Material surface measurement method for vibro-replacement stone column machine construction in ultra-deep overburden layer of ultra-strong earthquake zone

Abstract

The application discloses a material surface measuring method for construction of a super-strong earthquake zone super-deep overburden vibro-replacement stone pile machine, and comprises the following steps: before putting stone fillers into a stone pile hole, detecting the initial material surface height of the stone pile hole by means of electric wave; after obtaining the initial material surface height, putting the stone fillers into the stone pile hole to form a loose pile body, and detecting the loose pile body material surface height by means of electric wave; and determining the height of the loose pile body in the stone pile hole according to the loose pile body material surface height and the initial material surface height, so as to calculate the pile diameter of a stone pile section formed by vibration and compaction of the loose pile body by a vibrator. The method can quickly and accurately measure the material surface height before and after vibration and compaction construction in the stone pile hole, so that the vibration and compaction construction of the super-strong earthquake zone super-deep overburden stratum can be smoothly carried out, the failure rate is reduced, and the safety of the vibration and compaction stone pile under strong earthquake is ensured.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of pile machine construction, and particularly relates to a material surface measurement method for super-strong earthquake belt super-deep overburden vibroflotation gravel pile machine construction. BACKGROUND

[0002] The vibroflotation method is a ground treatment method, which makes loose ground soil layers vibrate and compact under the combined action of horizontal vibration of a vibroflotation pile machine vibrator and high-pressure water or auxiliary high-pressure air; or after a hole is formed in the ground soil layer, a hard and coarse-grained material with stable backfill performance is filled, and a reinforced body (vibroflotation pile) formed by vibration and compaction and surrounding ground soil form a composite foundation ground treatment method.

[0003] During the construction process using the vibroflotation method, different geological conditions of the stratum use different construction methods, and if a special stratum with complex structure is encountered, water flushing pre-damage to the stratum by high-pressure water is performed when the construction effect cannot be guaranteed under the action of horizontal vibration of the vibrator, which is beneficial to improve the penetration and pore-forming capacity of the vibrator.

[0004] However, the provisions of the existing "Technical Code for Vibroflotation Ground Treatment of Water and Hydropower Engineering" (DL / T524-2016) regarding water supply pressure and water supply volume are only based on the experience of engineering practice (the existing construction level of domestic vibroflotation gravel piles is within 35m, and all are shallow hole vibroflotation with relatively single stratum), and there is no specific provision for what kind of stratum should adopt how much water pressure. For deep overburden layers above 50m, there are often soft interlayers (such as lacustrine or marine sediment silt clay) and relatively dense hard layers (such as sand layers or sand layers with gravel), and the problems encountered in pore-forming of these two types of stratum are completely different, so the above provisions cannot be applied to deep overburden layers above 50m, especially deep overburden layers under the super-strong earthquake belt.

[0005] Furthermore, in the construction of the vibroflotation stone pile machine, the measurement of the material surface after feeding into the stone pile hole and the real-time measurement of the pile diameter are one of the key problems of the automatic process of vibroflotation. From common sense, the pile diameter after feeding into the stone pile is closely related to the stratum condition, but there is inevitably a problem that the pile diameter is extremely uneven. In the stratum such as medium coarse sand layer, the compaction process also produces a compaction effect, which easily leads to the difficulty of spreading of the stone filler and causes the pile diameter to be too small; on the contrary, if it is a lacustrine deposit silt stratum, the filler is filled in a large amount due to too small surrounding constraint, and it is difficult to be compacted, which is manifested as too small compaction current on the surface. At this time, two measures are usually taken, one is to reduce the compaction current standard, and the other is to increase the filler. The problem of the former is that there is no objective basis and too many human factors, and the problem of the latter is that the pile diameter is too large and even the piles are connected. Up to now, there is no good treatment measure, and the usual method in engineering practice is to fill in a large amount of stone at one time, to lengthen the height difference of the filler in the hole as much as possible, and to form an average effect, but this treatment method is actually not objective. For a conventional project, such fuzzy treatment has no problem, but for some strong earthquake-prone areas, a great hidden danger is buried. If a super-strong earthquake occurs and the excess pore water pressure in the stratum needs to be reduced to a safe range, the continuity of the pile body itself becomes a key problem, and the too small pile diameter caused by the pre-compaction effect in the compaction process in the medium coarse sand layer becomes the weakest link. Once the pile is broken or disconnected under the strong earthquake, the vertical upward drainage effect of the excess pore water pressure under the vibroflotation stone pile will be sharply reduced, the possibility of liquefaction will rise, and the engineering effect of vibroflotation will be seriously reduced, which will threaten the overall operation of the project and cause great economic loss if not careful.

[0006] Therefore, how to ensure that the vibroflotation construction can be accurately combined with the stratum to form a vibroflotation stone pile with a pile diameter meeting the requirements and being resistant to earthquakes is a problem that those skilled in the art urgently need to solve. SUMMARY

[0007] The purpose of the present application is to solve the above problems, and provide a material surface measurement method for vibroflotation stone pile machine construction of super-deep overburden layer in super-strong earthquake zone, which can accurately control the supply amount of water pressure according to the vibroflotation speed and different stratum compactness, and quickly and accurately measure the material surface height before and after the vibroflotation compaction construction in the stone pile hole, so as to enable the vibroflotation construction of the super-deep overburden layer in the super-strong earthquake zone to proceed smoothly, reduce the failure rate, and ensure the safety of the vibroflotation stone pile under strong earthquakes.

[0008] To achieve the above purpose of the present application, the present application provides a material surface measurement method for vibroflotation stone pile machine construction of super-deep overburden layer in super-strong earthquake zone, wherein the vibroflotation stone pile machine comprises a vibroflotator, and the method comprises:

[0009] Before adding crushed stone filler into the crushed stone pile hole, the initial material level height of the crushed stone pile hole is detected by radio waves;

[0010] After obtaining the initial material level, crushed stone filler is placed into the crushed stone pile hole to form a loose pile body, and the material level of the loose pile body is detected by radio waves;

[0011] The height of the loose pile body and the initial pile body height are used to determine the height of the loose pile body section inside the crushed stone pile hole, so as to calculate the pile diameter of the crushed stone pile section formed by vibratory compaction of the loose pile body section.

[0012] The initial material level height of the crushed stone pile hole detected by radio waves includes:

[0013] 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;

[0014] 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.

[0015] 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:

[0016] 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.

[0017] The determination of the height of the loose pile section within the gravel pile hole, in order to calculate the pile diameter of the gravel pile section formed by vibratory compaction of the loose pile section, includes:

[0018] After determining the height of the loose pile section inside the crushed stone pile hole, the average filler amount per linear meter of loose pile is calculated using the height of the loose pile.

[0019] Vibro-compaction compaction was carried out on the loose pile section to form a crushed stone pile section;

[0020] Using the average filler volume and compaction coefficient, the average pile diameter per meter of the crushed stone pile section is calculated.

[0021] Furthermore, before the crushed stone filler is placed into the crushed stone pile hole, the process also includes a step of using a vibratory compactor to vibrate the stratum to create the crushed stone pile hole.

[0022] Preferably, when using a vibratory compactor to create holes, it is necessary to obtain the vibratory compactor speed and the current drainage pressure, and control the drainage flow rate according to the vibratory compaction speed.

[0023] 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:

[0024] During the vibratory drilling process, the vibratory speed of the vibratory compactor and the current water pressure are obtained.

[0025] The obtained vibration speed is compared with the vibration speed threshold.

[0026] 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.

[0027] The step of controlling the sewage flow rate based on the comparison result between the obtained vibration velocity and the vibration velocity threshold includes:

[0028] 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.

[0029] 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.

[0030] Preferably, controlling the water supply flow rate based on the current formation density obtained during vibro-compaction includes:

[0031] Compare the current formation density with the formation density calibration value;

[0032] 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.

[0033] Preferably, the formation compaction calibration value is a formation compaction threshold; controlling the flow rate of the supplied groundwater based on the comparison between the current formation compaction and the formation compaction threshold includes:

[0034] If the current formation density is greater than the upper limit of the formation density threshold, then control the water pump to increase the flow rate of the supplied water.

[0035] If the current formation density is less than the lower limit of the formation density threshold, the water pump will be controlled to reduce the flow rate of the supplied water.

[0036] If the current formation density is between the upper and lower limits of the formation density threshold, then control the water pump to maintain the supplied water flow rate.

[0037] Preferably, when the water pump increases the flow rate of the supplied water, the upper and lower limits of the formation compaction threshold are increased to form a new formation compaction threshold.

[0038] Preferably, when the water pump is controlled to reduce the flow rate of the supplied water, the lower limit and upper limit of the formation compaction threshold are reduced to form a new formation compaction threshold.

[0039] Alternatively, the formation compaction calibration value is the previously acquired formation compaction; controlling the flow rate of the supplied groundwater based on the comparison between the newly acquired current formation compaction and the previously acquired formation compaction includes:

[0040] 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.

[0041] 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.

[0042] If the difference between the current formation density and the previously obtained formation density is within a predetermined range, the water pump is controlled to maintain the supplied water flow rate.

[0043] Obtaining the current formation density includes:

[0044] Obtain the current oscillation current of the oscillator;

[0045] Based on the preset relationship between vibratory current and formation density, the formation density corresponding to the current vibratory current is calculated.

[0046] The calculated formation density is determined as the current formation density.

[0047] Preferably, after calculating the average pile diameter per linear meter of the crushed stone pile segment, the average pile diameter of the crushed stone pile segment is compared with the preset pile diameter, and the vibration parameters of the vibratory crushing stone pile machine are adjusted according to the comparison results to form a vibratory crushed stone pile body that meets the pile diameter requirements.

[0048] Compared with existing technologies, the material surface measurement method for vibratory compaction stone pile construction in ultra-deep overburden layers of ultra-strong earthquake zones of the present invention has the following advantages:

[0049] 1. The method of this invention precisely controls the water pressure supply based on the vibratory compaction speed and different strata densities to form gravel pile holes. It also rapidly and accurately measures the material level before and after the gravel filler is placed in the pile hole, facilitating the formation of gravel piles with a pre-set diameter. This ensures smooth vibratory compaction construction in ultra-deep overburden strata in high-earthquake zones, reduces the failure rate, and ensures the safety of vibratory compaction gravel piles under strong earthquakes. 2. The method of this invention monitors the vibratory compaction speed in real time during the vibratory compaction process and controls the water pressure supply accordingly, thereby improving the success rate of vibratory compaction construction and facilitating its smooth progress under strong earthquakes in deep overburden strata.

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

[0051] The present invention will now be described in detail with reference to the accompanying drawings. Attached Figure Description

[0052] Figure 1 This is a perspective view of the vibratory stone crushing pile machine of the present invention;

[0053] Figure 2 This is a schematic diagram of the invention where the radar detection device is installed at the opening of the gravel pile hole;

[0054] Figure 3 This is a simplified structural diagram of the radar detection device of the present invention;

[0055] Figure 4 This is a schematic diagram of the invention, showing the radar detection device mounted on a mast;

[0056] Figure 5 This is a flowchart of the material surface measurement method for the construction of vibratory compaction stone piles in ultra-deep overburden layers in ultra-strong earthquake zones according to the present invention;

[0057] Figure 6 This is a schematic block diagram of the drainage control system of the vibratory stone crushing pile machine of the present invention;

[0058] Figure 7 This is a flowchart of a method for obtaining the current formation density according to an embodiment of the present invention;

[0059] Figure 8 This is a flowchart of a sewage control method provided in an embodiment of the present invention;

[0060] Figure 9 This is a flowchart of a method for obtaining the current drainage pressure during vibratory compaction according to an embodiment of the present invention;

[0061] Figure 10 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

[0062] 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.

[0063] 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.

[0064] 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.

[0065] 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.

[0066] Before construction, the pipe used to supply sewage is passed through the telescopic guide rod and the vibratory flusher and then extends from the bottom of the vibratory flusher so that the sewage is sprayed out from the bottom of the vibratory flusher to pre-damage the stratum.

[0067] To enable rapid and accurate measurement of the material level before and after vibratory compaction in the pile hole during construction in ultra-deep overburden strata of ultra-strong earthquake zones using vibratory compaction pile machines, thus ensuring the quality and safety of the resulting vibratory compaction piles under strong earthquakes, such as... Figure 5 As shown, this invention provides a method for measuring the material surface during vibro-compactor pile construction in ultra-deep overburden layers of ultra-strong earthquake zones, comprising:

[0068] Before adding crushed stone filler into the crushed stone pile hole, the initial material level height of the crushed stone pile hole is detected by radio waves;

[0069] After obtaining the initial material level, crushed stone filler is placed into the crushed stone pile hole to form a loose pile body, and the material level of the loose pile body is detected by radio waves;

[0070] The height of the loose pile body and the initial pile body height are used to determine the height of the loose pile body section inside the crushed stone pile hole, so as to calculate the pile diameter of the crushed stone pile section formed by vibratory compaction of the loose pile body section.

[0071] The method of the present invention will now be described in detail.

[0072] S1. Use a vibratory compactor to create holes in the strata to form gravel pile holes.

[0073] 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 to be constructed and vibro-compact the strata at the hole to form a stone pile hole.

[0074] 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.

[0075] Below, for reference Figure 8 The process of controlling the water pressure during vibratory drilling using a vibratory compactor is described.

[0076] S101, during the vibratory compaction process, obtains the vibratory compaction speed of the vibratory compactor and the current water pressure;

[0077] S102, compare the obtained vibration speed with the vibration speed threshold;

[0078] 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.

[0079] 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.

[0080] 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.

[0081] 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.

[0082] 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.

[0083] 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.

[0084] 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.

[0085] 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.

[0086] like Figure 6 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.

[0087] 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:

[0088] 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.

[0089] 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.

[0090] 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.

[0091] 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.

[0092] 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:

[0093] Among these, obtaining the current formation density during vibro-compaction construction, such as... Figure 7 As shown, it includes:

[0094] S201, obtain the current oscillation current of the oscillator;

[0095] S202, calculate the formation density corresponding to the current vibratory current based on the preset relationship between vibratory current and formation density;

[0096] S203, the calculated formation density is determined as the current formation density.

[0097] like Figure 6 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.

[0098] 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.

[0099] 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.

[0100] 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.

[0101] 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.

[0102] 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:

[0103] 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.

[0104] 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.

[0105] 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.

[0106] 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.

[0107] 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.

[0108] 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 9 As shown, it includes:

[0109] S301, obtain multiple instantaneous drainage pressures of the supplied drainage;

[0110] S302, the multiple instantaneous water pressures are averaged to obtain the average water pressure;

[0111] S303, the obtained average drainage pressure is determined as the current drainage pressure.

[0112] When S301 acquires multiple instantaneous water pressures from the water supply, the time interval between acquiring two adjacent instantaneous water pressures is equal.

[0113] 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.

[0114] 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.

[0115] 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.

[0116] In specific implementation, the above two implementation methods, such as Figure 6 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.

[0117] 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.

[0118] 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.

[0119] like Figure 6 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.

[0120] 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.

[0121] 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:

[0122] The current formation density is compared with the formation density calibration value;

[0123] 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.

[0124] 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:

[0125] 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;

[0126] 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;

[0127] 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.

[0128] 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.

[0129] 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.

[0130] 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...

[0131] 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).

[0132] 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.

[0133] The above embodiments will be further explained and illustrated below through a preferred embodiment. For example... Figure 10 As shown:

[0134] Construction begins.

[0135] 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;

[0136] During the vibro-compaction process, the current formation density Dr and the current groundwater pressure P are obtained every time t.

[0137] Compare the current formation density Dr with the initial formation density thresholds {Dr1, Dr2};

[0138] 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.

[0139] 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;

[0140] During the vibro-compaction process, the current formation density Dr and the current groundwater pressure P are obtained every time t.

[0141] Compare the current formation density Dr with the current formation density threshold {Dr1, Dr2};

[0142] 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.

[0143] 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;

[0144] During the vibro-compaction process, the current formation density Dr and the current groundwater pressure P are obtained every time t.

[0145] Compare the current formation density Dr with the current formation density threshold {Dr1, Dr2};

[0146] 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.

[0147] 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.

[0148] 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:

[0149] 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.

[0150] 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.

[0151] 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.

[0152] The first predetermined value and the second predetermined value can be the same or different.

[0153] The above implementation method will be further explained and described below through a preferred embodiment.

[0154] In this preferred embodiment, the first predetermined value and the second predetermined value are the same, both being △Dr.

[0155] Construction begins;

[0156] 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;

[0157] During the vibro-compaction process, the current formation density Dr and the current groundwater pressure P are obtained every time t.

[0158] Compare the current formation density Dr with the previously obtained formation density Dr0;

[0159] 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.

[0160] 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.

[0161] 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.

[0162] 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.

[0163] like Figure 6 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.

[0164] The water control process during the vibratory compaction of stone piles in this embodiment is as follows:

[0165] 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.

[0166] 2. Controller 1 acquires the vibration speed, current vibration current, current drainage pressure, and current drainage flow rate;

[0167] 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.

[0168] 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.

[0169] This invention monitors the vibratory compaction speed of the vibratory compactor in real time during vibratory compaction drilling and controls the water pressure supply based on the speed, thereby improving the success rate of vibratory compaction and facilitating its smooth operation in thick 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 vibratory compaction in complex formations, thus solving the challenges of vibratory compaction in thick 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 compaction.

[0170] After the crushed stone pile holes are formed by vibratory compaction, the holes are cleaned and treated. Then, crushed stone filler is placed into the crushed stone pile holes in batches. The crushed stone filler placed into the crushed stone pile holes in batches is vibrated and compacted one by one by the vibratory compaction device to form N crushed stone pile segments. Thus, a continuous and uniform vibratory compacted crushed stone pile is formed from bottom to top through N crushed stone pile segments.

[0171] S2. Before adding crushed stone filler into the crushed stone pile hole, the initial material level height of the crushed stone pile hole is detected by radio wave detection.

[0172] 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.

[0173] The radar detection device 3000 of the present invention can employ, for example... Figure 3 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 pitch 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 aligned with the crushed stone pile hole formed by vibratory compaction. The radar detection device 3000 of this invention can adopt existing related structures, and its structure will not be described in detail here.

[0174] 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 2As 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 4 (As shown).

[0175] 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:

[0176] 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;

[0177] 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;

[0178] Based on the propagation time difference between the transmitted radio waves and the received echoes from the radar detection device, the height of the upper surface of the crushed stone pile segment formed before the crushed stone filling material is placed in the crushed stone pile hole from the hole opening can be determined (this height is half of the product of the time difference and the wave velocity). Therefore, based on the depth of the crushed stone pile hole and the difference between the determined height of the upper surface of the crushed stone pile segment from the hole opening, the initial material surface height h1 in the crushed stone pile hole before the batch of crushed stone filling material is placed can be determined. Correspondingly, when the radar detection device is placed on a gimbal (such as a holding element), the detection principle is basically the same as when it is installed at the borehole opening. The difference is that, by using the propagation time difference between the transmitted radio wave and the received echo placed on the gimbal, the height of the upper surface of the crushed stone pile section before the crushed stone filling material is placed in the crushed stone pile hole can be determined. That is, the sum of the height of the upper surface of the crushed stone pile body formed after the last vibratory compaction construction in the crushed stone pile hole from the borehole opening and the distance between the borehole opening and the gimbal. Then, the initial material surface height h1 before the crushed stone filling material is placed in the crushed stone pile hole is determined by using the depth of the crushed stone pile hole, the distance between the borehole opening and the gimbal, and the sum of the above distances.

[0179] 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:

[0180] 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.

[0181] In application, depending on actual needs, the transmitting component can be controlled to move forward, backward, left, right, or tilt relative to the fixed base of the radar detection device, so that the transmitting component moves to the opening of the crushed stone pile hole and is vertically aligned with the crushed stone pile hole downward; or, the transmitting component can be controlled to move forward, backward, left, right, or tilt relative to the gimbal (such as the holding element) carrying the radar detection device, so that the transmitting component moves relative to the holding element to the position where it is vertically aligned with the crushed stone pile hole downward.

[0182] S3. After obtaining the initial material level height, the crushed stone filler is put into the crushed stone pile hole to form a loose pile body, and the material level height of the loose pile body is detected by radio waves.

[0183] After detecting the initial material level in the crushed stone pile hole before a batch of crushed stone filler is added through step S2, a batch of crushed stone filler (in one or multiple batches) is added into the crushed stone pile hole by a loader, forming a loose pile body in the crushed stone pile hole. Then, the material level height h2 of the loose pile body is detected again by the electromagnetic waves of the radar detection device.

[0184] When detecting the height h2 of the loose pile material surface using radar detection devices, the same method as detecting the initial material surface 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 loose pile 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 loose pile from the opening of the crushed stone pile hole, the height of the upper surface of the loose pile from the bottom of the pile is determined, i.e., the height h2 of the loose pile 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 loose pile body 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 loose pile body formed after crushed stone filling is put into the crushed stone pile hole from the hole opening and the distance between the hole opening and the gimbal. Then, the height h2 of the loose pile body material surface is determined by the depth of the crushed stone pile hole, the distance between the hole opening and the gimbal, and the sum of the above distances.

[0185] Before dumping the crushed stone filler into the crushed stone pile hole, it is necessary to determine the loose bulk density ρ1 and the actual weight G2 of the crushed stone filler. The loose bulk density of the crushed stone filler is determined by the following steps:

[0186] The crushed stone filler material to be added is piled inside a cylinder with a diameter of 1m and a height of 1m, with a smooth surface, and the volume V1 of the crushed stone filler material is calculated using the following formula:

[0187] V1 = 3.142 * 0.5 2 *1=0.7855m 3 (Formula 1)

[0188] The initial weight G1 (kg) of the crushed stone filler is obtained by weighing the crushed stone filler inside the cylinder. The loose bulk density ρ1 of the crushed stone filler is calculated according to the following formula:

[0189] ρ1=(G1 / 1000) / V1=G1*1.273*10 -3 cm 3 / g (Formula 2)

[0190] After the crushed stone filler is placed into the crushed stone pile hole by a loader, the bulk volume V2 of the loose pile body formed by the loosely packed crushed stone filler in the crushed stone pile hole is determined according to the actual weight G2 of the crushed stone filler and the loose bulk density ρ1 of the crushed stone filler. The bulk volume V2 is calculated by the following formula:

[0191] V2=G2 / ρ1 (Formula 3)

[0192] The actual weight G2 of the crushed stone filler that the loader puts into the crushed stone pile hole can be obtained by the following method:

[0193] The first weight information and the location information of multiple loaders when they are loaded with the same batch of crushed stone filler to be dumped into the crushed stone pile hole are obtained by polling.

[0194] Based on the location information of multiple loaders, the loaders located in the crushed stone pile hole feeding area are controlled to sequentially feed the loaded crushed stone filler into the crushed stone pile hole, so as to obtain the second weight information of the loader after feeding the crushed stone filler.

[0195] Based on the first and second weight information of each loader, the weight of the crushed stone filler material per bucket of each loader is obtained into the crushed stone pile hole. The weights of the crushed stone filler material per bucket of multiple loaders are then added together to obtain the actual weight of the crushed stone filler material per batch placed into the crushed stone pile hole.

[0196] Specifically, during the process of the loader feeding crushed stone filler (also called filler) into the crushed stone pile hole, in order to achieve automatic feeding and dynamic real-time weight measurement of the same batch of crushed stone filler, and to remotely monitor the feeding situation, this invention connects the vibratory compaction construction management system, which manages the vibratory compaction construction of the vibratory compaction crushing pile machine in a remote central control room, with all loaders on the construction site carrying the same batch of crushed stone filler to be fed, in the same local area network via wireless AP devices. Each loader is equipped with a wireless transceiver to wirelessly connect to the host of the vibratory compaction construction management system in the remote central control room. A PLC or microcontroller ARM program communication port (RS485 or 232 port) is designed on the vibratory compaction construction management system. Through ARM microcontroller or PLC programming, remote polling is used to query and receive all loader empty weight information, weighing information of each bucket of crushed stone filler, and location information, etc. Weighing information of each loader in different states is directly read from the loader without conversion error. By using markers, the weight of all loaders that meet the distance requirements is accumulated, and a marker is set for loaders that have already accumulated the weight to prevent duplicate accumulation, thus enabling multiple loaders to accumulate the weight of the same gravel pile hole filler.

[0197] When calculating the actual weight of crushed stone filler material delivered to the same crushed stone pile hole by multiple loaders within a certain time period (e.g., the time during which the same batch of crushed stone filler material is delivered to the crushed stone pile hole after a vibratory compaction construction in this invention); if only one loader delivers crushed stone filler material to the crushed stone pile hole within a certain time period, then the weight of crushed stone filler material delivered by one loader within that time period is calculated; the following explanation only uses multiple loaders as an example), the remote vibratory compaction construction management system obtains the first weight information of multiple loaders loaded with crushed stone filler material to be delivered and the location information of multiple loaders in a polling manner; then, based on the obtained multiple loaders... The machine's location information is used to control the loaders located within the crushed stone pile hole feeding area to sequentially feed the loaded crushed stone filler into the crushed stone pile hole, and to obtain the second weight information of each loader after feeding the crushed stone filler; finally, based on the first and second weight information of each loader, the weight of each bucket of crushed stone filler fed into the crushed stone pile hole by each loader is obtained, and the weights of each bucket of crushed stone filler from multiple loaders are added together to obtain the total weight of crushed stone filler fed into the same crushed stone pile hole by multiple loaders within a certain period of time. This total weight of crushed stone filler is the actual feeding weight of the same batch of crushed stone filler fed into the crushed stone pile hole.

[0198] To obtain the location and identification information of the loaders, this invention can install a positioning element for locating the loader and an identification element for marking the loader's identity (such as its identification number) on each loader. The positioning element and identification element can employ existing technologies, which will not be elaborated upon here. The location and identification information of each loader can be sent to the remote vibratory compaction construction management system.

[0199] In order to directly read the weighing information of different states from the loader and avoid conversion errors, the present invention installs a detection element on the loader that can detect the weight of the loader in different states. After calibrating the unloaded weight of the loader in the unloaded state without the crushed stone filler by the detection element, the first weight information and the second weight information after the crushed stone filler is installed and after the crushed stone filler is unloaded are obtained based on the calibrated unloaded weight.

[0200] During implementation, a position switch can be installed on the loader to detect the loader's weight at the height of the position switch: First, using the original height of the position switch when the loader is unloaded and without crushed stone filler as a reference, the loader's internal hydraulic system is calibrated with standard weights, and the calibrated unloaded weight information of the loader is sent to the controller (such as a PLC controller) of the remote vibratory compaction construction management system; when the loader is loaded with crushed stone filler, using the height of the position switch when fully loaded with crushed stone filler as a reference, the first weight information G1 displayed by the loader's internal hydraulic system at the corresponding height is recorded, and this first weight information G1 is sent to the remote controller; when the loader puts the crushed stone filler into the crushed stone pile hole, using the height of the position switch after putting in the crushed stone filler as a reference, the second weight information G2 displayed by the loader's internal hydraulic system at the corresponding height is recorded, and this second weight information G2 is sent to the remote controller. The remote controller obtains the first weight information G1 and the second weight information G2 of each loader to calculate the weight of the crushed stone filler material G = |G2-G1| (i.e., the weight of material per bucket of the loader) that each loader puts into the same crushed stone pile hole. Then, the weights of material per bucket from each loader in the same crushed stone pile hole are summed to obtain the total weight of the crushed stone filler material from multiple loaders in the same crushed stone pile hole. The weight information corresponding to different heights of the position switches can be pre-tabulated and entered into the remote vibratory compaction construction management system. The correspondence between the position of the position switch and the weight is obtained through experimentation. Before formal construction, tests are conducted on-site, and the controller analyzes the large amount of data obtained from the experiments to determine the correspondence between the position of the position switch and the weight of the crushed stone filler material held by the loader.

[0201] Alternatively, a dedicated pressure tapping module (such as a pressure sensor) can be installed on the inlet and outlet flanges of the loader's main push cylinder using high-strength bolts. This module detects the pressure difference between the inlet and outlet of the main push cylinder at a fixed position when the loader is in different states. Through non-linear calibration, a pressure difference linearly related to the loader's load capacity is obtained, thus determining the hydraulic pressure of the main push cylinder and the corresponding weight information. Accordingly, the weight information corresponding to different pressure differences can be pre-tabulated and input into a remote vibratory compaction construction management system. The correspondence between different pressure differences and weight is obtained through experimentation; that is, before formal construction, tests are conducted on-site, and the controller analyzes the large amount of data obtained from the experiments to determine the correspondence between pressure differences and weight.

[0202] The process of controlling the loader located within the feeding area of ​​the crushed stone pile hole to deliver the loaded crushed stone filler into the crushed stone pile hole, based on the obtained location information of the loader, includes:

[0203] After obtaining the loader's location information, compare the location information with the location information of the stone pile holes;

[0204] If the distance between the loader position and the crushed stone pile hole position is less than or equal to the preset value, the loader is located in the feeding area of ​​the crushed stone pile hole, and it can put the loaded crushed stone filler into the crushed stone pile hole.

[0205] If the distance between the loader position and the stone pile hole position is greater than the preset value, the loader is not located in the feeding area of ​​the stone pile hole and needs to move towards the stone pile hole until it is located in the feeding area of ​​the stone pile hole.

[0206] This invention utilizes the satellite positioning system equipped on the loader to set up a cumulative switch. When the distance between the loader and the opening of the crushed stone pile hole is less than or equal to 5m, as determined by the positioning element (such as a Beidou positioning antenna) installed in the loader's cab, it is determined that the loader is located within the feeding area of ​​the crushed stone pile hole. The crushed stone filler unloaded by the loader is then placed into the crushed stone pile hole, thereby avoiding over- or under-recording of the crushed stone filler placed in a single crushed stone pile hole. This ensures dynamic, real-time, and automatic metering of the crushed stone filler and enables remote real-time monitoring of the weight of the material loaded by the loader.

[0207] Of course, the present invention can also determine the actual weight of the crushed stone filler material placed into the crushed stone pile hole through existing technical methods, which will not be described in detail here.

[0208] S4. Determine the height of the loose pile body section inside the crushed stone pile hole by using the height of the loose pile body material surface and the initial material surface height, so as to calculate the pile diameter of the crushed stone pile section formed by vibratory compaction of the loose pile body section.

[0209] By obtaining the loose pile material surface height and initial material surface height through the above steps, the height difference of the crushed stone filler in the loose state within the crushed stone pile hole can be determined, i.e., the height of a section of loose pile body. This allows us to determine the average filler quantity per meter of loose pile body in the loose state. Then, vibratory compaction is performed on this section of loose pile body to form a crushed stone pile segment. The average pile diameter of this segment can then be calculated using the compaction coefficient method specified in the standard. Specifically, after determining the height difference before and after adding the crushed stone filler (i.e., h2-h1), the average filler quantity V per meter of crushed stone pile is calculated based on the actual weight G2 of the added crushed stone filler and the accumulation volume V2 within the crushed stone pile hole. m It is calculated using the following formula:

[0210] V m =V2 / (h1-h2) (Formula 4)

[0211] After obtaining the average filler volume per linear meter of crushed stone pile, the average pile diameter d0 of the crushed stone pile segment is calculated using the following formula:

[0212] d0 = 2*sqrt(η*V) m / 3.142) (Formula 5)

[0213] In the formula, η is the compaction coefficient, which is generally taken as 0.7-0.8, and the specific value is determined by the results of field tests.

[0214] After obtaining the average pile diameter per linear meter through the above steps, the average pile diameter of the crushed stone pile segment is compared with the preset pile diameter, and the vibratory compaction parameters of the vibratory compaction stone pile machine are adjusted according to the comparison results. The preset pile diameter is the pile diameter obtained from a test pile conducted on-site according to the preset vibratory compaction parameters before construction.

[0215] The comparison of the average pile diameter of this section with the preset pile diameter, and the adjustment of the vibratory compaction parameters of the vibratory compaction stone pile driver based on the comparison results, include:

[0216] The average pile diameter d0 of this pile section is compared with the preset pile diameter d s Compare;

[0217] If the average pile diameter d0 is slightly greater than or equal to the preset pile diameter d s Then the vibratory compaction system will perform vibratory compaction operation according to the original vibratory compaction parameters;

[0218] If the average pile diameter d0 is less than the preset pile diameter d s If so, the vibratory compaction system needs to perform vibratory compaction pile expansion operations with the adjusted vibratory compaction parameters.

[0219] It should be noted that during the process of vibratory compaction to form a section of crushed stone pile by compacting a section of crushed stone fill material placed in the pile hole, the average or instantaneous vibratory compaction current during this construction process can be used as the compaction current. Typically, the initial compaction current is slightly less than or equal to the preset current. The compaction current during construction is related to the density of the current soil layer. The controller has a preset correlation between the compaction current and the soil density. This correlation 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 correlation between the compaction current and the soil density. Additionally, during the vibratory compaction process, the vibratory compactor motor also has a rated current to prevent motor burnout.

[0220] By comparing the average pile diameter of the aforementioned crushed stone pile segment with the preset pile diameter, it was found that the average pile diameter d0 is less than the preset pile diameter d. s The conclusion indicates that the current soil stratum has a high density, meaning it is quite hard, while the currently used vibro-compaction parameters, especially the vibro-compaction current, are relatively low. Therefore, the vibro-compaction current needs to be increased. That is, if the average pile diameter d0 is less than the preset pile diameter d... s Therefore, the vibratory compaction stone pile machine needs to be used with the increased vibratory compaction current for vibratory compaction construction.

[0221] When performing vibratory compaction construction using a vibratory compaction crusher with an increased vibratory compaction current, the soil compaction corresponding to the increased vibratory compaction current is determined, i.e., the current soil compaction. Then, based on the preset correspondence between the water pressure and the soil compaction, the water pressure corresponding to the current soil compaction is found. Finally, the water flow rate is controlled so that the adjusted water pressure reaches the required target pressure. Thus, the vibratory compaction, the increased vibratory compaction current, and the target water pressure work together to complete the vibratory compaction pile expansion construction.

[0222] The controller is pre-programmed with a correlation between groundwater pressure and soil density. This correlation is obtained through testing; that is, test piles are constructed on-site before formal construction, and the controller analyzes the extensive data obtained from these test piles to determine the correlation between groundwater pressure and soil density.

[0223] Below, for piles with an average diameter d0 less than the preset pile diameter d s The vibro-compaction pile expansion operation scheme used at that time is described below:

[0224] If d0 < 0.5d sThis indicates that the formation is very hard. At this time, the vibratory compaction current of the vibratory compaction motor should be increased to the maximum. The following vibratory compaction parameters can be used for vibratory compaction: the vibratory compaction current is 30-50A greater than the preset current and less than or equal to 90% of the rated current; the water pressure of the drainage is greater than 1MPa.

[0225] If 0.5d s <d0<0.8d s This indicates that the formation has moderate hardness, and the following vibro-compaction parameters can be used for vibro-compaction construction: the vibro-compaction current is greater than the preset current by 20-30A and less than or equal to 90% of the rated current; the water pressure is 0.7-0.8MPa.

[0226] If 0.8d s <d0<d s This indicates that the formation hardness is average, and the following vibro-compaction parameters can be used for vibro-compaction construction: the vibro-compaction current is greater than the preset current by 10-20A and less than or equal to 90% of the rated current; the water pressure of the drainage is 0.5-0.6MPa.

[0227] The above scheme allows for the use of different vibro-compaction parameters for vibro-compaction densification construction based on different geological conditions, ensuring that the diameter of the crushed stone piles meets the preset pile diameter requirements, thereby forming a continuous and uniform complete pile body from bottom to top.

[0228] In summary, the method of this invention can precisely control the supply of water pressure according to the vibratory compaction speed of the vibratory compactor and the different densities of the strata to form crushed stone pile holes. It can also quickly and accurately measure the height of the material surface before and after the crushed stone filler is put into the crushed stone pile hole, which facilitates the formation of crushed stone piles with a pile diameter that meets the preset pile diameter requirements. This enables the vibratory compaction construction of ultra-deep overburden strata in ultra-strong earthquake zones to proceed smoothly, reduces the failure rate, and ensures the safety of vibratory compaction crushed stone piles under strong earthquakes.

[0229] 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 measuring the material surface during the construction of vibratory compaction stone piles 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: Before adding crushed stone filler into the crushed stone pile hole, the initial material level height of the crushed stone pile hole is detected by radio waves; After obtaining the initial material level, crushed stone filler is placed into the crushed stone pile hole to form a loose pile body, and the material level of the loose pile body is detected by radio waves; The height of the loose pile section within the crushed stone pile hole is determined by the height of the loose pile material surface and the initial material surface height, and then... The loose pile body was subjected to vibro-compaction to form a crushed stone pile section, and the average pile diameter per meter of the crushed stone pile section was obtained. The average pile diameter of the crushed stone pile segment is compared with the preset pile diameter. Based on the comparison results, the vibratory compaction parameters of the vibratory compaction stone pile machine are adjusted: if the average pile diameter is greater than or equal to the preset pile diameter, the vibratory compactor performs vibratory compaction operation according to the original vibratory compaction parameters; if the average pile diameter is less than the preset pile diameter, the vibratory compaction current needs to be increased, and the soil compaction corresponding to the increased vibratory compaction current is determined, i.e., the current soil compaction. Then, based on the preset correspondence between the drainage pressure and the soil compaction, the drainage pressure corresponding to the current soil compaction is found. Finally, the drainage flow rate is controlled so that the adjusted drainage pressure reaches the required target pressure. The vibratory compactor, the increased vibratory compaction current, and the target drainage pressure work together to complete the vibratory compaction pile expansion construction.

2. The method according to claim 1, wherein detecting the initial material level height of the crushed stone pile hole by radio waves includes: The transmitting component of the radar detection device is aimed at the crushed stone pile hole before the crushed stone filling material is placed, and radio waves are emitted into the material surface inside the pile hole through the transmitting component; The receiving component of the radar detection device receives the echo of the radio wave emitted by the transmitting component towards the material surface, and determines the initial material surface height in the crushed stone pile hole based on the propagation time difference between the transmitted radio wave and the received echo.

3. The method according to claim 2, 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: 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.

4. The method according to any one of claims 1-3, further comprising, before discharging the crushed stone filler into the crushed stone pile hole, using a vibratory compactor to perform vibratory compaction of the stratum to form the crushed stone pile hole.

5. According to the method described in claim 4, when using a vibratory compactor to create a hole, it is necessary to obtain the vibratory compactor speed and the current drainage pressure, and control the drainage flow rate according to the vibratory compaction speed.

6. The method according to claim 5, wherein obtaining the vibratory discharge speed of the vibratory discharger and the current drainage pressure, and controlling the drainage flow rate according to the vibratory discharge speed, comprises: During the vibratory drilling process, the vibratory speed of the vibratory compactor and the current water pressure are obtained. The obtained vibration speed is compared with the vibration speed threshold. Based on the comparison between the obtained vibratory compaction speed and the vibratory compaction speed threshold, the flow rate of the supplied water is controlled, 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.

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.

8. The method according to claim 7, wherein controlling the sewage flow rate based on the comparison result of the obtained oscillation velocity and the oscillation velocity threshold comprises: 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. 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.

9. The method according to claim 8, wherein controlling the flow rate of the supplied groundwater based on the current formation compaction obtained during vibro-compaction includes: 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 as to complete the vibratory compaction construction by using the vibratory compactor and the adjusted current water pressure.

10. The method according to claim 8, wherein determining the height of the loose pile section within the gravel pile hole, so as to calculate the pile diameter of the gravel pile section formed by vibratory compaction of the loose pile section, includes: After determining the height of the loose pile section inside the crushed stone pile hole, the average filler volume per linear meter of loose pile is calculated using the height of the loose pile. Vibro-compaction compaction was carried out on the loose pile section to form a crushed stone pile section; Using the average filler volume and compaction coefficient, the average pile diameter per meter of the crushed stone pile section is calculated.

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