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