Orifice filling method for vibro-replacement stone column machine construction in ultra-deep overburden layer of ultra-strong earthquake zone

Abstract

The application discloses a kind of methods for filling hole opening of super strong earthquake zone super deep overburden vibro-replacement stone pile machine construction, comprising: after forming stone pile hole by vibro-replacement stone pile hole construction, the filling device with weighing element is arranged at the hole opening of stone pile hole, and the filling device is aligned with the hole opening;The stone filling is placed into the filling device with weighing element by loader, and the weight of stone filling is obtained and saved;The stone filling with the obtained weight is directly put into the stone pile hole through the filling device opening aligned with the hole opening, to form vibro-replacement stone pile by using the vibrator to vibrate the stone filling.The method of the application completes the weighing and putting of stone filling in one step, ensures that the weight of stone filling put into the stone pile hole meets the requirements, and guarantees the safety of vibro-replacement stone pile under strong earthquake.

Description

Technical Field

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

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

[0003] During the vibro-compaction construction process, different construction methods are 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 (current domestic vibro-compaction stone pile construction levels are within 35m, and all are shallow-hole vibro-compaction with relatively simple strata). It does not specify the appropriate water pressure for different strata. For overburden layers exceeding 50m, there are often weak interlayers (such as lacustrine or marine sedimentary silty clay) and relatively dense hard layers (such as sand layers or sand layers interbedded with gravel). The problems encountered in drilling these two types of strata are completely different. Therefore, the above regulations are no longer applicable to overburden layers exceeding 50m.

[0005] The invention patent with announcement number CN104372788A provides a detailed description of a vibro-compaction stone-breaking pile machine and construction method applicable to strata with deep overburden layers of over 50m or more. However, the patent does not disclose the water supply method for different strata. If the water supply does not match the strata conditions, it can lead to resource waste at best, and vibro-compaction construction failure at worst, requiring re-construction. The economic losses caused by re-construction of deep-hole vibro-compaction are enormous.

[0006] Furthermore, existing technologies typically use loaders to add filler material into the borehole. However, this method, which involves a one-to-one feeding process, has a significant drawback: it's impossible to determine whether the loader has actually added the gravel filler material into the pile hole. To address this, some methods involve manually counting the number of loader buckets before vibratory compaction, while others use dedicated weighing platforms. The former provides a coarse measurement of the gravel filler weight, while the latter, though accurate, requires the gravel filler to be piled at the borehole opening before being added into the pile hole. This two-step method results in discrepancies between the weight of the gravel filler added and the weight recorded on the weighing report, significantly impacting construction quality. Inaccurate filler quality can lead to resource waste or, more seriously, poor or nonexistent continuity in the vibratory compaction piles, resulting in pile failure and requiring rework. Rework in deep-hole vibratory compaction incurs substantial economic losses.

[0007] Therefore, how to ensure that the vibro-compaction construction can be combined with the stratum for precise filling to form seismic-resistant vibro-compaction stone piles is a problem that urgently needs to be solved by those skilled in the art. Summary of the Invention

[0008] The purpose of this invention is to solve the above-mentioned problems and provide a method for filling the borehole of vibratory compacted stone piles in ultra-deep overburden layers in ultra-strong earthquake zones. This method completes the weighing and placement of the stone filler in one step, ensuring that the weight of the stone filler placed into the stone pile borehole meets the requirements and guaranteeing the safety of the vibratory compacted stone pile under strong earthquakes.

[0009] To achieve the above-mentioned objectives of this invention, this invention provides a method for filling the borehole with vibratory compaction stone piles in ultra-deep overburden layers of ultra-strong earthquake zones. The vibratory compaction stone pile machine includes a vibratory compactor, and the method includes:

[0010] After the crushed stone pile hole is formed by vibratory compaction, a filling device with a weighing element is placed at the opening of the crushed stone pile hole, and the feeding port of the filling device is aligned with the opening of the hole.

[0011] 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.

[0012] 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, so that the crushed stone filler is vibrated and compacted by the vibratory compactor to form a vibratory crushed stone pile.

[0013] The step of placing the crushed stone filler into the filling device with a weighing element by using a loader includes the step of placing the crushed stone filler into a container with a weighing element.

[0014] Preferably, the material container is a cylinder.

[0015] Preferably, the bottom of the material container is provided with a discharge valve that can be opened or closed, and the weighing element is disposed on the discharge valve.

[0016] 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:

[0017] 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;

[0018] 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.

[0019] During the construction of the hole by vibratory compaction, the vibration speed of the vibratory compaction device and the current water pressure are obtained. The current water pressure is adjusted according to the obtained vibration speed so as to complete the vibratory compaction construction by using the vibratory compaction device and the adjusted current water pressure.

[0020] Preferably, the process of acquiring the vibratory compaction speed of the vibratory compactor and the current drainage pressure, and adjusting the current drainage pressure according to the acquired vibratory compaction speed, so as to complete the vibratory compaction construction using the vibratory compactor and the adjusted current drainage pressure, includes:

[0021] During the vibratory compaction process, the vibratory compaction speed of the vibratory compactor and the current water pressure are obtained;

[0022] The obtained vibration speed is compared with the vibration speed threshold.

[0023] 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, thereby adjusting the current water pressure so that the vibratory compaction construction can be completed using the vibratory compactor and the adjusted current water pressure.

[0024] Preferably, obtaining the vibration speed of the vibratory impactor includes obtaining the lowering depth of the vibratory impactor per unit time.

[0025] Preferably, controlling the sewage flow rate based on the comparison result between the obtained oscillation velocity and the oscillation velocity threshold includes:

[0026] 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.

[0027] 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.

[0028] Preferably, controlling the water supply flow rate based on the current formation density obtained during vibro-compaction includes:

[0029] Compare the current formation density with the formation density calibration value;

[0030] 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.

[0031] Compared with existing technologies, the orifice filling method for vibratory compaction stone pile construction in ultra-deep overburden layers in ultra-strong earthquake zones of the present invention has the following advantages:

[0032] 1. The present invention relates to a method for filling the borehole of vibratory compaction stone piles in ultra-deep overburden layers in ultra-strong earthquake zones. This method completes the weighing and placement of the stone filler in one step, achieving precise placement of the stone filler. The operation is simple and the measurement is accurate, ensuring that the stone filler placed into the pile hole is the weighed stone filler. While ensuring that the weight of the stone filler meets the requirements, it can also be directly monitored by the owner, ensuring the quality and safety of the vibratory compaction stone piles under strong earthquakes.

[0033] 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.

[0034] The present invention will now be described in detail with reference to the accompanying drawings. Attached Figure Description

[0035] Figure 1 This is a perspective view of the vibratory stone crushing pile machine of the present invention;

[0036] Figure 2 This is a schematic diagram of the existing method for filling the orifice of a vibratory stone crushing pile machine;

[0037] Figure 3a 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);

[0038] Figure 3b 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);

[0039] Figure 3c This is a schematic diagram of the control section of the present invention that processes the packing results;

[0040] Figure 4This 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);

[0041] Figure 5 This is a schematic diagram of the structure of the material container of the present invention;

[0042] Figure 6 This is a schematic diagram of the feeding hopper of the present invention;

[0043] Figure 7 This is a flowchart of the orifice filling method for the construction of vibratory compaction stone piles in ultra-deep overburden layers in ultra-strong earthquake zones according to the present invention;

[0044] Figure 8 This is a schematic block diagram of the drainage control system of the present invention;

[0045] Figure 9 This is a flowchart of a method for obtaining the current formation density according to an embodiment of the present invention;

[0046] Figure 10 This is a flowchart of a sewage control method provided in an embodiment of the present invention;

[0047] Figure 11 This is a flowchart of a method for obtaining the current drainage pressure during vibratory compaction according to an embodiment of the present invention;

[0048] Figure 12 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. Detailed Implementation

[0049] like Figure 1 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.

[0050] Specifically, the hoisting system includes the main unit of the vibratory compactor stone pile driver, a mast 11 connected to the main unit, and a main winch installed at the rear of the main unit. The telescopic guide rod 10 is hoisted via the wire rope of the main winch and the mast 11, so that the telescopic guide rod is vertically positioned under its own weight. The 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. These three devices are set to feed synchronously with the main winch.

[0051] 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 for vibratory compaction construction 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.

[0052] The telescopic guide rod 10 of the present invention adopts the telescopic guide rod 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 impactor 13. During assembly, a shock absorber 12 is installed between the working section at the lower part of the guide rod 10 and the vibratory impactor 13.

[0053] To accurately complete the weighing and placement of crushed stone fill material in one step during the construction of ultra-deep overburden layers in ultra-earthquake zones using vibratory compaction stone pile machines, ensuring that the crushed stone fill material placed into the pile hole is the weighed material, this invention provides a method for filling the borehole with crushed stone fill material during vibratory compaction stone pile machine construction in ultra-deep overburden layers in ultra-earthquake zones. This method includes:

[0054] After the crushed stone pile hole is formed by vibratory compaction, a filling device with a weighing element is placed at the opening of the crushed stone pile hole, and the feeding port of the filling device is aligned with the opening of the hole.

[0055] 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.

[0056] 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, so that the crushed stone filler is vibrated and compacted by the vibratory compactor to form a vibratory crushed stone pile.

[0057] The method of the present invention will now be described in detail with reference to the accompanying drawings and embodiments.

[0058] S1. The stone pile hole is formed by vibratory compaction using the vibratory compactor of a vibratory compactor.

[0059] Before vibro-compaction, the center of the hole to be vibro-compaction is located and maintained by a satellite positioning system (such as GPS or Beidou) so that the vibro-compaction machine can align the vibro-compaction device with the hole and perform vibro-compaction drilling on the stratum at the hole location.

[0060] When using a vibratory compactor for vibratory borehole drilling, it is necessary to obtain the vibratory compactor speed and the current drainage pressure. The drainage pressure is then adjusted based on the obtained speed to ensure the vibratory compaction is completed using the vibratory compactor and the adjusted drainage pressure. Accordingly, before using the vibratory compactor for borehole drilling, the drainage pipe passes through the telescopic guide rod and the vibratory compactor, extending from the bottom of the compactor so that water is sprayed out from the bottom of the compactor to pre-damage the formation.

[0061] The following describes the process of controlling the water pressure during vibratory drilling using a vibratory compactor (e.g., Figure 10 (As shown).

[0062] S101, during the vibratory compaction process, obtains the vibratory compaction speed of the vibratory compactor and the current water pressure;

[0063] S102, compare the obtained vibration speed with the vibration speed threshold;

[0064] 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.

[0065] 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.

[0066] 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.

[0067] 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.

[0068] 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.

[0069] 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.

[0070] 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.

[0071] 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.

[0072] like Figure 8 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.

[0073] 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:

[0074] 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.

[0075] 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.

[0076] 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.

[0077] 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.

[0078] 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 density obtained during the vibratory compaction process. The specific implementation method is as follows:

[0079] Among these, obtaining the current formation density during vibro-compaction construction, such as... Figure 9 As shown, it includes:

[0080] S201, obtain the current oscillation current of the oscillator;

[0081] S202, calculate the formation density corresponding to the current vibratory current based on the preset relationship between vibratory current and formation density;

[0082] S203, the calculated formation density is determined as the current formation density.

[0083] like Figure 8 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.

[0084] 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.

[0085] 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.

[0086] In another embodiment of this example, when encountering locally unevenly distributed strata, the instantaneous values ​​of the acquired vibratory current jump significantly. S201 acquires the current vibratory current of the vibrator in the following way: acquire multiple instantaneous values ​​of the vibratory current; average the acquired multiple instantaneous values ​​of the vibratory current to obtain the average vibratory current; and determine the average vibratory current as the current vibratory current. The time interval between acquiring two adjacent instantaneous values ​​of the vibratory current is equal. The method for averaging the 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.

[0087] 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.

[0088] 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:

[0089] 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.

[0090] 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 vibratory current is directly proportional to the formation density. The specific formula is: Dr=k*I; where I(A) is the vibratory current, Dr(%) is the formation density, and k is the proportionality coefficient.

[0091] 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 (rated current of the oscillator). 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.

[0092] 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.

[0093] 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.

[0094] 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 11 As shown, it includes:

[0095] S301, obtain multiple instantaneous drainage pressures of the supplied drainage;

[0096] S302, the multiple instantaneous water pressures are averaged to obtain the average water pressure;

[0097] S303, the obtained average drainage pressure is determined as the current drainage pressure.

[0098] When S301 acquires multiple instantaneous water pressures from the water supply, the time interval between acquiring two adjacent instantaneous water pressures is equal.

[0099] 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.

[0100] 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.

[0101] 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.

[0102] In specific implementation, the above two implementation methods, such as Figure 8 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.

[0103] 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.

[0104] 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.

[0105] like Figure 8 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.

[0106] 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.

[0107] 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:

[0108] The current formation density is compared with the formation density calibration value;

[0109] 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.

[0110] 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:

[0111] 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;

[0112] 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;

[0113] 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.

[0114] 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.

[0115] 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.

[0116] 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...

[0117] 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).

[0118] 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.

[0119] The above embodiments will be further explained and illustrated below through a preferred embodiment. For example... Figure 12 As shown:

[0120] Construction begins.

[0121] 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;

[0122] During the vibro-compaction process, the current formation density Dr and the current groundwater pressure P are obtained every time t.

[0123] Compare the current formation density Dr with the initial formation density thresholds {Dr1, Dr2};

[0124] 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.

[0125] 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}; wherein, the new formation compaction threshold {Dr1, Dr2} = the previous formation compaction threshold {Dr1, Dr2} + ΔDr;

[0126] During the vibro-compaction process, the current formation density Dr and the current groundwater pressure P are obtained every time t.

[0127] Compare the current formation density Dr with the current formation density threshold {Dr1, Dr2};

[0128] 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.

[0129] 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;

[0130] During the vibro-compaction process, the current formation density Dr and the current groundwater pressure P are obtained every time t.

[0131] Compare the current formation density Dr with the current formation density threshold {Dr1, Dr2};

[0132] 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.

[0133] 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.

[0134] 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:

[0135] 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.

[0136] 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;

[0137] 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.

[0138] The first predetermined value and the second predetermined value can be the same or different.

[0139] The above implementation method will be further explained and described below through a preferred embodiment.

[0140] In this preferred embodiment, the first predetermined value and the second predetermined value are the same, both being △Dr.

[0141] Construction begins;

[0142] 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;

[0143] During the vibro-compaction process, the current formation density Dr and the current groundwater pressure P are obtained every time t.

[0144] Compare the current formation density Dr with the previously obtained formation density Dr0;

[0145] 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.

[0146] 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.

[0147] 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.

[0148] 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.

[0149] like Figure 8As 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 discharged from the water pump outlet pipe increases, the water pressure also increases; when the flow rate of the water discharged from the water pump outlet pipe decreases, the water pressure also decreases.

[0150] 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:

[0151] 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.

[0152] 2. Controller 1 acquires the vibration speed, current vibration current, current drainage pressure, and current drainage flow rate;

[0153] 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.

[0154] 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.

[0155] 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.

[0156] S2. After forming the crushed stone pile hole by vibratory compaction, the crushed stone filler is accurately placed into the crushed stone pile hole, and the vibratory compactor compacts and densifies the crushed stone filler to form a vibratory crushed stone pile.

[0157] After forming the crushed stone pile holes using the vibratory compactor method in step S1, 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, the crushed stone filler is placed into the crushed stone pile holes in batches. The vibratory compactor is used to compact and densify each batch of filler, forming N crushed stone pile segments. These N segments form a continuous and uniform vibratory compacted crushed stone pile from bottom to top within the crushed stone pile hole. During each batch of filler filling, a loader can be used to insert the crushed stone filler into the crushed stone pile hole once or multiple times to form a single crushed stone pile segment. When using a loader for each filler filling, the weighing and placement of the crushed stone filler are accurately completed in one go; that is, the crushed stone filler is weighed and directly placed into the crushed stone pile hole.

[0158] The precision filling of this invention (i.e., completing the weighing and placement of crushed stone filler in one step) is achieved through a filling device, such as... Figures 3a-4 As 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.

[0159] Specifically, the support frame 20 of the present invention 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 for controlling 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.

[0160] Among them, such as Figures 3a-5As shown, the material holding cylinder 23 of this invention is a 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 can accumulate the weights of each measurement to obtain the total weight of the crushed stone filler material placed into the same crushed stone pile hole.

[0161] 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.

[0162] 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 6 As 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.

[0163] 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.

[0164] 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.

[0165] 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 3a (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 3b (As shown).

[0166] 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 3a 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.

[0167] Figure 3c The diagram shows a control section of the present invention for processing the weight of packing in a packing device, which includes: a processor for processing the output of a weighing element, a memory for storing the data output by the processor, and a display element for displaying the data output by the processor.

[0168] 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 4 (As shown), so that the crushed stone filling can be vibrated and compacted using a vibratory compactor to form a crushed stone pile segment.

[0169] The following describes the process of precise material feeding using the packing device of the present invention each time.

[0170] 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.

[0171] 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.

[0172] 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;

[0173] 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.

[0174] After the crushed stone filler is put into the crushed stone pile hole, the vibratory compactor of the vibratory crushing stone pile machine is used to vibrate and compact the weighed crushed stone filler that has slid directly into the crushed stone pile hole through the feeding port of the feeding hopper, thereby forming a vibratory crushed stone pile section.

[0175] In summary, the method of this invention can complete the weighing and placement of crushed stone filler in one go after the crushed stone pile hole is formed, avoiding the problem in the prior art where the weight of the crushed stone filler placed is inconsistent with the weighed weight, making it impossible for operators, especially owners, to observe in real time. Thus, in the process of using a vibratory compactor to vibrate the crushed stone filler that meets the weight requirements to form vibratory crushed stone piles, it can ensure that the vibratory crushed stone piles are formed with the required weight, continuous and dense, ensuring the quality of the formed vibratory crushed stone piles, and fundamentally improving the earthquake liquefaction resistance and seismic effect of the composite foundation with vibratory crushed stone piles.

[0176] 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 filling the borehole with a vibratory compaction stone pile machine for construction in ultra-deep overburden layers in ultra-strong earthquake zones, wherein the vibratory compaction stone pile machine includes a vibratory compactor, and the method includes: After the crushed stone pile hole is formed by vibratory compaction, a filling device with a weighing element is placed at the opening of the crushed stone pile hole, and the feeding port of the filling device is aligned 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 weight of the 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, so as to use the vibratory compactor to vibrate the crushed stone filler to form a vibratory crushed stone pile. In the process of vibratory drilling, the vibratory speed and water pressure of the vibratory are obtained, and the vibratory speed is compared with the vibratory speed threshold. 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 will be issued and the sewage flow rate will be controlled according to the set value. If the obtained vibratory compaction speed is within the vibratory compaction speed threshold range, the current ground compaction during the vibratory compaction process is obtained based on the current vibratory compaction current of the vibratory compactor and the preset relationship between the vibratory compaction current and the ground compaction. Compare the current formation density with the formation density calibration value; 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 that the vibratory compaction can be completed using the vibratory compactor and the adjusted current water pressure. The formation density calibration value is the formation density threshold. If the current formation density is greater than the upper limit of the formation density threshold, the water pump is controlled to increase the supplied water flow rate, thereby raising the upper and lower limits of the formation density threshold and forming a new formation density threshold. If the current formation density is less than the lower limit of the formation density threshold, the water pump is controlled to decrease the supplied water flow rate, thereby lowering the lower and upper limits of the formation density threshold and forming a new formation density threshold. If the current formation density is between the upper and lower limits of the formation density threshold, the water pump is controlled to maintain the supplied water flow rate.

2. The method according to claim 1, wherein 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 holding cylinder with a weighing element.

3. The method according to claim 2, wherein the material container is a cylinder.

4. The method according to claim 3, wherein the bottom of the material container is provided with a discharge valve that can be opened or closed, and the weighing element is disposed on the discharge valve.

5. The method according to claim 4, 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.

6. The method according to claim 5, wherein obtaining the vibration speed of the vibratory impactor includes: Obtain the lowering depth of the vibratory impactor per unit time.

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