Method for forming vibro-replacement stone pile under super deep overburden layer in super strong earthquake zone

Abstract

The application discloses a method for forming a vibro-replacement stone pile under an ultra-strong earthquake zone and an ultra-deep covering layer, and comprises the following steps: rapidly vibro-replacing and forming a hole with a required verticality by using a vibro-replacement device and water, so as to form a stone pile hole with a required verticality; precisely placing stone fillers in the stone pile hole in batches by using a loader, and then vibro-replacing and densifying the stone fillers in the stone pile hole in batches by using the vibro-replacement device, so as to form N stone pile sections; calculating and saving the pile diameters of the stone pile sections by using the filler amount of the stone fillers in the stone pile hole in each batch; and comparing the pile diameters of all the stone pile sections, so as to obtain a minimum pile diameter as a guaranteed pile diameter of the stone pile. According to the method, the vibro-replacement device can accelerate the vibro-replacement construction of the deep and thick covering layer with a depth of more than 50 m according to the stratum condition and the required verticality, the stone pile has the guaranteed pile diameter, and the stone pile can be combined with the soil layer tightly.

Description

Technical Field

[0001] This invention relates to the field of vibratory compaction stone pile technology, and in particular to a method for forming vibratory compaction stone piles under ultra-deep overburden in ultra-strong earthquake zones. Background Technology

[0002] Vibro-compaction is a method of foundation treatment that uses horizontal vibration of a vibro-compactor and the combined action of high-pressure water or high-pressure air to compact loose foundation soil layers; or, after drilling holes in the foundation soil layers, backfilling with stable, hard, coarse-grained materials, and then forming a reinforced structure (vibro-compacted pile) through vibration compaction, which together with the surrounding foundation soil forms a composite foundation.

[0003] During the vibro-compaction construction process, different construction methods are adopted for strata with different geological conditions. If a special stratum with a complex structure is encountered, and the construction effect cannot be guaranteed under the horizontal vibration of the vibro-compaction device, the stratum is pre-damaged by water jetting with high pressure water, which is beneficial to improve the penetration and hole-making ability of the vibro-compaction device.

[0004] However, the existing "Technical Specification for Vibro-Compaction Foundation Treatment in Hydropower and Water Conservancy Projects" (DL / T524-2016) only provides a general summary of experience based on engineering practice (the current construction level of vibro-compaction stone piles in China is within 35m, and all are shallow-hole vibro-compaction with relatively simple strata). It does not specify the appropriate water pressure for different strata. Furthermore, in earthquake-prone areas, there are often weak interlayers (such as lacustrine or marine silty clay) and relatively dense hard layers (such as sand layers or sand layers interspersed with gravel). The problems encountered in drilling these two types of strata are completely different; therefore, the above-mentioned regulations are no longer applicable.

[0005] Furthermore, during the construction of vibratory stone crushing piles, whether the vibratory compactor can meet the verticality requirements during the drilling and densification process is a crucial factor affecting the quality of the vibratory stone crushing piles. However, existing vibratory stone crushing piles using conventional guide rods (i.e., guide rods of fixed length) do not have verticality control devices. The operator's personal ability and sense of responsibility are the only way to maintain the suspension of the vibratory compactor during the vibration process. This method often results in the verticality of the vibratory compactor not meeting the requirements, requiring corrections during construction, which greatly prolongs the construction period and causes losses to the owner.

[0006] Furthermore, in the construction of vibro-compacted stone piles, real-time measurement of the resulting pile diameter is one of the key challenges in automating the vibro-compacting process. Common sense dictates that the pile diameter is closely related to the geological conditions, but this inevitably leads to a problem: the pile diameter is highly uneven. Current technology cannot accurately reflect the actual pile diameter, resulting in piles with diameters that do not meet requirements, poor continuity, or no continuity at all. This can cause breakage during strong earthquakes, threatening the overall operation of the project and potentially causing significant economic losses.

[0007] Therefore, how to ensure that vibro-compaction construction can be carried out accurately in combination with the strata to form vibro-compaction stone piles resistant to strong earthquakes is an urgent problem to be solved by those skilled in the art. Summary of the Invention

[0008] The purpose of this invention is to overcome the problems existing in the prior art and provide a method for forming vibro-compacted stone piles under ultra-deep overburden in ultra-strong earthquake zones. This method enables the vibro-compactor to accelerate vibro-compacting construction of overburden strata with a depth of more than 50m according to the geological conditions and the required verticality, and ensures that the stone piles have a guaranteed pile diameter and can be tightly bonded to the soil layer.

[0009] To achieve the above-mentioned objectives of this invention, this invention provides a method for forming vibro-compacted stone piles under ultra-deep overburden in ultra-strong earthquake zones, comprising:

[0010] Rapid vibratory compaction of the strata to create vertical crushed stone pile holes is carried out using a vibratory compactor and water jetting that meet the required verticality.

[0011] The crushed stone filler is precisely placed into the crushed stone pile hole in batches by a loader, and the crushed stone filler placed into the crushed stone pile hole in batches is vibrated and compacted by the vibratory compactor to form N crushed stone pile segments.

[0012] Calculate and save the pile diameter of each crushed stone pile segment by using the amount of crushed stone filler material inserted into the crushed stone pile hole in each batch.

[0013] By comparing the diameters of all calculated crushed stone pile segments one by one, the minimum pile diameter that serves as the guaranteed pile diameter for crushed stone piles is obtained.

[0014] The rapid vibratory drilling construction using a vibratory compactor with the required verticality and water injection includes:

[0015] Obtain mast tilt parameters and vibratory compactor tilt parameters, and control the mast and / or vibratory compactor based on the mast tilt parameters and vibratory compactor tilt parameters so that the vibratory compactor can perform vibratory hole drilling construction with the required verticality;

[0016] Obtain the vibration speed of the vibratory compactor that meets the verticality requirements and the current water pressure, and adjust the current water pressure according to the vibration speed so that the vibratory compactor that meets the verticality requirements can be used to complete the vibratory hole drilling construction with the adjusted current water pressure.

[0017] Preferably, obtaining mast tilt parameters and vibratory compactor tilt parameters, and controlling the mast and / or vibratory compactor based on these parameters to ensure the vibratory compactor performs vibratory drilling with the required verticality includes:

[0018] The first detection element used to detect mast tilt parameters is installed inside the mast.

[0019] A second detection element for detecting the skew parameter of the vibratory shock absorber is installed on the shock absorber;

[0020] When using a vibratory compactor for vibratory hole drilling, the verticality of the vibratory compactor is analyzed based on the detected mast tilt parameters and vibratory compactor tilt parameters to determine whether the verticality of the vibratory compactor meets the requirements.

[0021] If the verticality of the vibratory compactor does not meet the requirements, analyze the reasons for the misalignment of the vibratory compactor, and control the mast and / or vibratory compactor according to the analysis results so that the vibratory compactor can perform vibratory drilling construction with the required verticality.

[0022] Preferably, obtaining the vibratory discharge speed of the vibratory discharger that meets the verticality requirements and the current drainage pressure, and adjusting the current drainage pressure according to the vibratory discharge speed, so as to complete the vibratory discharge hole drilling construction using the vibratory discharger that meets the verticality requirements and the adjusted current drainage pressure, includes:

[0023] Obtain the vibration speed of the vibratory compactor that meets the verticality requirements and the current drainage pressure;

[0024] The obtained vibration speed is compared with the vibration speed threshold.

[0025] Based on the comparison between the obtained vibratory compaction speed and the vibratory compaction speed threshold, the flow rate of the supplied water is controlled to adjust the current water pressure so that the vibratory compaction drilling construction can be completed using a vibratory compactor that meets the verticality requirements and the adjusted current water pressure.

[0026] Preferably, the precise placement of the crushed stone filler into the crushed stone pile hole using a loader includes:

[0027] Place the filling device with a weighing element at the opening of the crushed stone pile hole, and align the feeding port of the filling device with the opening of the hole;

[0028] The crushed stone filler is placed into the filling device with a weighing element by a loader, and the weight of the crushed stone filler is obtained and stored.

[0029] The weighted crushed stone filler is directly fed into the crushed stone pile hole through the feed port of the filler device aligned with the hole opening.

[0030] Preferably, placing the crushed stone filler into the filling device with a weighing element by means of a loader includes the step of placing the crushed stone filler into a container with a weighing element.

[0031] Preferably, the method of directly feeding the obtained weight of crushed stone filler into the crushed stone pile hole through the feeding port of the filling device aligned with the hole opening includes:

[0032] After obtaining the weight of the crushed stone filler, control the opening of the discharge valve at the bottom of the material cylinder so that the crushed stone filler inside the material cylinder falls into the feeding hopper located at the bottom of the material cylinder;

[0033] Utilizing the weight of the crushed stone filler and the arc-shaped inner wall of the feeding hopper, the crushed stone filler falling into the feeding hopper slides freely into the crushed stone pile hole through the feeding port of the feeding hopper.

[0034] Preferably, the pile diameter of each crushed stone pile segment is calculated using the amount of crushed stone filler inserted into the pile hole each time, including:

[0035] Before the crushed stone filler is inserted into the crushed stone pile hole, the initial material level height of the crushed stone pile hole before filling is detected by radio waves.

[0036] After the vibratory compaction of the crushed stone pile section is completed, the height of the pile material surface of the completed crushed stone pile section is detected by radio wave detection.

[0037] The height of the crushed stone pile segment is obtained based on the material surface height of the pile segment and the initial material surface height;

[0038] The volume of the crushed stone pile segment is obtained by using the volume and compaction coefficient of the crushed stone filling material in the crushed stone pile hole. Then, the diameter of the crushed stone pile segment is calculated based on the volume and height of the crushed stone pile segment.

[0039] Preferably, the initial material level height of the crushed stone pile hole is detected by radio wave detection, including:

[0040] The transmitting component of the radar detection device is aimed at the crushed stone pile hole before the crushed stone filling material is placed, and radio waves are emitted into the material surface inside the pile hole through the transmitting component;

[0041] The receiving component of the radar detection device receives the echo of the radio wave emitted by the transmitting component towards the material surface, and determines the initial material surface height in the crushed stone pile hole based on the propagation time difference between the transmitted radio wave and the received echo.

[0042] Preferably, aligning the transmitting component of the radar detection device with the hole of the crushed stone pile before the crushed stone filling material is placed includes:

[0043] The launching component is moved back and forth and / or left and right and / or pitched relative to the fixed base of the radar detection device or the gimbal carrying the radar detection device, so that the launching component is moved to a position facing downwards and vertically aligned with the hole of the crushed stone pile.

[0044] Preferably, during the process of vibratory compaction of the crushed stone fill material to form crushed stone pile segments, the method further includes:

[0045] An electromagnetic sensor installed inside the vibratory shock generator generates a real-time electromagnetic induction signal corresponding to the amplitude of the vibratory shock generator.

[0046] The vibration compaction of the vibratory compactor is controlled by the real-time electromagnetic induction signal generated by the electromagnetic sensor installed in the vibratory compactor, so as to obtain a crushed stone pile segment that is tightly bonded to the soil layer around the crushed stone pile hole.

[0047] Compared with existing technologies, the method for forming vibro-compacted stone piles under ultra-deep overburden in ultra-strong earthquake zones has the following outstanding advantages:

[0048] 1. The present invention provides a method for forming vibro-compacted stone piles under ultra-deep overburden in ultra-strong earthquake zones. During the vibro-compacting construction of complex foundations in strong earthquake zones, the method can detect the deflection parameters of the vibro-compactor in real time and control the verticality of the vibro-compactor construction in a timely manner. This allows the vibro-compactor to vibrate downwards into the construction stratum with the required verticality, ensuring that the verticality of the formed vibro-compacted stone piles meets the requirements, improving the safety of the vibro-compacted stone piles, and effectively shortening the construction period and reducing construction costs.

[0049] 2. The method of the present invention monitors the vibration speed of the vibratory compactor in real time during the vibratory compaction drilling process and controls the water pressure supply through the vibration speed, thereby improving the success rate of vibratory compaction and facilitating the smooth progress of vibratory compaction in deep overburden strata under strong earthquakes.

[0050] 3. The method of the present invention can precisely control the supply of water pressure according to different strata density when the vibratory compactor speed is within the vibratory compaction speed threshold range, so that the vibratory compactor and the appropriate water pressure work together to successfully complete the deep hole vibratory compaction construction of complex strata, thereby solving the problem of vibratory compaction construction of thick overburden strata under strong earthquakes.

[0051] 4. The method of the present invention can accurately complete the weighing and placement of crushed stone filler. It is simple to operate and accurate in measurement, ensuring that the crushed stone filler placed into the crushed stone pile hole is the weighed crushed stone filler. While ensuring that the weight of the crushed stone filler meets the requirements, it can also be directly monitored by the owner, ensuring the quality and safety of the formed vibratory crushed stone pile under strong earthquakes.

[0052] 5. The method of the present invention can quickly and accurately measure the height of the material surface before and after vibratory compaction construction in the hole of the crushed stone pile, and can reflect the pile diameter of the crushed stone pile formed by the compaction construction, thus solving the technical problem that the existing technology cannot accurately reflect the actual pile diameter of the crushed stone pile.

[0053] 6. The method of the present invention enables the crushed stone pile to be tightly bonded to the surrounding soil layer, so that the pile diameter of the crushed stone pile truly meets the design requirements. Attached Figure Description

[0054] Figure 1 This is a schematic diagram of the method for forming vibro-compacted stone piles under ultra-deep overburden in ultra-strong earthquake zones according to the present invention;

[0055] Figure 2 This is a perspective view of the vibratory stone crushing pile machine of the present invention;

[0056] Figure 3 This is a schematic diagram of the structure of the vibratory impactor, shock absorber, and telescopic guide rod of the present invention after assembly (the detection element is installed on the shock absorber);

[0057] Figure 4 This is an elevation projection view of the actual guide rod when it is tilted downwards according to the present invention;

[0058] Figure 5 This is a horizontal projection diagram of the actual guide rod being lowered at an angle according to the present invention;

[0059] Figure 6 This is a schematic diagram of the existing method for filling the orifice of a vibratory stone crushing pile machine;

[0060] Figure 7 This is a schematic diagram of the first type of filling device of the present invention for filling the orifice (when the crushed stone filling is not put into the crushed stone pile hole);

[0061] Figure 8 This is a schematic diagram of the second type of filling device of the present invention for filling the orifice (when the crushed stone filling is not put into the crushed stone pile hole);

[0062] Figure 9 This is a schematic diagram of the filling method for the orifice of the vibratory crushing stone pile machine of the present invention (when the crushed stone filler is put into the crushed stone pile hole);

[0063] Figure 10 This is a schematic diagram of the structure of the material container of the present invention;

[0064] Figure 11 This is a schematic diagram of the feeding hopper of the present invention;

[0065] Figure 12 This is a schematic block diagram of the drainage control system of the present invention;

[0066] Figure 13 This is a flowchart of a method for obtaining the current formation density according to an embodiment of the present invention;

[0067] Figure 14 This is a flowchart of a sewage control method provided in an embodiment of the present invention;

[0068] Figure 15 This is a flowchart of a method for obtaining the current drainage pressure during vibratory compaction according to an embodiment of the present invention;

[0069] Figure 16 This is a flowchart illustrating how the flow rate of supplied groundwater is controlled based on a comparison between the current formation density and a formation density threshold, according to an embodiment of the present invention.

[0070] Figure 17This is a schematic diagram of the invention where the radar detection device is installed at the opening of the gravel pile hole;

[0071] Figure 18 This is a simplified structural diagram of the radar detection device of the present invention;

[0072] Figure 19 This is a schematic diagram of the invention, showing the radar detection device mounted on a mast;

[0073] Figure 20 This is a schematic diagram of the structure of the vibratory impactor of the present invention;

[0074] Figure 21a This is a schematic diagram of a structure of the present invention in which an electromagnetic sensor is installed inside the vibratory shock absorber;

[0075] Figure 21b This is another structural schematic diagram of the present invention, in which an electromagnetic sensor is installed inside the vibratory shock absorber;

[0076] Figure 22 This is a schematic diagram of the control section used to control the vibratory compactor to vibrate and compact the crushed stone packing.

[0077] Figure 23 This is a control flowchart of the first embodiment of controlling the vibratory accelerator for vibration encryption control;

[0078] Figure 24 This is a control flowchart of the second embodiment for controlling the vibratory oscillator to perform vibration encryption control. Detailed Implementation

[0079] like Figure 1 The diagram shows a flowchart of the method for forming vibro-compacted stone piles under ultra-deep overburden in ultra-strong earthquake zones according to the present invention. As can be seen from the diagram, the method of the present invention includes:

[0080] Rapid vibratory compaction of the strata to create vertical crushed stone pile holes is carried out using a vibratory compactor and water jetting that meet the required verticality.

[0081] The crushed stone filler is precisely placed into the crushed stone pile hole in batches by a loader, and the crushed stone filler placed into the crushed stone pile hole in batches is vibrated and compacted by the vibratory compactor to form N crushed stone pile segments.

[0082] Calculate and save the pile diameter of each crushed stone pile segment by using the amount of crushed stone filler material inserted into the crushed stone pile hole in each batch.

[0083] By comparing the diameters of all calculated crushed stone pile segments one by one, the minimum pile diameter that serves as the guaranteed pile diameter for crushed stone piles is obtained.

[0084] Vibro-compaction construction for forming crushed stone piles typically includes: 1) using a vibro-compactor to create a hole for the crushed stone pile, and 2) using a vibro-compactor to compact the crushed stone filling the hole, thus forming the crushed stone pile.

[0085] In the process of vibro-compaction drilling, rapid vibro-compaction drilling of the formation is carried out using a vibro-compactor with the required verticality and water injection. This includes:

[0086] Obtain mast tilt parameters and vibratory compactor tilt parameters, and control the mast and / or vibratory compactor based on the mast tilt parameters and vibratory compactor tilt parameters so that the vibratory compactor can perform vibratory hole drilling construction with the required verticality;

[0087] Obtain the vibration speed of the vibratory compactor that meets the verticality requirements and the current water pressure, and adjust the current water pressure according to the vibration speed so that the vibratory compactor that meets the verticality requirements can be used to complete the vibratory hole drilling construction with the adjusted current water pressure.

[0088] The process of acquiring mast tilt parameters and vibratory compactor tilt parameters, and controlling the mast and / or vibratory compactor based on these parameters to ensure the vibratory compactor performs vibratory drilling with the required verticality, includes:

[0089] The first detection element used to detect mast tilt parameters is installed inside the mast.

[0090] A second detection element for detecting the skew parameter of the vibratory shock absorber is installed on the shock absorber;

[0091] When using a vibratory compactor to perform vibratory drilling in the formation, the verticality of the vibratory compactor is analyzed based on the detected mast tilt parameters and vibratory compactor tilt parameters to determine whether the verticality of the vibratory compactor meets the requirements.

[0092] If the verticality of the vibratory compactor does not meet the requirements, analyze the reasons for the misalignment of the vibratory compactor, and control the mast and / or vibratory compactor according to the analysis results so that the vibratory compactor can perform vibratory drilling construction with the required verticality.

[0093] Specifically, to ensure that the verticality of the vibratory compactor always meets the requirements, thereby enabling the construction of crushed stone pile holes with the required verticality, this invention controls the deflection parameters of the vibratory compactor for hole drilling. It should be noted that the method for adjusting the verticality of the vibratory compactor in this invention is also applicable to the process of vibratory compaction and densification of the fill material.

[0094] In application, a first detection element for detecting mast skew parameters is installed inside the mast, and a second detection element for detecting vibratory compactor skew parameters is installed on the shock absorber. During vibratory compaction, the verticality of the vibratory compactor is analyzed based on the detected mast skew parameters and vibratory compactor skew parameters. If the verticality of the vibratory compactor does not meet the requirements, the cause of the skew is analyzed, and the mast and / or vibratory compactor are controlled according to the analysis results so that the vibratory compactor performs vibratory compaction with the required verticality.

[0095] Among them, such as Figure 2 The figure shows a perspective view of the vibratory stone crushing pile machine 1000 provided by the present invention. As can be seen from the figure, the vibratory stone crushing pile machine 1000 of the present invention includes a hoisting system, a telescopic guide rod 10, a shock absorber 12, a vibratory compactor 13, and an automatic feeding system.

[0096] Specifically, the hoisting system includes the main unit of the vibratory compactor stone pile driver, a mast 11 connected to the main unit, a main winch installed at the rear of the main unit, and a mast adjustment mechanism for adjusting the tilt direction and angle of the mast. A horizontally mounted retaining structure 14, which can be fitted onto the telescopic guide rod 10, is installed on the mast 11. The telescopic guide rod 10 is hoisted via the wire rope of the main winch and the mast 11, ensuring that the telescopic guide rod is vertically positioned under its own weight. An automatic feed system is installed at the rear of the main unit of the hoisting system and can be used as a counterweight for the main unit. It includes an air hose winch, a cable winch, and a water hose winch, and these three devices are configured to feed synchronously with the main winch.

[0097] The telescopic guide rod 10 has an adjustable axial length, allowing for adjustments to the lowering or raising position of the vibratory compactor relative to the ground. It features multiple layers of sleeves sequentially nested from the inside out, with the connecting section being the top layer, the working section the bottom layer, and the support section comprising one or more intermediate sleeves. Adjacent sleeve layers can be connected using existing connection structures, ensuring smooth axial sliding and preventing torsion. The number and length of the multiple sleeve layers can be determined based on usage requirements. The length of the multiple sleeve layers can be extended or shortened during use. This vibratory compaction stone pile machine can be used to create holes in strata deeper than 50 meters. It should be noted that the coaxiality is identical when connecting adjacent sleeve layers; that is, the multiple sleeve layers are coaxial after extension, ensuring that each sleeve layer is perpendicular to the cross-section of the stone pile hole during vibratory compaction.

[0098] The telescopic guide rod 10 of this invention adopts the telescopic guide rod technology of the prior art. Its connecting section is used to connect with the wire rope of the main winch device, and its working section is used to indirectly connect with the vibratory beater 13. During assembly, as follows... Figure 3 As shown, a shock absorber 12 is installed between the working section at the lower part of the guide rod 10 and the vibratory impactor 13.

[0099] To directly control the deflection parameters of the vibratory compactor during vibratory compaction of strata in ultra-strong earthquake zones, thereby producing high-quality, uniform, dense, and earthquake-resistant vibratory compaction piles, this invention installs a first detection element for detecting mast deflection parameters inside the mast; and a second detection element for detecting vibratory compactor deflection parameters on a shock absorber. During vibratory compaction of the strata, the invention analyzes whether the verticality of the vibratory compactor reaches the specified range based on the detected mast and vibratory compactor deflection parameters. If the verticality of the vibratory compactor does not reach the specified range, the cause of the deflection is analyzed, and the mast and / or vibratory compactor are controlled based on the analysis results to ensure that the vibratory compactor performs vibratory compaction with a verticality within the specified range, forming a crushed stone pile with an effective pile diameter.

[0100] Specifically, in order to control the verticality of the vibratory compaction of the stone pile machine of the present invention, a first detection element for detecting the mast tilt parameter is installed inside the mast (not shown in the figure). The first detection element can be installed inside the mast near the lower 1 / 5 of the mast to more accurately detect the mast tilt parameter.

[0101] Among them, the mast tilt parameters include the mast apex angle and the mast azimuth angle. The first detection element adopts an existing technology that can be used to detect the apex angle and azimuth angle of a component, such as an inclination sensor or a gyroscope. When fixing, the first detection element can be fixed to the inner wall of the lower part of the mast by bolts or other means.

[0102] In this invention, the verticality of the mast extending along the plumb line is considered to be 0, meaning the mast along the plumb line is perpendicular to the cross-section of the vertical crushed stone pile hole. However, during actual vibratory compaction, the vibratory compactor will cause a certain angle between the mast and the plumb line; that is, the actual mast will be slightly tilted relative to the theoretical mast along the plumb line. The mast apex angle referred to in this invention is the angle between the actual mast and the theoretical mast that should be along the plumb line during construction. The mast azimuth angle, for a tilted mast, refers to the direction of the tilted actual mast projected onto the horizontal plane. Using north as the reference (0° position), the angle measured clockwise from north to the actual mast direction is the mast azimuth angle, where one full clockwise rotation is 360° (0° position is also 360° position). For further explanation of the mast apex angle and mast azimuth angle, please refer to the explanation of the vibratory compactor apex angle and vibratory compactor azimuth angle. For example, if the actual mast's horizontal projection is 280°, then the actual mast's tilt direction is 80° northwest (north by west). However, if the mast is perfectly vertical, the mast's apex angle is 0°, and the mast's azimuth angle is 0°, meaning there is no tilt issue. In other words, the azimuth angle represents the mast's tilt direction, allowing for adjustments to the actual mast's orientation from the opposite direction.

[0103] To ensure that the vibratory compactor can perform vibratory compaction with a specified verticality range after being aligned with the hole to be constructed, this invention, in addition to detecting the mast skew parameter through a first detection element, also installs a second detection element for detecting the vibratory compactor skew parameter on the upper part of the shock absorber (i.e., near the guide rod). Figure 3 The second detection element 121 installed on the upper part of the shock absorber 12 can obtain the deflection parameters of the shock absorber in real time through the second detection element.

[0104] The vibratory impactor motor transmits power to the main shaft through connecting flanges, couplings, etc., and drives the main shaft to rotate. The main shaft then drives the eccentric block to rotate, generating centrifugal force, which is the excitation force of the vibratory impactor. The excitation force causes the housing to vibrate at high frequency, and the vibratory impactor achieves vibratory impaction through the housing.

[0105] The inventors discovered that when the center of mass of the eccentric block of the vibratory compactor deviates from and is below the center of mass of the vibratory compactor shell, the amplitude of vibration at various points along the length of the vibratory compactor shell is distributed in a triangular pattern, and the intersection with the center line of the vibratory compactor is the zero amplitude point. In the design, the center of mass of the damper should coincide with the zero amplitude point; at this point, the damper's vibration reduction and isolation effects are optimal, and its service life is also extended. Since the upper part of the damper and the guide rod are located on the upper part of the vibratory compactor and above the zero amplitude point, the upper part and above the damper are not affected by the horizontal vibration force of the vibratory compactor during vibratory compaction. Therefore, this invention installs a second detection element on the upper part of the damper (located above the center of mass of the damper). The data detected by this second detection element characterizes the skew parameters of the vibratory compactor, thereby ensuring the feasibility and accuracy of verticality detection during vibratory compaction.

[0106] The present invention utilizes a second detection element to detect the skew parameters of the vibratory impactor, including:

[0107] The apex angle and azimuth angle of the shock absorber are obtained through the second detection element;

[0108] The obtained shock absorber apex angle and shock absorber azimuth angle are respectively determined as vibratory impactor apex angle and vibratory impactor azimuth angle.

[0109] In this invention, the second detection element is a component capable of detecting the apex angle and azimuth angle of a component, such as a gyroscope, which can be fixed to the upper part of the shock absorber using existing fixing methods. The skew parameters of the vibratory shock absorber include the apex angle and azimuth angle of the shock absorber.

[0110] When the second detection element is installed on the upper part of the shock absorber, the apex angle and azimuth angle detected by the second detection element are considered to be the apex angle and azimuth angle of the shock absorber. In this invention, since the guide rod, shock absorber, and vibratory compactor are coaxial, and remain coaxial during vibratory compaction, and the second detection element is installed close to the top of the vibratory compactor, the detected apex angle and azimuth angle of the shock absorber are correspondingly determined as the apex angle and azimuth angle of the vibratory compactor. That is, the determined apex angle and azimuth angle of the vibratory compactor are the deflection parameters of the vibratory compactor.

[0111] In this invention, the verticality of the guide rod, shock absorber, and vibratory compactor lowered along the vertical direction is considered to be 0. That is, the guide rod, etc., lowered along the vertical direction are perpendicular to the cross-section of the vertical crushed stone pile hole. When the guide rod, shock absorber, and vibratory compactor are regarded as a whole vibratory compaction assembly, such a vibratory compaction assembly is called the theoretical vibratory compaction assembly. However, during actual vibratory compaction, the vibratory compaction assembly formed by the actual guide rod, etc., will have a certain angle with the vertical line. That is, the actual vibratory compaction assembly will be somewhat deviated from the theoretical vibratory compaction assembly along the vertical direction, and the deviated angles of the actual guide rod, actual shock absorber, and actual vibratory compactor in the actual vibratory compaction assembly are the same relative to the theoretical guide rod, theoretical shock absorber, and theoretical vibratory compactor in the theoretical vibratory compaction assembly along the vertical direction. In this invention, the apex angle of the shock absorber refers to the angle θ between the actual lowered (or extended) shock absorber and the theoretical shock absorber that should have been lowered (or extended) along the vertical direction. Correspondingly, the angle between the actual lowered guide rod and the theoretical guide rod is also θ. Similarly, the angle between the actual lowered vibratory impactor and the theoretical vibratory impactor is also θ (e.g., Figure 4 The diagram shows the apex angle of the vibratory compactor when the actual vibratory compactor assembly is lowered at an angle. The azimuth angle of the damper, for a damper lowered at an angle (or extended), refers to the direction projected onto the horizontal plane from the lowering direction of the actual damper. Using north as the reference (0° position), the angle between the reference north and the actual lowering direction of the damper is the azimuth angle α. Similarly, the direction projected onto the horizontal plane from the lowering direction of the actual vibratory compactor assembly, using north as the reference (0° position), the angle between the reference north and the actual lowering direction of the vibratory compactor assembly is also the same as the azimuth angle α of the damper. That is, the azimuth angle of the vibratory compactor is also the same as the azimuth angle α of the damper (e.g.,...). Figure 5 As shown, the azimuth angle of the actual vibratory shock assembly OA is shown during the tilted lowering, where one full clockwise rotation is 360° (0° position is also 360° position). For example, the actual lowering of the shock absorber along the horizontal projection direction... Figure 5 If the shock absorber is oriented in the OA direction (α = 290°), then the azimuth angle of the shock absorber is 290°. Correspondingly, the azimuth angle of the vibratory compactor is also set to 290°. In this case, the actual downward direction of the vibratory compactor is 70° northwest (north by west). However, if the shock absorber is completely vertical, then the apex angle of the vibratory compactor is 0°, and the azimuth angle of the vibratory compactor is 0° (i.e., the vibratory compactor assembly is in...). Figure 5 The horizontal projection is point O, which coincides with the point on the horizontal projection of the centerline of the crushed stone pile hole (the centerline is along the vertical direction). That is, there is no skew problem with the vibratory compactor. In other words, the azimuth angle is used to characterize the skew direction of the vibratory compactor assembly, so as to adjust the actual lowering direction of the vibratory compactor assembly accordingly.

[0112] When using a vibratory compactor to perform vibratory compaction on the formation, after obtaining the mast deflection parameter through the first detection element and the vibratory compactor deflection parameter through the second detection element, the verticality of the vibratory compactor is analyzed based on the detected mast deflection parameter and vibratory compactor deflection parameter to determine whether the verticality of the vibratory compactor meets the specified verticality range, including:

[0113] Based on the detected mast tilt parameters, determine whether the mast verticality meets the specified verticality range;

[0114] Based on the detected skew parameters of the vibratory impactor, determine whether the verticality of the vibratory impactor meets the specified verticality range.

[0115] The following is a detailed description.

[0116] 1. Based on the detected mast tilt parameters, determine whether the mast's verticality meets the specified verticality range, including:

[0117] The detected mast apex angle and mast azimuth angle are compared with the preset mast apex angle threshold range and mast azimuth angle threshold range, respectively.

[0118] Based on the comparison results, determine whether the mast's verticality meets the specified verticality range.

[0119] Specifically, based on the detected mast tilt parameters, the determination of whether the mast's verticality meets the specified verticality range can be achieved using the following first method:

[0120] After obtaining the mast apex angle and mast azimuth, the mast azimuth is compared with a preset mast azimuth threshold range to obtain the azimuth comparison result. That is, by comparing the mast azimuth with the preset mast azimuth threshold range, the direction of the mast's tilt relative to the north coordinate can be obtained.

[0121] After obtaining the mast's tilt direction relative to north, the determined mast apex angle is compared with a preset mast apex angle threshold range to obtain the apex angle comparison result. If the apex angle comparison result shows that the mast apex angle exceeds the preset apex angle threshold range, the mast verticality is determined to have not reached the specified verticality range; if the apex angle comparison result shows that the mast apex angle does not exceed the preset apex angle threshold range, the mast verticality is determined to have reached the specified verticality range.

[0122] Alternatively, based on the detected mast tilt parameters, the following second method can be used to determine whether the mast's verticality meets the specified range:

[0123] After obtaining the mast apex angle and mast azimuth angle, the mast apex angle is compared with a preset mast apex angle threshold range to obtain the apex angle comparison result. If the apex angle comparison result shows that the mast apex angle does not exceed the preset apex angle threshold range, then the mast verticality is determined to have reached the specified verticality range.

[0124] If the apex angle comparison result shows that the mast apex angle exceeds the preset apex angle threshold range, then the mast verticality is determined to have not reached the specified verticality range. Then, the determined mast azimuth is compared with the preset mast azimuth threshold range to obtain the azimuth comparison result. That is, by comparing the mast azimuth with the preset mast azimuth threshold range, the direction of the mast's deviation relative to the north coordinate can be obtained.

[0125] The lower limit of the mast apex angle threshold range is the specified minimum mast apex angle, and the upper limit is the specified maximum mast apex angle. The minimum and maximum mast apex angles can be set according to engineering practice. For example, in this invention, the minimum mast apex angle can be taken as 0°, and the maximum mast apex angle can be taken as 3°, that is, the mast threshold range is {0, 3°}. The mast azimuth threshold range is {0°, 360°}, with true north as 0° (which is also 360°).

[0126] 2. Based on the detected skew parameters of the vibratory compactor, determine whether the verticality of the vibratory compactor meets the specified verticality range. This can be done through the following steps:

[0127] After determining the apex angle and azimuth angle of the vibratory compactor, the determined azimuth angle is compared with a preset azimuth angle threshold range to obtain the azimuth angle comparison result. That is, by comparing the azimuth angle of the vibratory compactor with the preset azimuth angle threshold range, the skew direction of the vibratory compactor relative to the north coordinate can be obtained.

[0128] After obtaining the offset direction of the vibratory impactor relative to the north coordinate, the determined apex angle of the vibratory impactor is compared with the preset apex angle threshold range to obtain the apex angle comparison result. If the apex angle comparison result shows that the apex angle of the vibratory impactor exceeds the preset apex angle threshold range, it is determined that the verticality of the vibratory impactor has not reached the specified verticality range; if the apex angle comparison result shows that the apex angle of the vibratory impactor does not exceed the preset apex angle threshold range, it is determined that the verticality of the vibratory impactor has reached the specified verticality range.

[0129] Alternatively, based on the detected skew parameters of the vibratory compactor, it can be determined whether the verticality of the vibratory compactor meets the specified verticality range. The following steps can also be used:

[0130] After determining the apex angle and azimuth angle of the vibratory impactor, the determined apex angle is compared with a preset threshold range for the apex angle of the vibratory impactor to obtain the apex angle comparison result. If the apex angle comparison result shows that the apex angle of the vibratory impactor does not exceed the preset threshold range, then the verticality of the vibratory impactor is determined to have reached the specified verticality range.

[0131] If the apex angle comparison result shows that the apex angle of the vibratory impactor exceeds the preset apex angle threshold range, then it is determined that the verticality of the vibratory impactor has not reached the specified verticality range. Then, the determined azimuth angle of the vibratory impactor is compared with the preset azimuth angle threshold range to obtain the azimuth angle comparison result. That is, by comparing the azimuth angle of the vibratory impactor with the preset azimuth angle threshold range, the result of the vibratory impactor's deflection direction relative to the north coordinate can be obtained.

[0132] The lower limit of the vibratory impactor apex angle threshold range is the specified minimum apex angle of the vibratory impactor, and the upper limit of the apex angle threshold range is the specified maximum apex angle of the vibratory impactor. The minimum and maximum apex angles of the vibratory impactor can be set according to engineering practice. For example, in this invention, the minimum apex angle of the vibratory impactor can be taken as 0°, and the maximum apex angle of the vibratory impactor can be taken as 5°, that is, the threshold range of the vibratory impactor is {0, 5°}. The azimuth angle threshold range of the vibratory impactor is {0°, 360°}, with true north as 0° (which is also 360°).

[0133] If the verticality of the vibratory compactor does not reach the specified verticality range, the cause of the vibratory compactor's deviation needs to be analyzed. Based on the analysis results, the mast and / or vibratory compactor should be controlled so that the vibratory compactor can perform vibratory compaction construction with the verticality reaching the specified verticality range.

[0134] When analyzing the cause of the oscillation of the vibratory impactor, it is necessary to first analyze whether the verticality of the mast reaches the specified verticality range. That is, based on the result of the determination of the verticality of the mast, analyze whether the verticality of the mast reaches the specified verticality range.

[0135] When analysis results indicate that the mast's verticality does not meet the specified range, the mast's verticality is adjusted. Based on the detected mast apex angle and mast azimuth angle, the controller controls the mast adjustment mechanism to perform corresponding actions, adjusting the mast's tilt direction and angle relative to the detected mast azimuth angle to bring the mast's verticality within the specified range, thereby ensuring the vibratory compactor's verticality meets the specified range. Specifically, if the detected mast apex angle significantly exceeds the preset maximum value (e.g., the absolute value of the difference between the detected mast apex angle and the preset maximum value is greater than 3°), it indicates uneven settlement of the construction foundation. In this case, the vibratory compactor cannot achieve the required verticality by adjusting the mast itself. Therefore, the foundation must first be leveled and reinforced before the mast's verticality is adjusted to the specified range using the mast adjustment mechanism.

[0136] When the mast verticality analysis reveals that the mast verticality meets the specified range, but the vibratory compactor verticality does not, the vibratory compactor's tilt angle and direction are adjusted based on the detected vibratory compactor apex angle and azimuth angle to ensure the vibratory compactor's verticality meets the specified range, as detailed below:

[0137] (1) Lift the telescopic guide rod to drive the vibratory impactor to lift;

[0138] (2) Heavy lifting, light striking:

[0139] After the telescopic guide rod is raised to a certain height (several meters or even tens of meters), the tension of the main winch's wire rope on the telescopic guide rod and vibratory compactor should be approximately 15% of the effective weight of the vibratory compactor, at least 0.5T (this force can be directly measured by a force sensor installed on the main winch). Then, the telescopic guide rod is lowered at a relatively slow speed (no more than 2m / s). During the lowering, care should be taken to control the lowering direction and apex angle of the telescopic guide rod to control the azimuth and apex angle of the vibratory compactor, so that the vibratory compactor can achieve vibratory compaction of the stratum with a verticality within the specified range. "Heavy lifting and light striking" refers to the process where, during the lowering of the telescopic guide rod by the main winch's wire rope, the wire rope still maintains a certain tension on the telescopic guide rod, allowing it to be lowered slowly at a certain speed.

[0140] The effective weight of the vibratory compactor is the total weight of the vibratory compactor, shock absorber, and telescopic guide rod, minus the product of the assembled volume of these three components and the mud density. In other words, the effective weight of the vibratory compactor can be calculated using the following formula:

[0141] Effective weight of vibratory compactor = (total weight of vibratory compactor + shock absorber + telescopic guide rod) - mud density * (total volume of vibratory compactor + shock absorber + telescopic guide rod).

[0142] During the "heavy lifting and light drilling" process, the deviation parameters of the vibratory compactor are continuously monitored in real time. Based on the monitoring results, the telescopic guide rod is repeatedly raised and lowered until the vibratory compactor, which meets the verticality requirements, penetrates the relatively hard thin layer or squeezes out small and medium-sized pebbles. This indicates that the drilling speed of the vibratory compactor is normal, that is, the speed is considered normal when it is within the range of 0.5-2.0 m / min.

[0143] This invention employs a "heavy lifting, light striking" method to ensure that the verticality of the vibratory compactor reaches the specified range. This solves the problem in existing technologies where, when encountering similar construction strata, a rigid approach is taken. This involves the main winch wire rope pulling the vibratory compactor up several meters or even tens of meters before completely releasing the main winch wire rope (without any tension on the vibratory compactor). The telescopic guide rod and vibratory compactor rely on the impact force generated during free fall to penetrate the strata. However, because the verticality of the vibratory compactor cannot be controlled, problems such as pile misalignment or other issues arise. For example, after penetrating the strata, it is impossible to find the gravel pile hole or pile body, leading to construction failure.

[0144] Furthermore, if repeated attempts with "heavy lifting and light striking" fail to penetrate the stratum, the following two measures can be adopted:

[0145] (3) Replacement of vibratory compactor (testing phase): During the testing phase, priority should be given to replacing the vibratory compactor with one that is heavier and has stronger penetration (i.e., higher power) (which may include a bidirectional vibratory compactor, i.e., a horizontal and vertical bidirectional vibratory compactor). Test the formation with various types of vibratory compactors as needed to achieve matching between the formation and the vibratory compactor.

[0146] (4) Rotary drilling pilot hole (construction stage): During large-scale construction, priority should be given to moving the machine to perform rotary drilling pilot hole before continuing drilling until the hole is completed.

[0147] When it is determined that the verticality of the vibratory compactor has reached the specified verticality range, there is no need to adjust the lowering direction of the vibratory compactor. That is, the mast maintains the current verticality, and the vibratory compactor continues to perform vibratory compaction with the current verticality.

[0148] The above method controls the verticality of the vibratory punch based on the skew parameters detected by the detection element, so that the verticality of the vibratory punch reaches the specified verticality range. This method is applicable to the process of vibratory punching for hole making and vibratory punching for densification.

[0149] During the vibro-compaction drilling process, once the verticality of the vibro-compaction device reaches the specified verticality range, the vibro-compaction device performs vibro-compaction drilling on the strata to form a crushed stone pile hole.

[0150] In order to enable the vibratory compactor to quickly perform vibratory compaction drilling construction in the formation with the required verticality, the present invention has a water supply pipe that passes through the telescopic guide rod and the vibratory compactor and extends from the bottom end of the vibratory compactor so that the water is sprayed out from the bottom end of the vibratory compactor to pre-damage the formation with water jets, thereby assisting the vibratory compactor in performing vibratory compaction drilling construction.

[0151] When using a vibratory compactor for vibratory hole drilling, it is necessary to obtain the vibratory compactor speed that meets the verticality requirements and the current water pressure. The current water pressure should be adjusted according to the vibratory compactor speed so that the vibratory compactor that meets the verticality requirements can complete the vibratory hole drilling with the adjusted current water pressure.

[0152] The following describes the process of controlling the water pressure during vibratory drilling using a vibratory compactor (e.g., Figure 14 (As shown).

[0153] S101, during the vibratory compaction process, obtains the vibratory compaction speed of the vibratory compactor and the current water pressure;

[0154] S102, compare the obtained vibration speed with the vibration speed threshold;

[0155] S103, based on the comparison result between the obtained vibratory flushing speed and the vibratory flushing speed threshold, controls the flow rate of the supplied water, thereby adjusting the current water pressure, so as to complete the vibratory flushing construction by using the vibratory flusher and the adjusted current water pressure.

[0156] In one embodiment of this invention, S101 obtains the vibration speed of the vibratory compactor during the vibratory compaction process by detecting the lowering depth of the vibratory compactor per unit time.

[0157] The specific implementation method is as follows: the controller sends a depth detection command to the lowering depth detection device; the lowering depth detection device detects the lowering depth of the vibratory impactor in real time according to the depth detection command sent by the controller, and feeds back the detection result to the controller.

[0158] The starting point for calculating the depth of the vibratory compactor is the zero depth point. The zero depth point is the pre-designed position of the borehole opening of the crushed stone pile. When the bottom end of the vibratory compactor (the water outlet) coincides with the zero depth point, the calculation of the depth of the vibratory compactor begins. The depth of the borehole below the zero depth point is the depth of the vibratory compactor.

[0159] The zero-depth point can be determined manually or automatically. For example, a detection element can be installed at the designed zero-position of the orifice. When the bottom of the vibratory compactor reaches the designed zero-depth point, the detection element sends a signal to the controller indicating that the zero-depth point has been reached. Upon receiving the signal, the controller sends a depth detection command to the lowering depth detection device. The lowering depth detection device then monitors the lowering depth of the vibratory compactor in real time according to the command and feeds the result back to the controller. The detection element can be a proximity sensor or any existing technology that can sense the position of an object.

[0160] The lowering depth detection device can employ existing depth sensors or displacement sensors. Furthermore, the lowering depth of the vibratory impactor can also be obtained using any existing depth detection method.

[0161] After obtaining the lowering depth of the vibratory impactor, the vibratory impact speed of the vibratory impactor is obtained by calculating the lowering depth per unit time.

[0162] In one embodiment of this example, the vibration speed is acquired every time interval t. The vibration speed within that time interval is obtained by calculating the unit time depth of the lowering depth within time t.

[0163] like Figure 12 As shown, the descent depth detection device transmits the descent depth detected within time t to the remote terminal unit (RTU). The RTU transmits the signal wirelessly to the controller 1, which calculates the descent depth per unit time to obtain the oscillation speed of the vibratory impactor.

[0164] After obtaining the vibration speed of the vibratory compactor, S103 controls the sewage flow rate based on the comparison result between the obtained vibration speed and the vibration speed threshold, including:

[0165] If the obtained vibration speed is less than the lower limit of the vibration speed threshold or greater than the upper limit of the vibration speed threshold, an alarm is issued and the sewage flow rate is controlled according to the set value.

[0166] If the obtained vibratory compaction speed is within the vibratory compaction speed threshold range, the flow rate of the supplied groundwater is controlled according to the current formation density obtained during the vibratory compaction process.

[0167] The lower limit of the vibration impact speed threshold is the specified minimum vibration impact speed, and the upper limit of the vibration impact speed threshold is the specified maximum vibration impact speed. The minimum and maximum vibration impact speeds can be set according to engineering practice or in conjunction with equipment parameters. For example, if the minimum vibration impact speed is set to 0.6 m / min and the maximum vibration impact speed is set to 2.00 m / min, then the vibration impact speed threshold is {0.6, 2.00} m / min.

[0168] If the obtained vibration velocity is less than the lower limit of the vibration velocity threshold, an alarm is triggered and the water pump is controlled to supply water at the set maximum drainage flow rate; if the obtained vibration velocity is greater than the upper limit of the vibration velocity threshold, an alarm is triggered and the water pump is controlled to supply water at the set minimum drainage flow rate. The maximum and minimum drainage flow rates can be set based on engineering practice or in conjunction with equipment parameters.

[0169] If the obtained vibratory compaction velocity is within the vibratory compaction velocity threshold range, the flow rate of the supplied groundwater is controlled based on the current formation compaction obtained during the vibratory compaction process. The specific implementation method is as follows:

[0170] Among these, obtaining the current formation density during vibro-compaction construction, such as... Figure 13 As shown, it includes:

[0171] S201, obtain the current oscillation current of the oscillator;

[0172] S202, calculate the formation density corresponding to the current vibratory current based on the preset relationship between vibratory current and formation density;

[0173] S203, the calculated formation density is determined as the current formation density.

[0174] like Figure 12 As shown, the vibratory beater 13 is connected to the controller 1 through the vibratory beater frequency converter cabinet 2. The vibratory beater frequency converter cabinet 2 and the controller 1 are connected wirelessly or wiredly.

[0175] In one embodiment of this example, when encountering a locally uniformly distributed stratum, the instantaneous value of the obtained oscillating current is stable. S201 obtains the current oscillating current of the oscillator in the following way: obtains the instantaneous value of the oscillating current of the oscillator; and determines the obtained instantaneous value of the oscillating current as the current oscillating current.

[0176] In this implementation, the controller 1 obtains the vibration current signal of the vibrator 13 from the vibrator inverter cabinet 2 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 vibrator 13 connected to the vibrator inverter cabinet 2; when the vibrator 13 is started, the current detection sensor generates a vibration current signal, which is transmitted to the controller 1 in real time via wired or wireless means. The controller 1 determines the vibration current transmitted from the current detection sensor in real time as the current vibration current. The current detection sensor can be any sensor capable of detecting current in the prior art, such as a current transformer.

[0177] In another embodiment of this example, when encountering locally unevenly distributed strata, the instantaneous values ​​of the acquired vibratory current jump significantly. In step S201, the current vibratory current of the vibrator is acquired in the following way: multiple instantaneous values ​​of the vibratory current are acquired; the acquired multiple instantaneous values ​​of the vibratory current are averaged to obtain an average vibratory current; and the average vibratory current is determined 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 acquired multiple instantaneous values ​​of the 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 ​​of the vibratory current 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 instantaneous value of the vibratory current is removed, forming a new queue, and the n instantaneous values ​​of the vibratory current in the new queue are summed and averaged.

[0178] In specific implementation, the method for obtaining the instantaneous value of the oscillation current is the same as that described in the previous implementation. 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 inverter cabinet 2 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.

[0179] Specifically, S202 calculates the formation density corresponding to the current vibratory current based on a preset relationship between vibratory current and formation density; and S203 determines the calculated formation density as the current formation density. The specific implementation method is as follows:

[0180] 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.

[0181] In one embodiment of this example, the formation density Dr(%) is set to 0 to 1. Through analysis of a large amount of data obtained from field tests, it is determined that the vibration current is directly proportional to the formation density. The specific formula is: Dr=k*I; where I(A) is the vibration current, Dr(%) is the formation density, and k is the proportionality coefficient.

[0182] After obtaining the current oscillating current, the controller calculates the formation density corresponding to the current oscillating current using its preset formula Dr = k * I, and determines the calculated formation density as the current formation density. For example, in a preferred embodiment, k = 1 / 380. Where I < Ie = 380A (oscillator rated current). When the controller 1 obtains the current oscillating current I = 190A, the formation density Dr (%) calculated using the formula Dr = k * I is 0.5, and 0.5 is determined as the current formation density.

[0183] It should be noted that the formula Dr=k*I 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.

[0184] This embodiment uses a BW450 plunger pump to supply sewage, but other pumps can also be used, as long as the supplied sewage pressure and flow rate meet the requirements.

[0185] Because plunger pump water supply is characterized by large fluctuations in pulsating pressure and instantaneous flow rate, therefore: S101 obtains the current drainage pressure during vibratory compaction, such as... Figure 15As shown, it includes:

[0186] S301, obtain multiple instantaneous drainage pressures of the supplied drainage;

[0187] S302, the multiple instantaneous water pressures are averaged to obtain the average water pressure;

[0188] S303, the obtained average drainage pressure is determined as the current drainage pressure.

[0189] When S301 acquires multiple instantaneous water pressures from the water supply, the time interval between acquiring two adjacent instantaneous water pressures is equal.

[0190] In one embodiment of this example, S302 averages multiple instantaneous water pressures to obtain an average water pressure. The specific implementation is as follows: n (n≥2) consecutively acquired instantaneous water pressures are formed into a sampling interval, and the n instantaneous water pressures within the sampling interval are added together and the arithmetic mean is taken.

[0191] In another embodiment of this example, S302 averages multiple instantaneous water pressures to obtain an average water pressure. The specific implementation is as follows: n (n≥2) consecutively acquired instantaneous water pressures are formed into a sampling interval, and the root mean square of the n instantaneous water pressures within the sampling interval is calculated.

[0192] 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.

[0193] In specific implementation, the above two implementation methods, such as Figure 12 As shown, a water supply pressure sensor 41 and a water supply flow rate sensor 42 are installed on the outlet pipe of the water pump 4 to detect the instantaneous water pressure and instantaneous water flow rate supplied by the water pump 4 in real time. The water supply pressure sensor 41 and the water supply flow rate sensor 42 can be any sensor capable of detecting water pressure and flow rate in the prior art. For example, the water supply pressure sensor 41 can be a pressure transmitter, and the water supply flow rate sensor 42 can be an electromagnetic flow meter.

[0194] A pressure signal averaging circuit is added inside the water supply pressure detection sensor 41 to average the n instantaneous water pressures continuously detected by the water supply pressure detection sensor 41 to obtain the average water pressure. The controller 1 collects the average water pressure and determines the average water pressure as the current water pressure.

[0195] In addition, a flow signal averaging circuit is added inside the water supply flow detection sensor 42 to obtain the average flow rate by averaging the flow rates of n consecutive instantaneous water flows. The controller 1 determines the collected average flow rate as the current flow rate.

[0196] like Figure 12 As shown, the water supply pressure detection sensor 41 and the water supply flow detection sensor 42 transmit the average drainage pressure signal and the average drainage flow signal to the remote terminal unit (RTU), and the RTU transmits the signal to the controller 1 wirelessly.

[0197] Alternatively, a pressure signal averaging module and a flow signal averaging module can be added inside the controller. The controller averages the n instantaneous drainage pressures transmitted from the water supply pressure detection sensor 41 and the n instantaneous drainage flows transmitted from the water supply flow detection sensor 42 to obtain the average drainage pressure and average drainage flow respectively. The average drainage pressure is determined as the current drainage pressure, and the average drainage flow is determined as the current drainage flow.

[0198] If the obtained vibratory compaction velocity is within the vibratory compaction velocity threshold range, the flow rate of the supplied groundwater is controlled based on the current formation compaction obtained during the vibratory compaction process, including:

[0199] The current formation density is compared with the formation density calibration value;

[0200] Based on the comparison between the current formation density and the formation density calibration value, the flow rate of the supplied water is controlled to adjust the current water pressure, so as to complete the vibratory compaction construction by using the vibratory compactor and the adjusted current water pressure.

[0201] In one embodiment of this example, the formation compaction calibration value is a formation compaction threshold. Based on the comparison between the current formation compaction and the formation compaction threshold, the flow rate of the supplied groundwater is controlled, specifically including:

[0202] S401, If ​​the current formation density is greater than the upper limit of the formation density threshold, control the water pump to increase the supply of sewage flow rate;

[0203] S402, If the current formation density is less than the lower limit of the formation density threshold, control the water pump to reduce the supplied water flow rate;

[0204] S403, if the current formation density is between the upper and lower limits of the formation density threshold, control the water pump to maintain the supplied water flow rate.

[0205] When the S401 control pump increases the supplied water flow rate, the upper and lower limits of the formation compaction threshold are raised, forming a new formation compaction threshold.

[0206] When the S402 control pump reduces the supplied water flow, the lower and upper limits of the formation compaction threshold are lowered, forming a new formation compaction threshold.

[0207] In this embodiment, when the water pump increases or decreases the supplied sewage flow rate, the sewage pressure supplied by the water pump increases or decreases accordingly. In one implementation of this embodiment, the sewage pressure supplied by the water pump increases or decreases in a periodic step manner; specifically, the sewage pressure supplied by the water pump P = current sewage pressure P ± n * sewage pressure step value ΔP, where n = 1, 2, 3...

[0208] The formation density threshold is increased or decreased in a step-by-step manner; specifically, the subsequent formation density threshold = the previous formation density threshold ± the threshold step value (△Dr).

[0209] It should be noted that the water pressure supplied by the pump and the method of increasing or decreasing the soil compaction threshold can be in any manner known to those skilled in the art, and are not limited to the stepping method described above.

[0210] The above embodiments will be further explained and illustrated below through a preferred embodiment. For example... Figure 16 As shown:

[0211] Construction begins.

[0212] Set the initial formation compaction threshold {Dr1, Dr2}, threshold step value △Dr, initial groundwater pressure P0, groundwater pressure step value △P, and step period T;

[0213] During the vibro-compaction process, the current formation density Dr and the current groundwater pressure P are obtained every time t.

[0214] Compare the current formation density Dr with the initial formation density thresholds {Dr1, Dr2};

[0215] When the current formation density Dr is greater than the upper limit of the initial formation density threshold Dr2, the water pump is controlled to increase the water flow rate, thereby increasing the water pressure. The water pressure supplied by the water pump increases in a periodic step manner, that is, the water pressure supplied by the water pump P = current water pressure P + n*ΔP, n = 1, 2, 3..., and ΔP is increased every period T until an instruction to maintain or reduce the water pressure is received.

[0216] When controlling the water pump to increase the supplied water flow rate, the upper limit value Dr2 and the lower limit value Dr1 of the initial formation compaction threshold are increased to form a new formation compaction threshold {Dr1, Dr2}, and the new formation compaction threshold {Dr1, Dr2} is determined as the current formation compaction threshold {Dr1, Dr2}; where, the new formation compaction threshold {Dr1, Dr2} = the previous formation compaction threshold {Dr1, Dr2} + ΔDr;

[0217] During the vibro-compaction process, the current formation density Dr and the current groundwater pressure P are obtained every time t.

[0218] Compare the current formation density Dr with the current formation density threshold {Dr1, Dr2};

[0219] When the current formation density Dr is less than the lower limit of the current formation density threshold Dr1, the pump is controlled to reduce the water flow rate, thereby reducing the water pressure. The water pressure supplied by the pump is reduced in a periodic step manner, that is, the water pressure supplied by the pump P = current water pressure P - n*ΔP, n = 1, 2, 3..., and every period T, ΔP is reduced by one step until an instruction to maintain or increase the water pressure is received.

[0220] When controlling the water pump to reduce the supplied water flow rate, the upper limit value Dr2 and the lower limit value Dr1 of the formation compaction threshold are reduced to form a new formation compaction threshold {Dr1, Dr2}, and the new formation compaction threshold {Dr1, Dr2} is determined as the current formation compaction threshold {Dr1, Dr2}; wherein, the new formation compaction threshold {Dr1, Dr2} = the previous formation compaction threshold {Dr1, Dr2} - ΔDr;

[0221] During the vibro-compaction process, the current formation density Dr and the current groundwater pressure P are obtained every time t.

[0222] Compare the current formation density Dr with the current formation density threshold {Dr1, Dr2};

[0223] When the current formation density Dr is within the range of the current formation density threshold {Dr1, Dr2}, the water pump is controlled to maintain the supplied water flow rate, thereby maintaining the supplied water pressure, until an instruction to reduce or increase the water pressure is received.

[0224] The initial formation compaction thresholds {Dr1, Dr2} are set using the preset formula Dr = k * I and the acquired current vibratory current I. Specifically, after obtaining the initial vibratory current I, it is substituted into the formula Dr = k * I to calculate the initial formation compaction Dr. The lower limit of the initial formation compaction threshold Dr1 = initial formation compaction Dr - ΔDr, and the upper limit of the initial formation compaction threshold Dr2 = initial formation compaction Dr + ΔDr. It should be noted that the specific rules for setting the initial formation compaction thresholds can be adjusted based on experience or field data.

[0225] In another embodiment of this example, the formation compaction calibration value is the previously acquired formation compaction. Based on the comparison between the current formation compaction and the previously acquired formation compaction, the flow rate of the supplied groundwater is controlled, specifically including:

[0226] S501, if the current formation density is greater than the previously obtained formation density and is greater than or equal to the first predetermined value, then control the water pump to increase the supplied water flow rate.

[0227] S502, if the current formation density is less than the previously obtained formation density, but greater than or equal to the second predetermined value, then control the water pump to reduce the supplied sewage flow rate.

[0228] S503, if the difference between the current formation density and the previously obtained formation density is within a predetermined range, then control the water pump to maintain the supplied water flow rate.

[0229] The first predetermined value and the second predetermined value can be the same or different.

[0230] The above implementation method will be further explained and described below through a preferred embodiment.

[0231] In this preferred embodiment, the first predetermined value and the second predetermined value are the same, both being △Dr.

[0232] Construction begins;

[0233] Set the first predetermined value = the second predetermined value = △Dr, and set the initial water pressure P0, the water pressure step value △P, and the stepping period T;

[0234] During the vibro-compaction process, the current formation density Dr and the current groundwater pressure P are obtained every time t.

[0235] Compare the current formation density Dr with the previously obtained formation density Dr0;

[0236] When the current formation density Dr is greater than the previously obtained formation density Dr0, and is greater than or equal to the first predetermined value ΔDr, the water pump is controlled to increase the supplied water flow rate, thereby increasing the supplied water pressure. The water pressure supplied by the water pump increases in a periodic step manner, that is, the water pressure supplied by the water pump P = current water pressure P + n*ΔP, n = 1, 2, 3..., and ΔP is increased by one every period T until an instruction to maintain or reduce the water pressure is received.

[0237] When the current formation density Dr is less than the previously obtained formation density Dr0, and is less than or equal to the second predetermined value ΔDr, the water pump is controlled to reduce the supplied water flow rate, thereby reducing the supplied water pressure. The water pressure supplied by the water pump is reduced in a periodic step manner, that is, the water pressure supplied by the water pump P = current water pressure P - n * ΔP, n = 1, 2, 3..., and every period T, ΔP is reduced by one, until an instruction to maintain or increase the water pressure is received.

[0238] When the difference between the current formation density Dr and the previously obtained formation density Dr0 is within a predetermined range (ΔDr), the water pump is controlled to maintain the supplied water flow rate, thereby maintaining the supplied water pressure, until an instruction to reduce or increase the water pressure is received.

[0239] The current formation density Dr is calculated using the preset formula Dr = k * I and the acquired current vibratory current I. Specifically, after obtaining the initial vibratory current I, it is substituted into the formula Dr = k * I to calculate the current formation density Dr.

[0240] like Figure 12 As shown, in this embodiment, the water pump 4 is connected to the controller 1 via the water pump frequency converter cabinet 5. The water pump frequency converter cabinet 5 and the controller 1 are connected wirelessly, but a wired connection can also be used. The controller 1 controls the speed of the water pump 4 by changing the output frequency of the water pump frequency converter cabinet 5, thereby changing the flow rate of the water supplied by the water pump 4. When the flow rate of the water pump discharged from the outlet pipe increases, the water pressure also increases; when the flow rate of the water pump discharged from the outlet pipe decreases, the water pressure also decreases.

[0241] In this embodiment, the vibratory compactor used for stone crushing piles has a telescopic guide rod connected to the vibratory compactor via a shock absorber. The water discharge control process is as follows:

[0242] 1. After the vibratory impactor 13 is started, the lowering depth detection device detects the lowering depth of the vibratory impactor in real time, the water supply pressure detection sensor 41 detects the instantaneous water pressure in real time, and the water supply flow detection sensor 42 detects the instantaneous water flow in real time.

[0243] 2. Controller 1 acquires the vibration speed, current vibration current, current drainage pressure, and current drainage flow rate;

[0244] 3. Controller 1 compares the acquired vibratory compaction speed with the vibratory compaction speed threshold, and controls the water pump to supply the drainage flow rate based on the comparison result; if the acquired vibratory compaction speed is less than the lower limit of the vibratory compaction speed threshold, an alarm is issued and the water pump is controlled to supply drainage at the set maximum drainage flow rate; if the acquired vibratory compaction speed is greater than the upper limit of the vibratory compaction speed threshold, an alarm is issued and the water pump is controlled to supply drainage at the set minimum drainage flow rate; if the acquired vibratory compaction speed is within the vibratory compaction speed threshold range, the drainage flow rate is controlled based on the current stratum compaction obtained during the vibratory compaction construction.

[0245] 4. Controller 1 calculates the current formation density based on the current vibration current; and controls the flow rate of the water pump supplying water by comparing the current formation density with the formation density threshold, thereby adjusting the current water pressure.

[0246] This invention monitors the vibratory compaction speed of the vibratory compactor in real time during vibratory borehole drilling and controls the water pressure supply based on the speed, thereby improving the success rate of vibratory drilling and facilitating its smooth operation in deep overburden formations. Furthermore, when the vibratory compaction speed is within a threshold range, this invention can precisely control the water pressure supply according to different formation densities, ensuring the vibratory compactor and appropriate water pressure work together to successfully complete deep-hole vibratory drilling in complex formations, thus solving the challenges of vibratory drilling in deep overburden formations. In addition, this invention averages the instantaneous water pressure with pulsating pressure, resulting in an average water pressure closer to the actual water pressure supply value, thereby achieving precise control of the water pressure and facilitating the smooth operation of vibratory drilling.

[0247] After forming the crushed stone pile holes using a vibratory compactor, the holes are cleaned until the mud returning from the hole opening becomes thinner, ensuring the vibratory compaction hole is straight and unobstructed to facilitate the settling of the filler. Then, crushed stone filler is placed into the crushed stone pile holes in batches, and each batch of filler is vibrated and compacted individually to form N crushed stone pile segments. The pile diameter of each segment is calculated using the amount of filler placed in each batch. By comparing the calculated pile diameters of all segments, the minimum guaranteed pile diameter is obtained. This invention forms a continuous and uniform vibratory compacted crushed stone pile from bottom to top within the crushed stone pile hole using N crushed stone pile segments, and the guaranteed pile diameter meets the preset pile diameter requirements.

[0248] In this invention, the guaranteed pile diameter of the crushed stone pile refers to the smallest crushed stone pile diameter among all crushed stone pile segments when each crushed stone pile segment is tightly bonded to the soil layer surrounding the hole during the segmented vibratory compaction of crushed stone piles.

[0249] Since the smallest crushed stone pile segment is usually located in the strongly constrained zone of the soil layer, if the pile diameter meets the requirements of vibro-compaction construction, then the entire crushed stone pile formed will meet the requirements of vibro-compaction construction.

[0250] The following methods can typically be used to calculate the diameter of each crushed stone pile segment:

[0251] Before the crushed stone filler is inserted into the crushed stone pile hole, the initial material level height inside the crushed stone pile hole before filling is measured by radio wave.

[0252] After the vibratory compaction of the crushed stone pile section is completed, the height of the pile material surface of the completed crushed stone pile section is measured by radio wave measurement.

[0253] The height of the crushed stone pile segment is obtained based on the completed pile segment material surface height and the initial material surface height before filling.

[0254] The volume of the crushed stone pile segment is obtained by using the volume and compaction coefficient of the crushed stone filling material in the crushed stone pile hole. Then, the diameter of the crushed stone pile segment, i.e., the pile diameter of the crushed stone pile segment, is calculated based on the volume and height of the crushed stone pile segment.

[0255] By comparing the diameters of all calculated crushed stone pile segments one by one, the minimum pile diameters that guarantee the diameter of crushed stone piles are obtained as follows:

[0256] All calculated crushed stone pile segments are compared pairwise one by one. Larger pile diameters are discarded, and smaller pile diameters are compared pairwise with the remaining pile diameters until the minimum pile diameter that can be used as the guaranteed pile diameter for crushed stone piles is obtained.

[0257] The following is a detailed description of this step.

[0258] In the process of placing crushed stone filler into the crushed stone pile hole in batches and then vibrating and compacting the crushed stone filler into the crushed stone pile hole in batches one by one with a vibratory compactor to form N crushed stone pile segments, before each batch of crushed stone filler is placed, the initial material level height h1 in the crushed stone pile hole before the crushed stone filler is detected by the radio waves emitted by the radar detection device.

[0259] This invention uses radio waves emitted by a radar detection device to detect the material level before and after filling the hole in a crushed stone pile. This radar detection device 3000 can employ methods such as... Figures 17-19The structure shown includes a fixed base 31, a connection and control mechanism 32 mounted on the fixed base 31, and a radar body 33 connected to the connection and control mechanism 32. The transmitting component on the radar body 33 can be moved back and forth, left and right, and tilted relative to the fixed base 31 via the connection and control mechanism 32 to adjust the position of the transmitting component relative to the fixed base as needed, so that the direction of the radio waves emitted by the transmitting component can be vertically downward and aligned with the hole in the crushed stone pile. The radar detection device 3000 of the present invention can adopt existing related structures, and its structure will not be described in detail here.

[0260] To facilitate the detection of the material level in the crushed stone pile hole before the crushed stone filling material is added using a radar detection device, the radar detection device can be directly installed at the opening of the crushed stone pile hole (e.g., Figure 17 As shown), the mounting base is directly fixed near the opening of the gravel pile hole, so that the radar's transmitting component is vertically aligned downwards with the gravel pile hole; alternatively, the mounting base can be fixedly connected to the gimbal carrying the radar detection device, such as fixing the radar detection device to the retaining structure 14 connected to the mast (e.g., Figure 19 (As shown).

[0261] Before a batch of crushed stone filler is placed into the crushed stone pile hole, the initial material level height h1 inside the crushed stone pile hole is detected by radio wave detection, including:

[0262] The transmitting component of the radar detection device is aimed at the crushed stone pile hole before the crushed stone filling material is placed, and radio waves are emitted into the material surface inside the pile hole through the transmitting component;

[0263] The receiving component of the radar detection device receives the echo generated after the transmitting component emits radio waves into the material surface inside the crushed stone pile hole;

[0264] Based on the propagation time difference between the transmitted radio waves and the received echoes from the radar detection device, the height of the upper surface of the crushed stone pile segment formed before the crushed stone filling material is placed in the crushed stone pile hole from the hole opening can be determined (this height is half of the product of the time difference and the wave velocity). Therefore, based on the depth of the crushed stone pile hole and the difference between the determined height of the upper surface of the crushed stone pile segment from the hole opening, the initial material surface height h1 in the crushed stone pile hole before the batch of crushed stone filling material is placed can be determined. Correspondingly, when the radar detection device is placed on a gimbal (such as a holding element), the detection principle is basically the same as when it is installed at the borehole opening. The difference is that, by using the propagation time difference between the transmitted radio wave and the received echo placed on the gimbal, the height of the upper surface of the crushed stone pile section before the crushed stone filling material is placed in the crushed stone pile hole can be determined. That is, the sum of the height of the upper surface of the crushed stone pile body formed after the last vibratory compaction construction in the crushed stone pile hole from the borehole opening and the distance between the borehole opening and the gimbal. Then, the initial material surface height h1 before the crushed stone filling material is placed in the crushed stone pile hole is determined by using the depth of the crushed stone pile hole, the distance between the borehole opening and the gimbal, and the sum of the above distances.

[0265] The process of aligning the transmitting component of the radar detection device with the hole of the crushed stone pile before the crushed stone filling material is placed includes:

[0266] The launching component is moved back and forth and / or left and right and / or pitched relative to the fixed base of the radar detection device or the gimbal carrying the radar detection device, so that the launching component is moved to a position facing downwards and vertically aligned with the hole of the crushed stone pile.

[0267] In application, depending on actual needs, the transmitting component can be controlled to move forward, backward, left, right, or tilt relative to the fixed base of the radar detection device, so that the transmitting component moves to the opening of the crushed stone pile hole and is vertically aligned with the crushed stone pile hole downward; or, the transmitting component can be controlled to move forward, backward, left, right, or tilt relative to the gimbal (such as the holding element) carrying the radar detection device, so that the transmitting component moves relative to the holding element to the position where it is vertically aligned with the crushed stone pile hole downward.

[0268] After obtaining the initial material level of the crushed stone pile hole without crushed stone filler, the crushed stone filler is precisely placed into the crushed stone pile hole to form a loose pile body. The vibratory compactor compacts the loose pile body to form a crushed stone pile segment, and the material level h2 of the pile segment formed in the crushed stone pile hole is detected by radio wave.

[0269] Specifically, during each batch of filling, a loader is used to insert crushed stone filler into the crushed stone pile hole once or multiple times to form a crushed stone pile segment. When filling with a loader, the crushed stone filler is weighed and placed precisely in one go. That is, after weighing the crushed stone filler, it is directly placed into the crushed stone pile hole, thereby completing the precise placement of the crushed stone filler so that the weight of the crushed stone filler in the crushed stone pile formed by vibratory compaction meets the design requirements.

[0270] Each precise placement of crushed stone filler into the crushed stone pile hole to form a loose pile section within the hole includes:

[0271] Place the filling device with a weighing element at the opening of the crushed stone pile hole, and align the feeding port of the filling device with the opening of the hole;

[0272] The crushed stone filler is placed into the filling device with a weighing element by a loader, and the weight of the crushed stone filler is obtained and stored.

[0273] The weighted crushed stone filler is directly fed into the crushed stone pile hole through the feed port of the filler device aligned with the hole opening.

[0274] The process of achieving the above-mentioned precise filling (i.e., completing the weighing and placement of crushed stone filler in one step) in this invention is realized through a filling device, such as... Figure 7 - Figure 9As shown, the filling device 2000 includes: a support frame 20 movable to the opening of the crushed stone pile hole; a material container 23 installed on the upper part of the support frame 20 for holding the crushed stone filler to be put into the crushed stone pile hole; and a feeding hopper 21 installed on the support frame 20 and located below the material container 23 for receiving the crushed stone filler after being weighed by the material container 23 and putting the crushed stone filler into the crushed stone pile hole.

[0275] The support frame 20 is a frame structure, with its upper part used to fix and support the material container, its lower part used to fix and support the feeding hopper, and its middle part used to fix the valve switch assembly 22 that controls the opening or closing of the valve. Preferably, the bottom of the support frame is provided with multiple rollers that allow it to move, and the rollers can be locked, so that the support frame 20 can be moved and locked in the required position as needed, such as at the opening of the crushed stone pile hole.

[0276] Among them, such as Figures 7-10 As shown, the material holding cylinder 23 of this invention is a cylindrical cylinder with openings at the top and bottom. A discharge valve 231, rotatably connected to one side of the cylinder, is provided at the bottom of the cylinder (during assembly, a connecting seat can be provided on one side of the cylinder as needed, and the discharge valve can be rotatably mounted on the connecting seat; other components can also be provided as needed). When the discharge valve is closed, it seals the lower opening of the cylinder to prevent the crushed stone filler material placed inside from falling out. A weighing element is provided on the discharge valve (the weighing element is not shown in the figure). Preferably, the discharge valve of this invention can adopt a sandwich structure including upper and lower layers, with the weighing element placed within the sandwich layer of the discharge valve. The weighing element can be a weight sensor or other weight-detecting element. The weighing element can save the weight after each measurement of the crushed stone filler material, and the weights measured for the same batch can be accumulated to obtain the total weight of the same batch of crushed stone filler material placed into the same crushed stone pile hole (i.e., the amount of crushed stone filler material).

[0277] To facilitate accurate measurement of the weight of the crushed stone filler material fed into the hopper by the loader, the hopper of this invention is a cylinder with a constant inner diameter from top to bottom. The bottom of the discharge valve 231 is connected to the valve switch assembly 22 so that the opening angle of the discharge valve can be changed when the valve switch assembly is activated. The valve switch assembly can be a hydraulic assembly. During assembly, the hydraulic cylinder of the hydraulic assembly is mounted on a support frame (e.g., in the middle), and the piston extension end of the hydraulic assembly is connected to the bottom of the discharge valve. The extension and retraction of the piston drives the discharge valve to open or close relative to the hopper. Alternatively, the valve switch assembly can also be a pneumatic assembly or an electric assembly, etc., and the valve switch assembly can adopt a structure readily available to those skilled in the art.

[0278] In this invention, the feeding hopper can be an arc-shaped feeding hopper that is wider at the top and narrower at the bottom, such as... Figure 11As shown, the hopper can be half the size of a truncated cone or smaller. During design, the radius of the upper opening of the hopper can be larger than the radius of the receiving cylinder, or even comparable to the diameter of the receiving cylinder, to ensure that the weighed crushed stone filling falling from the receiving cylinder completely enters the hopper. The bottom opening of the hopper forms the feeding port, the radius of which is smaller than the radius of the upper opening. During design, the inclination angle of the inner wall of the hopper from top to bottom should be appropriately designed so that the crushed stone filling falling from the upper opening can smoothly slide down to the lower feeding port. Furthermore, the distance between the receiving cylinder and the hopper, as well as the size and opening angle of the discharge valve, need to be appropriately designed. Ideally, the data should allow the bottom end of the discharge valve to partially overlap the inner wall of the hopper when it is open.

[0279] Alternatively, the feeding hopper of the present invention can also be a frustum-shaped feeding hopper that is wider at the top and narrower at the bottom (not shown in the figure), with openings at the top and bottom.

[0280] Furthermore, in order to prevent the crushed stone filler that falls from the holding cylinder into the feeding hopper from accumulating in the feeding hopper and thus not being able to quickly enter the crushed stone pile hole, the feeding hopper of the present invention can also be a vibrating feeding hopper (not shown in the figure). For example, the feeding hopper is connected to a drive mechanism, and the drive mechanism drives the feeding hopper to vibrate at a certain frequency, so that the crushed stone filler in the feeding hopper moves towards the feeding port.

[0281] During the design phase, the feeding hopper opening can extend slightly beyond the bottom platform of the support frame. When filling the orifice, the feeding hopper opening can either abut against the orifice or extend into the orifice (e.g., ...). Figure 7 (as shown); or, the feeding hopper opening can be flush with the bottom platform of the support frame, so that when filling the orifice, the feeding hopper opening is directly above the orifice (as shown). Figure 8 (As shown).

[0282] Furthermore, the filling device of the present invention may also include a display element 24 wirelessly connected to the weighing element, the display element being disposed on the ground, such as being mounted on the support frame of the filling device (e.g. Figure 7 As shown in the figure, it can also be set up in the control room so that operators or owners can directly view the weight of crushed stone filler material put into the crushed stone pile hole each time and in each batch, as well as the total weight of crushed stone filler material put into the same crushed stone pile hole, so as to achieve real-time observation of accurate material feeding.

[0283] The control part of the present invention for processing the weight of the packing in a packing device includes: a processor for processing the output of the weighing element, a memory for storing the data output by the processor, and a display element for displaying the data output by the processor.

[0284] When using the filling device of this invention, the discharge valve should be closed before the loader puts the crushed stone filler into the holding cylinder. After the loader puts the crushed stone filler into the holding cylinder, the crushed stone filler in the holding cylinder is first weighed by the weighing element on the discharge valve. The weighed weight is then saved for accumulation and can be displayed on the display element simultaneously. Afterward, the valve opening assembly is controlled to open the discharge valve, allowing the crushed stone filler in the holding cylinder to fall completely into the feeding hopper and be fed into the crushed stone pile hole through the feeding port of the feeding hopper (e.g., ...). Figure 9 (As shown), so that the crushed stone filling can be vibrated and compacted using a vibratory compactor to form a crushed stone pile segment.

[0285] The following describes the process of precise material feeding using the packing device of the present invention each time.

[0286] 1. The crushed stone filler is placed into the filling device with a weighing element by a loader. That is, with the discharge valve closed, the crushed stone filler is put into the material container with a weighing element by a loader.

[0287] 2. The weight of the crushed stone filler contained in the material container is weighed using a weighing element, and the weight obtained after weighing is saved. Furthermore, the weighed weights can be accumulated and displayed on the display element.

[0288] 3. After obtaining and storing the weight of the crushed stone filler, control the opening of the discharge valve at the bottom of the material cylinder, so that the crushed stone filler in the material cylinder falls into the feeding hopper located below the material cylinder due to gravity.

[0289] 4. Utilizing the weight of the crushed stone filler and the arc-shaped inner wall of the feeding hopper, the crushed stone filler falling into the feeding hopper slides freely into the crushed stone pile hole through the feeding port of the feeding hopper.

[0290] This invention accurately delivers crushed stone filler material during each filling process of the crushed stone pile hole, thereby obtaining the true weight of the crushed stone filler material delivered into the crushed stone pile hole. This avoids the problem in the prior art where the weight of the crushed stone filler material delivered is inconsistent with the weighed weight, resulting in unreliable pile quality and making it impossible for operators, especially owners, to observe and obtain information in real time. Therefore, in the process of using a vibratory compactor to vibrate the crushed stone filler material that meets the required weight to form a vibratory crushed stone pile, it can ensure that a continuous and dense vibratory crushed stone pile with the required weight is formed.

[0291] A batch of crushed stone filler (in one or more batches) is put into the crushed stone pile hole by a loader. After a loose pile body is formed in the crushed stone pile hole, the loose pile body is vibrated and compacted by a vibratory compactor to form a crushed stone pile segment. Then, the height h2 of the pile material surface of the crushed stone pile segment is detected by the radio waves of the radar detection device.

[0292] When detecting the height h2 of the crushed stone pile segment using radar detection devices, the same method as the initial material surface detection is used. That is, when the radar detection device is placed at the opening of the crushed stone pile hole, the height of the upper surface of the crushed stone pile segment from the opening of the crushed stone pile hole is determined based on the propagation time difference between the radar detection device's emitted and received echoes; then, based on the depth of the crushed stone pile hole and the height of the upper surface of the crushed stone pile segment from the opening of the crushed stone pile hole, the height of the upper surface of the crushed stone pile segment from the bottom of the pile is determined, i.e., the height h2 of the crushed stone pile segment material surface. When the radar detection device is mounted on a gimbal (such as a holding element), the height of the upper surface of the crushed stone pile segment in the crushed stone pile hole from the gimbal can be determined by the propagation time difference between the transmitted radio wave and the received echo mounted on the gimbal. That is, the height of the upper surface of the crushed stone pile segment formed after the crushed stone pile segment is formed in the crushed stone pile hole is the sum of the height of the upper surface of the crushed stone pile segment from the opening of the crushed stone pile hole and the distance between the opening and the gimbal. Then, the height h2 of the crushed stone pile segment material surface is determined by using the depth of the crushed stone pile hole, the distance between the opening and the gimbal, and the sum of the above distances.

[0293] Based on the completed pile section material surface height and the initial material surface height before filling, the height of the crushed stone pile section can be calculated. Then, using the volume of crushed stone filling material in the crushed stone pile hole and the compaction coefficient, the volume of the crushed stone pile section can be obtained. Finally, based on the volume and height of the crushed stone pile section, the diameter of the crushed stone pile section, i.e., the pile diameter of the crushed stone pile section, can be calculated.

[0294] Specifically, the volume of crushed stone filler in the crushed stone pile hole can be calculated using the amount of crushed stone filler and the diameter of the crushed stone pile hole (which is equal to the diameter of the loose column formed by the crushed stone filler in the crushed stone pile hole); the compaction coefficient can be obtained through experiments, for example, by placing the crushed stone filler in a test container and vibrating it with a vibratory compactor to form a crushed stone pile, and then obtaining the compaction coefficient based on the volume of the crushed stone filler before vibratory compaction and the volume of the crushed stone pile formed by vibratory compaction.

[0295] The amount of crushed stone filler material that is placed into the crushed stone pile hole in the same batch can be obtained by accumulating the crushed stone filler material after precise placement as described above.

[0296] After the crushed stone filler material is vibrated and compacted in batches into the crushed stone pile holes by a vibratory compactor, the pile diameter of each crushed stone pile segment can be calculated based on the amount of crushed stone filler material in each batch of crushed stone pile holes using the same method described above. Then, the pile diameters of all the calculated crushed stone pile segments are compared pairwise, the larger pile diameters are discarded, and the smaller pile diameters are compared pairwise with the remaining pile diameters until the minimum pile diameter that can be used as the guaranteed pile diameter for crushed stone piles is obtained.

[0297] This invention solves the technical problem that the average pile diameter calculated by existing technologies based on the volume and compaction coefficient of crushed stone filler cannot accurately reflect the actual pile diameter of crushed stone piles.

[0298] The present invention further includes, during the process of vibratory compaction of crushed stone fill material to form crushed stone pile segments, the following:

[0299] An electromagnetic sensor installed inside the vibratory shock generator generates a real-time electromagnetic induction signal corresponding to the amplitude of the vibratory shock generator.

[0300] The vibration compaction of the vibratory compactor is controlled by the real-time electromagnetic induction signal generated by the electromagnetic sensor installed in the vibratory compactor, so as to obtain a crushed stone pile segment that is tightly bonded to the soil layer around the crushed stone pile hole.

[0301] The present invention controls the vibration encryption of the vibratory shocker based on the real-time electromagnetic induction signal generated by the electromagnetic sensor installed in the vibratory shocker, including:

[0302] The amplitude of the real-time electromagnetic induction signal is compared with the preset amplitude;

[0303] When the amplitude of the electromagnetic induction signal is less than or equal to the preset amplitude, the vibratory compactor is raised to vibrate the middle part of the crushed stone pile section to be completed until the crushed stone pile section is completed.

[0304] When the amplitude of the electromagnetic induction signal is greater than the preset amplitude, the vibratory compactor is controlled to continue vibrating the gravel embedded in the soil layer around the gravel pile hole.

[0305] The preset amplitude of the present invention is the amplitude obtained in advance when the vibrator amplitude is reduced to its minimum.

[0306] The present invention controls the vibration encryption of the vibratory shocker based on the real-time electromagnetic induction signal generated by the electromagnetic sensor installed in the vibratory shocker, including:

[0307] The amplitudes of the electromagnetic induction signals obtained by the electromagnetic sensor during the vibration period and the amplitudes of the electromagnetic induction signals after the vibration period are analyzed.

[0308] When the amplitude of the subsequent electromagnetic induction signal is less than that of the preceding electromagnetic induction signal and remains so for a period of time, the vibratory compactor is raised to vibrate the middle part of the crushed stone pile section to be completed until the crushed stone pile section is completed.

[0309] Figure 20 The structure of the vibratory shocker of the present invention is shown. The difference between the vibratory shocker 1000 of the present invention and the existing vibratory shocker is that an electromagnetic sensor 1311 and a support rod 1312 for fixing the electromagnetic sensor 1311 are installed in the vibratory shocker. The support rod 1312 passes through the through hole of the bearing seat for supporting the shaft 1306 and is fixed to the motor housing 1304. Figure 20The vibratory impactor 13 shown also includes a lifting device 1301, a water pipe 1302, a cable 1303, a motor 1304, a coupling 1305, a shaft 1306, an eccentric block 1307, a housing 1308, fins 1309, a drain pipe 1310, and an electromagnetic sensor 1311.

[0310] Vibratory compactor 13, by energizing motor 1304, begins to densify the crushed stone packing. Under the excitation force of the vibratory compactor, the packing material in the densification section is squeezed horizontally into the original formation, while the upper packing material falls into the mud under its own weight. The packing height can be measured in real time. As the densification process proceeds, the following phenomena occur:

[0311] First, the encryption current gradually increases;

[0312] Second, the excitation force at the vibratory impactor housing increases;

[0313] Third, the amplitude of the vibratory beater decreases accordingly;

[0314] Fourth, with the vibratory compactor as the center, the surrounding fill material gradually becomes denser, gradually forming a roughly circular vibratory crushed stone pile body with the highest density in the vibratory compactor's vibratory range, and the lateral pressure that can be provided by the original stratum when it reaches the periphery of the pile hole is basically equivalent to that provided by the original stratum.

[0315] Existing technologies mainly control the densification of crushed stone packing based on the densification current of motor 1304, but they have the following four problems:

[0316] First, the physical and engineering significance is unclear, and there is no direct relationship between it and the density. The magnitude of the densification current needs to be determined experimentally, and the density data of the pile body can only be roughly obtained after the experiment. However, when the depth of the vibratory compaction stone pile is as high as 70m or even reaches the level of 100m, the density data of the pile body cannot be obtained through traditional experiments at this depth, and therefore the densification current cannot be determined experimentally.

[0317] Second, different models and power oscillators have different currents in different strata;

[0318] Third, from an engineering practice perspective, even vibratory beaters from the same manufacturer and of the same model can have significantly different no-load currents.

[0319] Fourth, in colder regions, the no-load current of the vibratory compactor is relatively large when it is first used; however, as the project progresses, the temperature of the vibratory compactor itself increases, and the no-load current decreases accordingly.

[0320] Therefore, using the densification current as a measure of compactness cannot characterize the compactness of the pile body under ultra-deep overburden conditions.

[0321] To address the aforementioned problems in the prior art, this invention proposes a technique for controlling the vibratory compactor to perform vibratory compaction (i.e., vibratory compaction of the crushed stone packing) based on the vibration signal frequency of the vibratory compactor during the compaction of the crushed stone packing. The core technology of this vibratory compaction technique is:

[0322] During the formation of each crushed stone pile segment, an electromagnetic sensor installed inside the vibratory compactor generates a real-time electromagnetic induction signal corresponding to the amplitude of the vibratory compactor.

[0323] The vibration compaction of the vibratory compactor is controlled by the real-time electromagnetic induction signal generated by the electromagnetic sensor installed in the vibratory compactor, so as to obtain a crushed stone pile segment that is tightly bonded to the soil layer around the crushed stone pile hole.

[0324] Figure 21a An example of the electromagnetic sensor 1311 of the present invention disposed within the vibratory shock absorber is shown, such as Figure 21a As shown, the electromagnetic sensor 1311 includes:

[0325] One end of it is mounted on the support rod 1312 on the housing of the vibratory motor 1304;

[0326] A spiral tube 1314 is installed on the other end of the support rod 1312;

[0327] One end of the magnetic core 1313 is installed inside the housing 1308 of the vibrator, and the other end of the magnetic core 1313 extends into the spiral tube 1314.

[0328] The magnetic core 1313 moves within the solenoid 1314 as the vibrator housing 1308 vibrates, thereby enabling the solenoid 1314 to obtain an electromagnetic induction signal whose amplitude corresponds to the vibration amplitude of the vibrator housing 1308.

[0329] Figure 21b Another example of the electromagnetic sensor 1311 of the present invention disposed within the vibratory shock absorber is shown, such as Figure 21b As shown, the electromagnetic sensor 1311 includes:

[0330] One end of it is mounted on the support rod 1312 on the housing of the vibratory motor 1304;

[0331] The spiral tube 1314 is installed inside the vibratory impactor housing 1308.

[0332] A magnetic core 1313 is installed on the other end of the support rod 1312, and the magnetic core 1313 extends into the spiral tube 1314;

[0333] The solenoid 1314 moves relative to the magnetic core 1313 as the vibrator housing 1308 vibrates, thereby enabling the solenoid 1314 to obtain an electromagnetic induction signal whose amplitude corresponds to the vibration amplitude of the vibrator housing 1308.

[0334] Figure 22 The control unit shown is used to control the vibratory compactor to compact the crushed stone packing. It includes an electromagnetic sensor 1311 for generating an electromagnetic induction signal corresponding to the amplitude of the vibratory compactor, an amplifier for amplifying the electromagnetic induction signal output by the electromagnetic sensor 1311, an analog-to-digital converter for converting the electromagnetic induction signal output by the amplifier, a processor for processing the output of the analog-to-digital converter, a memory for storing the data output by the processor, and a display for displaying the data output by the processor.

[0335] In addition, the processor is connected to the main winch so that when it is determined that the crushed stone fill is tightly bonded to the surrounding soil, the vibratory compactor 13 is lifted upward.

[0336] The amplifier, analog-to-digital converter, processor, memory, and display of the present invention can be installed on the ground, and the amplifier can be connected to the electromagnetic sensor 1311 via a cable.

[0337] It should be noted that the processor of this invention compares and analyzes the amplitude of the electromagnetic induction signal according to the absolute value of the amplitude of the electromagnetic induction signal.

[0338] Compared to another patent application filed by the inventors for a pressure sensor mounted on the housing of a vibratory compactor, this invention can significantly extend the service life of the electromagnetic sensor. In other words, because the electromagnetic sensor 1311 is installed inside the housing of the vibratory compactor, it is not subject to the pressure of the gravel packing material and the vibrator, unlike a pressure sensor mounted on the housing, and is therefore less prone to damage.

[0339] Figure 23 The control flow of a first embodiment of controlling a vibratory oscillator for vibration encryption control is shown. This flow is mainly implemented by a processor and specifically includes:

[0340] Step S301: During the vibratory compaction of the crushed stone filler, an electromagnetic sensor installed inside the vibratory compactor generates a real-time electromagnetic induction signal corresponding to the amplitude of the vibratory compactor housing.

[0341] Step S302: The amplitude of the real-time electromagnetic induction signal is obtained by performing analog-to-digital conversion on the real-time electromagnetic induction signal.

[0342] Step S303: Determine whether the amplitude of the real-time electromagnetic induction signal is less than or equal to the preset amplitude.

[0343] Step S304: If the judgment result of step S302 is yes, lift the vibratory compactor upwards to vibrate the crushed stone filling material in the middle part of the crushed stone pile section to be completed until the crushed stone pile section is vibrated.

[0344] Step S306: If the judgment result of step S302 is negative, control the vibratory compactor to continue vibrating the crushed stone embedded in the soil layer around the crushed stone pile hole.

[0345] Figure 24 The control flow of a second embodiment for controlling the vibratory oscillator to perform vibration encryption control is shown, including:

[0346] Step S401: During the vibratory compaction of the crushed stone filler, an electromagnetic sensor installed inside the vibratory compactor generates a real-time electromagnetic induction signal corresponding to the amplitude of the vibratory compactor housing.

[0347] Step S402: By performing analog-to-digital conversion on the real-time electromagnetic induction signal, the amplitude of the preceding electromagnetic induction signal and the amplitude of the following electromagnetic induction signal are obtained.

[0348] Step S403: Determine whether the amplitude of the subsequent electromagnetic induction signal is less than or equal to the amplitude of the preceding electromagnetic induction signal.

[0349] Step S404: If the judgment result of step S403 is yes, then further determine whether the amplitude of the subsequent electromagnetic induction signal remains unchanged for a period of time.

[0350] Step S405: If the judgment result of step S404 is yes, lift the vibratory compactor upwards to vibrate the crushed stone filling material in the middle part of the crushed stone pile section to be completed until the crushed stone pile section is vibrated.

[0351] Step S406: If the judgment result of step S403 or step S404 is negative, then control the vibratory compactor to continue vibrating the crushed stone embedded in the soil layer around the crushed stone pile hole.

[0352] This invention solves the technical problem that existing technologies, which rely on the average pile diameter of the crushed stone filler volume and compaction coefficient, may result in crushed stone piles not being able to bond tightly with the soil layer in certain environments.

[0353] 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 forming vibro-compacted stone piles under ultra-deep overburden in ultra-strong earthquake zones, comprising: Rapid vibratory drilling is carried out in the strata under the ultra-deep overburden of the ultra-strong earthquake zone using vibratory compactors and water to form crushed stone pile holes with the required verticality. The crushed stone filler is precisely placed into the crushed stone pile hole in batches by a loader, and the crushed stone filler placed into the crushed stone pile hole in batches is vibrated and compacted by the vibratory compactor to form N crushed stone pile segments. Calculate and save the pile diameter of each crushed stone pile segment by using the amount of crushed stone filler material inserted into the crushed stone pile hole in each batch. By comparing the pile diameters of all calculated crushed stone pile segments one by one, the minimum pile diameter that serves as the guaranteed pile diameter for crushed stone piles is obtained. During the process of vibratory compaction of crushed stone fill to form crushed stone pile segments, a real-time electromagnetic induction signal corresponding to the amplitude of the vibratory compaction is generated by an electromagnetic sensor installed in the vibratory compaction device. Based on the real-time electromagnetic induction signal generated by the electromagnetic sensor installed in the vibratory compaction device, the vibratory compaction of the vibratory compaction device is controlled to obtain crushed stone pile segments that are tightly bonded to the soil layer around the crushed stone pile hole. The electromagnetic sensor includes: a support rod with one end mounted on the housing of the vibratory shock motor; a spiral tube mounted on the other end of the support rod; a magnetic core with one end mounted inside the housing of the vibratory shock, and the other end of the magnetic core extending into the spiral tube; wherein the magnetic core moves inside the spiral tube as the housing of the vibratory shock vibrates, thereby enabling the spiral tube to obtain an electromagnetic induction signal whose amplitude corresponds to the vibration amplitude of the housing of the vibratory shock.

2. A method for forming vibro-compacted stone piles under ultra-deep overburden in ultra-strong earthquake zones, comprising: Rapid vibratory drilling is carried out in the strata under the ultra-deep overburden of the ultra-strong earthquake zone using vibratory compactors and water to form crushed stone pile holes with the required verticality. The crushed stone filler is precisely placed into the crushed stone pile hole in batches by a loader, and the crushed stone filler placed into the crushed stone pile hole in batches is vibrated and compacted by the vibratory compactor to form N crushed stone pile segments. Calculate and save the pile diameter of each crushed stone pile segment by using the amount of crushed stone filler material inserted into the crushed stone pile hole in each batch. By comparing the pile diameters of all calculated crushed stone pile segments one by one, the minimum pile diameter that serves as the guaranteed pile diameter for crushed stone piles is obtained. During the process of vibratory compaction of crushed stone fill to form crushed stone pile segments, a real-time electromagnetic induction signal corresponding to the amplitude of the vibratory compaction is generated by an electromagnetic sensor installed in the vibratory compaction device. Based on the real-time electromagnetic induction signal generated by the electromagnetic sensor installed in the vibratory compaction device, the vibratory compaction of the vibratory compaction device is controlled to obtain crushed stone pile segments that are tightly bonded to the soil layer around the crushed stone pile hole. The electromagnetic sensor includes: a support rod with one end mounted on the housing of the vibratory shock motor; a spiral tube mounted inside the housing of the vibratory shock; and a magnetic core mounted on the other end of the support rod, with the magnetic core extending into the spiral tube. The spiral tube moves relative to the magnetic core as the housing of the vibratory shock vibrates, thereby enabling the spiral tube to obtain an electromagnetic induction signal whose amplitude corresponds to the vibration amplitude of the housing of the vibratory shock.

3. The method according to claim 1 or 2, comprising rapid vibratory drilling of the formation using a vibratory compactor with verticality requirements and water supply, including: Obtain mast tilt parameters and vibratory compactor tilt parameters, and control the mast and / or vibratory compactor based on the mast tilt parameters and vibratory compactor tilt parameters so that the vibratory compactor can perform vibratory hole drilling construction with the required verticality; Obtain the vibration speed of the vibratory compactor that meets the verticality requirements and the current water pressure, and adjust the current water pressure according to the vibration speed so that the vibratory compactor that meets the verticality requirements can be used to complete the vibratory hole drilling construction with the adjusted current water pressure.

4. The method according to claim 3, wherein obtaining the mast tilt parameters and the vibratory compactor tilt parameters, and controlling the mast and / or vibratory compactor based on the mast tilt parameters and the vibratory compactor tilt parameters so that the vibratory compactor performs vibratory drilling with the required verticality, comprises: The first detection element used to detect mast tilt parameters is installed inside the mast. A second detection element for detecting the skew parameter of the vibratory shock absorber is installed on the shock absorber. When using a vibratory compactor for vibratory hole drilling, the verticality of the vibratory compactor is analyzed based on the detected mast tilt parameters and vibratory compactor tilt parameters to determine whether the verticality of the vibratory compactor meets the requirements. If the verticality of the vibratory compactor does not meet the requirements, analyze the reasons for the misalignment of the vibratory compactor, and control the mast and / or vibratory compactor according to the analysis results so that the vibratory compactor can perform vibratory drilling construction with the required verticality.

5. The method according to claim 4, wherein obtaining the vibratory discharge speed of the vibratory discharger that meets the verticality requirements and the current drainage pressure, and adjusting the current drainage pressure according to the vibratory discharge speed, so as to complete the vibratory discharge hole drilling construction using the vibratory discharger that meets the verticality requirements and the adjusted current drainage pressure, comprises: Obtain the vibration speed of the vibratory compactor that meets the verticality requirements and the current drainage pressure; The obtained vibration speed is compared with the vibration speed threshold. Based on the comparison between the obtained vibratory compaction speed and the vibratory compaction speed threshold, the flow rate of the supplied water is controlled to adjust the current water pressure so that the vibratory compaction drilling construction can be completed using a vibratory compactor that meets the verticality requirements and the adjusted current water pressure.

6. The method according to claim 1 or 2, wherein the precise placement of the crushed stone filler into the crushed stone pile hole by a loader comprises: Place the filling device with a weighing element at the opening of the crushed stone pile hole, and align the feeding port of the filling device with the opening of the hole; The crushed stone filler is placed into the filling device with a weighing element by a loader, and the weight of the crushed stone filler is obtained and stored. The weighted crushed stone filler is directly fed into the crushed stone pile hole through the feed port of the filler device aligned with the hole opening.

7. The method according to claim 1 or 2, wherein placing the crushed stone filler into the filling device having a weighing element by means of a loader includes the step of placing the crushed stone filler into a holding cylinder having a weighing element.

8. The method according to claim 7, wherein the weighted crushed stone filler is directly fed into the crushed stone pile hole through the feed port of the filler device aligned with the borehole opening, comprises: After obtaining the weight of the crushed stone filler, control the opening of the discharge valve at the bottom of the material cylinder so that the crushed stone filler inside the material cylinder falls into the feeding hopper located at the bottom of the material cylinder; Utilizing the weight of the crushed stone filler and the arc-shaped inner wall of the feeding hopper, the crushed stone filler falling into the feeding hopper slides freely into the crushed stone pile hole through the feeding port of the feeding hopper.

9. The method according to claim 1 or 2, wherein calculating the pile diameter of each crushed stone pile segment using the amount of crushed stone filler inserted into the crushed stone pile hole each time includes: Before the crushed stone filler is inserted into the crushed stone pile hole, the initial material level height of the crushed stone pile hole before filling is detected by radio waves. After the vibratory compaction of the crushed stone pile section is completed, the height of the pile material surface of the completed crushed stone pile section is detected by radio wave detection. The height of the crushed stone pile segment is obtained based on the material surface height of the pile segment and the initial material surface height; The volume of the crushed stone pile segment is obtained by using the volume and compaction coefficient of the crushed stone filling material in the crushed stone pile hole. Then, the diameter of the crushed stone pile segment is calculated based on the volume and height of the crushed stone pile segment.

10. The method according to claim 9, wherein detecting the initial material level height of the crushed stone pile hole by radio waves includes: The transmitting component of the radar detection device is aimed at the crushed stone pile hole before the crushed stone filling material is placed, and radio waves are emitted into the material surface inside the pile hole through the transmitting component; The receiving component of the radar detection device receives the echo of the radio wave emitted by the transmitting component towards the material surface, and determines the initial material surface height in the crushed stone pile hole based on the propagation time difference between the transmitted radio wave and the received echo.

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