Method for pile forming by using vibro-replacement stone column machine in ultra-deep overburden layer of ultra-strong earthquake zone

Abstract

The application discloses a method for filling and piling of vibro-replacement gravel pile in super-strong earthquake zone with super-deep overburden, which comprises the following steps: forming a gravel pile hole by rapidly vibro-replacing and drilling the stratum with a vibrator and water; detecting the initial material surface height of the gravel pile hole by radio wave before gravel filling is put into the gravel pile hole; obtaining the initial material surface height, and then accurately placing the gravel filling into the gravel pile hole by a loader to form a loose pile body, and detecting the material surface height of the loose pile body; determining the height of the loose pile body according to the material surface height of the loose pile body and the initial material surface height, so as to calculate the pile diameter of the gravel pile section formed by vibro-replacement of the loose pile body by the vibrator. The method can quickly and accurately measure the material surface height before and after vibro-replacement construction, accurately complete the gravel filling, ensure that the weight of the gravel filling used for forming the gravel pile meets the requirements, and accurately control the water pressure according to the vibro-replacement speed and the stratum compactness, so that the vibro-replacement construction can be smoothly carried out.

Description

Technical Field

[0001] This invention relates to the field of pile driver construction technology, and in particular to a method for pile construction using a vibratory compaction stone pile driver with filling material in ultra-deep overburden layers in ultra-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 (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. For overburden layers deeper than 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 deeper than 50m, especially those located in areas with extremely strong earthquakes.

[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, current technologies typically use loaders to add material to the borehole, and this one-to-one feeding method presents a significant flaw: it's impossible to determine whether the crushed stone filler has actually been added to the pile hole after the loader scoops it up. If the weight of the crushed stone filler added to the pile hole is inconsistent with the weighed filler, the weight of the vibratory compaction pile formed using this filler will not meet the preset weight requirements. This compromises the quality of the vibratory compaction pile, potentially leading to poor or non-continuous pile formation, resulting in pile failure and the need for re-construction. Re-construction of deep-hole vibratory compaction piles incurs substantial economic losses.

[0007] 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.

[0008] 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

[0009] The purpose of this invention is to solve the above-mentioned problems and provide a method for vibro-compacting stone pile construction in ultra-deep overburden strata of ultra-strong earthquake zones. This method precisely controls the water pressure supply based on the vibro-compactor's speed and the density of different strata, ensuring smooth vibro-compacting construction in ultra-deep overburden strata of ultra-strong earthquake zones. It can accurately deliver the stone filler, ensuring the weight of the filler placed into the pile hole meets requirements, thereby guaranteeing the quality of the formed stone piles. Furthermore, it allows for rapid and accurate measurement of the material surface height before and after vibro-compacting in the pile hole, facilitating precise pile diameter calculation, reducing the failure rate of vibro-compacting construction, and ensuring the safety of vibro-compacted stone piles under strong earthquakes.

[0010] To achieve the above-mentioned objectives of this invention, this invention provides a method for pile construction using vibratory compaction stone piles with filler material in ultra-deep overburden layers of ultra-strong earthquake zones, comprising:

[0011] Rapid vibratory compaction of the strata using vibratory compactors and water jetting is employed to create holes for crushed stone piles.

[0012] 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.

[0013] 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.

[0014] 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.

[0015] The precise placement of the crushed stone filler into the crushed stone pile hole using a loader includes:

[0016] 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;

[0017] 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.

[0018] 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.

[0019] 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.

[0020] 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:

[0021] 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;

[0022] 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.

[0023] 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:

[0024] 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.

[0025] 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.

[0026] 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;

[0027] 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.

[0028] Preferably, the initial material level height of the crushed stone pile hole is detected by radio wave detection, including:

[0029] 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;

[0030] 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.

[0031] 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:

[0032] 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.

[0033] Preferably, when performing rapid vibratory drilling of the formation using a vibratory compactor and water supply, it is necessary to obtain the vibratory compactor speed and the current water pressure, and control the water supply flow rate according to the vibratory compaction speed.

[0034] Preferably, obtaining the vibratory discharge speed of the vibratory discharger and the current drainage pressure, and controlling the drainage flow rate based on the vibratory discharge speed includes:

[0035] During the vibratory drilling process, the vibratory speed of the vibratory compactor and the current water pressure are obtained.

[0036] The obtained vibration speed is compared with the vibration speed threshold.

[0037] 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.

[0038] Preferably, obtaining the vibration speed of the vibratory impactor includes obtaining the lowering depth of the vibratory impactor per unit time.

[0039] Preferably, controlling the sewage flow rate based on the comparison result between the obtained oscillation velocity and the oscillation velocity threshold includes:

[0040] 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.

[0041] 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.

[0042] Preferably, controlling the water supply flow rate based on the current formation density obtained during vibro-compaction includes:

[0043] Compare the current formation density with the formation density calibration value;

[0044] 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.

[0045] Preferably, obtaining the current formation density includes:

[0046] Obtain the current oscillation current of the oscillator;

[0047] Based on the preset relationship between vibratory current and formation density, the formation density corresponding to the current vibratory current is calculated.

[0048] The calculated formation density is determined as the current formation density.

[0049] Compared with existing technologies, the method for pile construction using vibratory compaction stone piles in ultra-deep overburden layers in ultra-strong earthquake zones has the following advantages:

[0050] 1. The present invention relates to a method for forming piles using a vibratory compaction stone pile machine in ultra-deep overburden strata in ultra-strong earthquake zones. During the vibratory compaction drilling process, the vibratory compaction speed of the vibratory compactor is monitored in real time, and the water pressure supply is controlled by the vibratory compaction speed, thereby improving the success rate of vibratory compaction construction and facilitating the smooth progress of vibratory compaction construction in deep overburden strata under strong earthquakes.

[0051] 2. 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.

[0052] 3. 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 vibratory crushed stone pile under strong earthquakes.

[0053] 4. 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.

[0054] The present invention will now be described in detail with reference to the accompanying drawings. Attached Figure Description

[0055] Figure 1 This is a perspective view of the vibratory stone crushing pile machine of the present invention;

[0056] Figure 2 This is a schematic diagram of the existing method for filling the orifice of a vibratory stone crushing pile machine;

[0057] 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);

[0058] 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);

[0059] Figure 4 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);

[0060] Figure 5 This is a schematic diagram of the structure of the material container of the present invention;

[0061] Figure 6 This is a schematic diagram of the feeding hopper of the present invention;

[0062] Figure 7 This is a simplified diagram of the method for forming piles using a vibratory compaction stone pile machine with filler material in ultra-deep overburden layers of ultra-strong earthquake zones, according to the present invention.

[0063] Figure 8 This is a schematic block diagram of the drainage control system of the present invention;

[0064] Figure 9 This is a flowchart of a method for obtaining the current formation density according to an embodiment of the present invention;

[0065] Figure 10 This is a flowchart of a sewage control method provided in an embodiment of the present invention;

[0066] 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;

[0067] Figure 12This 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.

[0068] Figure 13 This is a schematic diagram of the invention where the radar detection device is installed at the opening of the gravel pile hole;

[0069] Figure 14 This is a simplified structural diagram of the radar detection device of the present invention;

[0070] Figure 15 This is a schematic diagram of the radar detection device mounted on the mast according to the present invention. Detailed Implementation

[0071] 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.

[0072] 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. 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 its vertical position under its own weight. An automatic feed system is installed at the rear of the main unit of the hoisting system and serves as a counterweight. This system includes an air hose winch, a cable winch, and a water hose winch, all three of which are configured to feed synchronously with the main winch.

[0073] 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.

[0074] 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.

[0075] To enable rapid and high-quality vibro-compaction stone pile driving in ultra-deep overburden strata within ultra-strong seismic zones, such as... Figure 7 As shown, this invention provides a method for constructing piles using vibro-compacted stone piles with filler material in ultra-deep overburden layers of ultra-strong earthquake zones, comprising:

[0076] Rapid vibratory compaction of the strata using vibratory compactors and water jetting is employed to create holes for crushed stone piles.

[0077] 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.

[0078] 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.

[0079] 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.

[0080] Before vibro-compaction, the center of the borehole to be vibro-compacted is located and maintained using a satellite positioning system (such as GPS or BeiDou). This ensures that the vibratory compactor on the vibro-compacting stone pile driver can be aligned with the borehole and vibro-compact the strata at the borehole location. The method of this invention will now be described in detail.

[0081] S1. Rapid vibratory compaction and drainage are used to create holes in the strata to form crushed stone pile holes.

[0082] In order to enable rapid vibratory drilling of the formation, the present invention has a water supply pipe that passes through the telescopic guide rod and the vibratory drill and extends from the bottom of the vibratory drill so that the water is sprayed out from the bottom of the vibratory drill to pre-damage the formation with water jets, thereby assisting the vibratory drill in vibratory drilling.

[0083] When using a vibratory compactor for vibratory hole drilling, it is necessary to obtain the vibratory compactor speed and the current water pressure, and adjust the current water pressure according to the obtained vibratory compactor speed so as to complete the vibratory hole drilling using the vibratory compactor and the adjusted current water pressure.

[0084] The following describes the process of controlling the water pressure during vibratory drilling using a vibratory compactor (e.g., Figure 10 (As shown).

[0085] S101, during the vibratory compaction process, obtains the vibratory compaction speed of the vibratory compactor and the current water pressure;

[0086] S102, compare the obtained vibration speed with the vibration speed threshold;

[0087] 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.

[0088] 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.

[0089] 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.

[0090] 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.

[0091] 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.

[0092] 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.

[0093] 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.

[0094] 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.

[0095] 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.

[0096] 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:

[0097] 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.

[0098] 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.

[0099] 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.

[0100] 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.

[0101] 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:

[0102] Among these, obtaining the current formation density during vibro-compaction construction, such as... Figure 9 As shown, it includes:

[0103] S201, obtain the current oscillation current of the oscillator;

[0104] S202, calculate the formation density corresponding to the current vibratory current based on the preset relationship between vibratory current and formation density;

[0105] S203, the calculated formation density is determined as the current formation density.

[0106] like Figure 8 As shown, the vibrator 13 is connected to the controller 1 through the vibrator frequency converter cabinet 2. The vibrator frequency converter cabinet 2 and the controller 1 are connected wirelessly or wiredly.

[0107] 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.

[0108] 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.

[0109] 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.

[0110] 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.

[0111] 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:

[0112] 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.

[0113] 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.

[0114] 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.

[0115] 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.

[0116] 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.

[0117] 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:

[0118] S301, obtain multiple instantaneous drainage pressures of the supplied drainage;

[0119] S302, the multiple instantaneous water pressures are averaged to obtain the average water pressure;

[0120] S303, the obtained average drainage pressure is determined as the current drainage pressure.

[0121] When S301 acquires multiple instantaneous water pressures from the water supply, the time interval between acquiring two adjacent instantaneous water pressures is equal.

[0122] 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.

[0123] 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.

[0124] 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.

[0125] 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.

[0126] 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.

[0127] 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.

[0128] 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.

[0129] 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 then determined as the current drainage pressure, and the average drainage flow is determined as the current drainage flow.

[0130] 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:

[0131] The current formation density is compared with the formation density calibration value;

[0132] 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.

[0133] 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:

[0134] 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;

[0135] 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;

[0136] 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.

[0137] 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.

[0138] 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.

[0139] In this embodiment, when the water pump increases or decreases the flow rate of the supplied sewage, 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...

[0140] 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).

[0141] 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.

[0142] The above embodiments will be further explained and illustrated below through a preferred embodiment. For example... Figure 12 As shown:

[0143] Construction begins.

[0144] 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;

[0145] During the vibro-compaction process, the current formation density Dr and the current groundwater pressure P are obtained every time t.

[0146] Compare the current formation density Dr with the initial formation density thresholds {Dr1, Dr2};

[0147] 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.

[0148] When controlling the water pump to increase the supplied sewage 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;

[0149] During the vibro-compaction process, the current formation density Dr and the current groundwater pressure P are obtained every time t.

[0150] Compare the current formation density Dr with the current formation density threshold {Dr1, Dr2};

[0151] 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.

[0152] 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;

[0153] During the vibro-compaction process, the current formation density Dr and the current groundwater pressure P are obtained every time t.

[0154] Compare the current formation density Dr with the current formation density threshold {Dr1, Dr2};

[0155] 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.

[0156] 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.

[0157] 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:

[0158] 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.

[0159] 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.

[0160] 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.

[0161] The first predetermined value and the second predetermined value can be the same or different.

[0162] The above implementation method will be further explained and described below through a preferred embodiment.

[0163] In this preferred embodiment, the first predetermined value and the second predetermined value are the same, both being △Dr.

[0164] Construction begins;

[0165] 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;

[0166] During the vibro-compaction process, the current formation density Dr and the current groundwater pressure P are obtained every time t.

[0167] Compare the current formation density Dr with the previously obtained formation density Dr0;

[0168] 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.

[0169] 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.

[0170] 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.

[0171] 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.

[0172] like Figure 8 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 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.

[0173] In this embodiment, the vibratory compaction stone pile driver uses a telescopic guide rod connected to the vibratory compactor via a shock absorber. The water discharge control process is as follows:

[0174] 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.

[0175] 2. Controller 1 acquires the vibration speed, current vibration current, current drainage pressure, and current drainage flow rate;

[0176] 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.

[0177] 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.

[0178] 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.

[0179] S2. Using a loader, the crushed stone filler is precisely placed into the crushed stone pile hole in batches. 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. The pile diameter of each crushed stone pile segment is calculated and saved using the amount of crushed stone filler placed into the crushed stone pile hole in each batch. By comparing the pile diameters of all the calculated crushed stone pile segments one by one, the minimum pile diameter that is guaranteed as the crushed stone pile diameter is obtained.

[0180] 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.

[0181] 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.

[0182] 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.

[0183] The following methods can typically be used to calculate the diameter of each crushed stone pile segment:

[0184] 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.

[0185] 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.

[0186] 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.

[0187] 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.

[0188] 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:

[0189] 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.

[0190] The following is a detailed description of this step.

[0191] 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.

[0192] 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 13-15 The 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.

[0193] 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 13 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 15 (As shown).

[0194] 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:

[0195] 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;

[0196] 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;

[0197] 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 mounted on a gimbal (such as a holding element), the detection principle is basically the same as when it is mounted at the borehole opening. The difference is that, by using the propagation time difference between the transmitted radio wave and the received echo mounted 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.

[0198] 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:

[0199] 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.

[0200] 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 vertically aligned with the crushed stone pile hole downward.

[0201] 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.

[0202] 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.

[0203] Each precise placement of crushed stone filler into the crushed stone pile hole to form a loose pile section within the hole includes:

[0204] 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;

[0205] 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.

[0206] 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.

[0207] 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... 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.

[0208] 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.

[0209] Among them, such as Figures 3a-5As 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 in each 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).

[0210] 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, allowing the opening angle of the discharge valve to 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.

[0211] 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.

[0212] 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.

[0213] 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.

[0214] During the design phase, the feeding hopper opening can be positioned 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).

[0215] Furthermore, the filling device of the present invention may also include a display element 24 wirelessly connected to the weighing element. This display element is disposed on the ground, such as 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.

[0216] 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.

[0217] 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.

[0218] The following describes the process of precise material feeding using the packing device of the present invention each time.

[0219] 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.

[0220] 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.

[0221] 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;

[0222] 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.

[0223] 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.

[0224] 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.

[0225] 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.

[0226] 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.

[0227] 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.

[0228] 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.

[0229] 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.

[0230] 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.

[0231] Although the present invention has been described in detail above, the present invention is not limited thereto. Those skilled in the art can make modifications based on the principles of the present invention. Therefore, all modifications made in accordance with the principles of the present invention should be understood as falling within the protection scope of the present invention.

Claims

1. A method for constructing piles using vibratory compaction stone piles with filler material in ultra-deep overburden layers of ultra-strong earthquake zones, comprising: Rapid vibratory drilling is performed on ultra-deep overburden strata with a depth greater than 50 meters in ultra-strong earthquake zones to form gravel pile holes. During vibratory drilling, the vibratory speed of the vibratory drill and the current water pressure are acquired in real time. The vibratory speed is compared with a vibratory speed threshold. If the vibratory speed is not within the threshold range, an alarm is triggered and the water flow is controlled according to the set value. If the vibratory speed is within the threshold range, the current vibratory current of the vibratory drill is acquired, and the current stratum density is determined according to the preset correspondence between vibratory current and stratum density. The water pressure is then dynamically adjusted according to the current stratum density. The crushed stone filler is precisely placed into the crushed stone pile hole in batches by a loader. The precise placement includes: placing a filler device with a weighing element at the hole opening and aligning the feeding port with the hole opening; the loader places the crushed stone filler into the filler device, weighs it, and saves the weight; then, it is directionally fed into the hole through the feeding port. The crushed stone filler material, which is placed into the crushed stone pile hole in batches, is vibrated and compacted one by one using a 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 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.

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 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.

4. The method according to claim 1, 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.

5. The method according to claim 4, wherein detecting the initial material level height of the crushed stone pile hole by radio wave 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.

6. The method according to claim 5, wherein 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 comprises: 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.

7. The method according to claim 6, 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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