Construction method of super-deep vibro-replacement stone column under super-deep overburden layer in super-strong earthquake zone

Abstract

The application discloses a construction method of super-deep vibro-replacement stone pile under super-deep overburden layer in super-strong earthquake zone, which comprises the following steps: installing a first detection element for detecting the deflection parameter of a mast in the mast; installing a second detection element for detecting the deflection parameter of a vibrator on the damper; when the vibrator is used to vibrate the stratum, whether the perpendicularity of the vibrator meets the requirements is analyzed according to the detected deflection parameters of the mast and the vibrator; if the perpendicularity of the vibrator does not meet the requirements, the reason for the deflection of the vibrator is analyzed, and the mast and / or the vibrator are controlled according to the analysis result, so that the vibrator vibrates at the required perpendicularity to form a vibro-replacement stone pile with an effective pile diameter. According to the method, the vibrator can accelerate the vibration construction of the stratum with a depth of more than 50 m under the thick overburden layer according to the stratum condition and the required perpendicularity, and the stone pile formed by the vibro-replacement stone filling is tightly combined with the soil layer.

Description

Technical Field

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

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

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

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

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

[0006] In addition, the existing vibratory compactors are all controlled by the compaction current, but the compaction current is usually not accurately determined. Therefore, the crushed stone piles obtained by controlling the vibratory compactor according to the compaction current cannot be tightly bonded to the soil layer.

[0007] Therefore, how to construct vibro-compacted stone piles that meet the required quality in strata located in extremely strong earthquake zones is a problem that urgently needs to be solved by those skilled in the art. Summary of the Invention

[0008] The purpose of this invention is to overcome the problems existing in the prior art and provide a method for constructing ultra-deep vibro-compaction stone piles under ultra-deep overburden in ultra-strong earthquake zones. This method enables the vibro-compaction device to accelerate the vibro-compaction construction of overburden strata with a depth of more than 50m according to the geological conditions and the required verticality, and to ensure that the stone piles formed by the vibro-compaction stone filler are tightly bonded to the soil layer.

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

[0010] The first detection element used to detect mast tilt parameters is installed inside the mast.

[0011] A second detection element for detecting the skew parameter of the vibratory shock absorber is installed on the shock absorber.

[0012] When using a vibratory compactor to perform vibratory compaction on the strata, the verticality of the vibratory compactor is analyzed based on the detected mast tilt parameters and vibratory compactor tilt parameters to determine whether the verticality of the vibratory compactor meets the requirements.

[0013] If the verticality of the vibratory compactor does not meet the requirements, analyze the reasons for the deviation of the vibratory compactor, and control the mast and / or vibratory compactor according to the analysis results so that the vibratory compactor can carry out vibratory compaction construction with the required verticality to form vibratory crushed stone piles with effective pile diameter.

[0014] Among them, the formation of vibro-compacted stone piles with effective pile diameter includes:

[0015] During the vibratory compaction operation, a microphone located inside the vibratory compaction housing is used to detect the real-time vibration signal of the vibratory compaction as it vibrates the gravel embedded in the soil around the gravel pile hole.

[0016] Based on the real-time vibration signal of the vibratory compactor detected by the microphone located inside the vibratory compactor housing, the vibratory compactor is controlled to vibrate the crushed stone pile, so that the diameter of the crushed stone pile formed by the vibratory compactor filling the crushed stone pile hole is equal to the effective pile diameter.

[0017] Preferably, controlling the vibration of the vibratory compactor on the stone pile based on the real-time vibration signal detected by the microphone located inside the vibratory compactor housing includes:

[0018] By converting the real-time vibration signal of the oscillator detected by the pickup into the frequency domain, the main frequency of the real-time vibration signal of the oscillator is obtained.

[0019] Compare the main frequency of the real-time vibration signal of the vibratory impactor with a preset frequency;

[0020] When the main frequency of the real-time vibration signal of the vibratory compactor reaches or approaches the preset frequency, it is determined that the diameter of the crushed stone pile to be formed is equal to the effective pile diameter, and the vibratory compactor is lifted upward to vibrate and compact the crushed stone in the middle part of the crushed stone pile to be formed, thereby finally forming a crushed stone pile with a pile diameter equal to the effective pile diameter.

[0021] When the main frequency of the real-time vibration signal of the vibratory compactor is greater than the preset frequency, the vibratory compactor is controlled to continue vibrating the crushed stone embedded in the soil layer around the crushed stone pile hole.

[0022] Preferably, the preset frequency is the main frequency of the vibrator vibration signal when the vibrator amplitude is reduced to the minimum.

[0023] Preferably, controlling the vibration of the vibratory compactor on the stone pile based on the real-time vibration signal detected by the microphone located inside the vibratory compactor housing includes:

[0024] By converting the vibration signal of the front vibrator detected by the microphone in front and the vibration signal of the rear vibrator detected behind into the frequency domain, the main frequency of the vibration signal of the front vibrator and the main frequency of the vibration signal of the rear vibrator are obtained.

[0025] The dominant frequencies of the vibration signals of the preceding and following vibratory impactors were analyzed during the vibration period.

[0026] When the main frequency of the vibration signal of the rear vibratory compactor is lower than that of the main frequency of the vibration signal of the front vibratory compactor and remains so for a period of time, it is determined that the diameter of the crushed stone pile to be formed is equal to the effective pile diameter. The vibratory compactor is then raised to vibrate and compact the crushed stone in the middle part of the crushed stone pile to be formed, thus ultimately forming a crushed stone pile with a pile diameter equal to the effective pile diameter.

[0027] Preferably, the mast skew parameters include the mast apex angle and the mast azimuth angle, and the vibratory impactor skew parameters include the vibratory impactor apex angle and the vibratory impactor azimuth angle.

[0028] Preferably, the analysis of whether the verticality of the vibratory compactor meets the requirements based on the detected mast skew parameters and vibratory compactor skew parameters includes:

[0029] Based on the detected mast tilt parameters, determine whether the mast verticality meets the requirements;

[0030] Based on the detected skew parameters of the vibratory impactor, determine whether the verticality of the vibratory impactor meets the requirements.

[0031] Preferably, determining whether the mast verticality meets the requirements based on the detected mast tilt parameters includes:

[0032] The detected mast apex angle and mast azimuth angle are compared with the preset mast apex angle threshold range and mast azimuth angle threshold range, respectively.

[0033] Based on the comparison results, determine whether the verticality of the mast meets the requirements.

[0034] Preferably, detecting the skew parameters of the vibratory shock absorber using a second detection element mounted on the shock absorber includes:

[0035] The apex angle and azimuth angle of the shock absorber are obtained through the second detection element;

[0036] The obtained apex angle and azimuth angle of the shock absorber are determined as the apex angle and azimuth angle of the vibratory impactor.

[0037] Preferably, determining whether the verticality of the vibratory impactor meets the requirements based on the detected skew parameters includes:

[0038] The detected apex angle and azimuth angle of the vibrator are compared with the preset threshold ranges for the apex angle and azimuth angle, respectively.

[0039] Based on the comparison results, determine whether the verticality of the vibratory impactor meets the requirements.

[0040] Compared with existing technologies, the construction method for ultra-deep vibro-compaction stone piles under ultra-deep overburden in ultra-strong earthquake zones of the present invention has the following outstanding advantages:

[0041] 1. The present invention provides a method for constructing ultra-deep vibro-compacted stone piles under ultra-deep overburden in ultra-strong earthquake zones. During the vibro-compacting construction of complex foundations in strong earthquake zones, the method can detect the deflection parameters of the vibro-compactor in real time and control the verticality of the vibro-compactor in a timely manner. This allows the vibro-compactor to vibrate downwards into the construction stratum with the required verticality, ensuring the uniformity and compactness of the formed vibro-compacted stone pile diameter, improving the safety of the vibro-compacted stone piles, and effectively shortening the construction period and reducing construction costs.

[0042] 2. For complex strata with deep overburden, this invention precisely controls the supply of water pressure according to the different densities of the strata, so that the vibratory compactor and the appropriate water pressure work together to successfully complete the deep hole vibratory compaction construction in complex strata, thereby solving the problem of vibratory compaction construction in strata with overburden of more than 50m.

[0043] 3. This invention averages the instantaneous values ​​of the vibratory current obtained from strata with uneven local distribution, avoiding frequent adjustments to the water pressure supply due to frequent changes in the vibratory current, ensuring stable water supply from the pump and extending the pump's service life.

[0044] 4. The method of the present invention enables the crushed stone pile to be tightly bonded to the surrounding soil layer, so that the pile diameter of the crushed stone pile truly meets the design requirements. Attached Figure Description

[0045] Figure 1 This is a schematic diagram of the construction method for ultra-deep vibratory compaction stone piles under ultra-deep overburden in ultra-strong earthquake zones according to the present invention;

[0046] Figure 2 This is a perspective view of the vibratory stone crushing pile machine of the present invention;

[0047] Figure 3 This is a schematic diagram of the structure of the vibratory impactor, shock absorber, and telescopic guide rod of the present invention after assembly (the detection element is installed on the shock absorber);

[0048] Figure 4 This is an elevation projection view of the actual guide rod when it is tilted downwards according to the present invention;

[0049] Figure 5 This is a horizontal projection diagram of the actual guide rod being lowered at an angle according to the present invention;

[0050] Figure 6 This is a schematic block diagram of the drainage control system used in the vibratory stone crushing pile machine of the present invention;

[0051] Figure 7 This is a flowchart of the method for obtaining the current formation density according to the present invention;

[0052] Figure 8 This is a flowchart of the drainage control method of the present invention;

[0053] Figure 9 This is a schematic diagram of the present invention, in which a microphone is installed inside the housing of the vibratory impactor;

[0054] Figure 10 This is a schematic diagram of the encryption control part of the present invention, which is used to control the vibratory compactor to encrypt the crushed stone filler.

[0055] Figure 11 yes Figure 10 A flowchart of the first embodiment of the encryption control section in the system performing vibration encryption control;

[0056] Figure 12 yes Figure 10 The flowchart shows the second embodiment of vibration encryption control in the encryption control section. Detailed Implementation

[0057] like Figure 1 The diagram shows a flowchart of the construction method for ultra-deep vibro-compaction stone piles under ultra-deep overburden in ultra-strong earthquake zones according to the present invention. As can be seen from the diagram, the method of the present invention includes:

[0058] The first detection element used to detect mast tilt parameters is installed inside the mast.

[0059] A second detection element for detecting the skew parameter of the vibratory shock absorber is installed on the shock absorber.

[0060] When using a vibratory compactor to perform vibratory compaction on the strata, the verticality of the vibratory compactor is analyzed based on the detected mast tilt parameters and vibratory compactor tilt parameters to determine whether the verticality of the vibratory compactor meets the requirements.

[0061] If the verticality of the vibratory compactor does not meet the requirements, analyze the reasons for the deviation of the vibratory compactor, and control the mast and / or vibratory compactor according to the analysis results so that the vibratory compactor can carry out vibratory compaction construction with the required verticality to form vibratory crushed stone piles with effective pile diameter.

[0062] Vibro-compaction construction for forming crushed stone piles typically includes: 1) using a vibro-compactor to create a hole for the crushed stone pile, and 2) using a vibro-compactor to compact the crushed stone filling the hole, thus forming the crushed stone pile.

[0063] In order to ensure that the verticality of the vibratory compactor always meets the requirements during the vibratory drilling and compaction process, so as to construct crushed stone pile holes with the required verticality and high-quality, uniform, dense and earthquake-resistant vibratory crushed stone piles, this invention controls the deviation parameters of the vibratory compactor during the vibratory drilling and compaction process.

[0064] In application, a first detection element for detecting mast tilt parameters is installed inside the mast, and a second detection element for detecting vibratory compactor tilt parameters is installed on the shock absorber. During vibratory compaction, the verticality of the vibratory compactor is analyzed based on the detected mast tilt parameters and vibratory compactor tilt parameters. If the verticality of the vibratory compactor does not meet the requirements, the cause of the tilt is analyzed, and the mast and / or vibratory compactor are controlled according to the analysis results so that the vibratory compactor performs vibratory compaction with the required verticality, forming vibratory compacted stone piles with an effective pile diameter.

[0065] Among them, such as Figure 2 The figure shows a perspective view of the vibratory stone crushing pile machine 1000 provided by the present invention. As can be seen from the figure, the vibratory stone crushing pile machine 1000 of the present invention includes a hoisting system, a telescopic guide rod 10, a shock absorber 12, a vibratory compactor 13 and an automatic feeding system.

[0066] Specifically, the hoisting system includes the main unit of the vibratory compactor stone pile driver, a mast 11 connected to the main unit, a main winch installed at the rear of the main unit, and a mast adjustment mechanism for adjusting the tilt direction and angle of the mast. The telescopic guide rod 10 is hoisted via the wire rope of the main winch and the mast 11, so that the telescopic guide rod is vertically positioned under its own weight. The automatic feed system is installed at the rear of the main unit of the hoisting system and can be used as a counterweight for the main unit. It includes an air hose winch, a cable winch, and a water hose winch. These three devices are set to feed synchronously with the main winch.

[0067] 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 technology, ensuring smooth axial sliding and preventing torsion. The number and length of the multiple sleeve layers can be determined based on usage requirements. The length of the multiple sleeve layers can be extended or shortened during use. This vibratory compaction stone pile machine can be used to create holes in strata deeper than 50 meters. It should be noted that the coaxiality is identical when connecting adjacent sleeve layers; that is, the multiple sleeve layers are coaxial after extension, ensuring that each sleeve layer is perpendicular to the cross-section of the pile hole during vibratory compaction.

[0068] The telescopic guide rod 10 of this invention adopts the telescopic guide rod technology of the prior art. Its connecting section is used to connect with the wire rope of the main winch device, and its working section is used to indirectly connect with the vibratory beater 13. During assembly, as follows... Figure 3 As shown, a shock absorber 12 is installed between the working section at the lower part of the guide rod 10 and the vibratory impactor 13.

[0069] To directly control the deflection parameters of the vibratory compactor during vibratory compaction of strata in ultra-strong earthquake zones, thereby producing high-quality, uniform, dense, and earthquake-resistant vibratory compaction piles, this invention installs a first detection element for detecting mast deflection parameters inside the mast; and a second detection element for detecting vibratory compactor deflection parameters on a shock absorber. During vibratory compaction of the strata, the invention analyzes whether the verticality of the vibratory compactor reaches the specified range based on the detected mast and vibratory compactor deflection parameters. If the verticality of the vibratory compactor does not reach the specified range, the cause of the deflection is analyzed, and the mast and / or vibratory compactor are controlled based on the analysis results to ensure that the vibratory compactor performs vibratory compaction with a verticality within the specified range, forming a crushed stone pile with an effective pile diameter.

[0070] Specifically, in order to control the verticality of the vibratory compaction of the stone pile machine of the present invention, a first detection element for detecting the mast tilt parameter is installed inside the mast (not shown in the figure). The first detection element can be installed inside the mast near the lower 1 / 5 of the mast to more accurately detect the mast tilt parameter.

[0071] Among them, the mast tilt parameters include the mast apex angle and the mast azimuth angle. The first detection element adopts an existing technology that can be used to detect the apex angle and azimuth angle of a component, such as an inclination sensor or a gyroscope. When fixing, the first detection element can be fixed to the inner wall of the lower part of the mast by bolts or other means.

[0072] In this invention, the verticality of the mast extending along the plumb line is considered to be 0, meaning the mast along the plumb line is perpendicular to the cross-section of the vertical pile hole. However, during actual vibratory compaction, the vibratory compactor will cause a certain angle between the mast and the plumb line; that is, the actual mast will be slightly tilted relative to the theoretical mast along the plumb line. The mast apex angle referred to in this invention is the angle between the actual mast and the theoretical mast that should be along the plumb line during construction. The mast azimuth angle, for a tilted mast, refers to the direction of the tilted actual mast projected onto the horizontal plane. Using north as the reference (0° position), the angle measured clockwise from north to the actual mast direction is the mast azimuth angle, where one full clockwise rotation is 360° (0° position is also 360° position). For further explanation of the mast apex angle and mast azimuth angle, please refer to the explanation of the vibratory compactor apex angle and vibratory compactor azimuth angle. For example, if the actual mast's horizontal projection is 280°, then the actual mast's tilt direction is 80° northwest (north by west). However, if the mast is perfectly vertical, the mast's apex angle is 0°, and the mast's azimuth angle is 0°, meaning there is no tilt issue. In other words, the azimuth angle represents the mast's tilt direction, allowing for adjustments to the actual mast's orientation from the opposite direction.

[0073] To ensure that the vibratory compactor can perform vibratory compaction with a specified verticality range after being aligned with the hole to be constructed, this invention, in addition to detecting the mast skew parameter through a first detection element, also installs a second detection element for detecting the vibratory compactor skew parameter on the upper part of the shock absorber (i.e., near the guide rod). Figure 3 The second detection element 121 installed on the upper part of the shock absorber 12 can obtain the deflection parameters of the shock absorber in real time through the second detection element.

[0074] The vibratory impactor motor transmits power to the main shaft through connecting flanges, couplings, etc., and drives the main shaft to rotate. The main shaft then drives the eccentric block to rotate, generating centrifugal force, which is the excitation force of the vibratory impactor. The excitation force causes the housing to vibrate at high frequency, and the vibratory impactor achieves vibratory impaction through the housing.

[0075] The inventors discovered that when the center of mass of the eccentric block of the vibratory compactor deviates from and is below the center of mass of the vibratory compactor shell, the amplitude of vibration at various points along the length of the vibratory compactor shell is distributed in a triangular pattern, and the intersection with the center line of the vibratory compactor is the zero amplitude point. In the design, the center of mass of the damper should coincide with the zero amplitude point; at this point, the damper's vibration reduction and isolation effects are optimal, and its service life is also extended. Since the upper part of the damper and the guide rod are located on the upper part of the vibratory compactor and above the zero amplitude point, the upper part and above the damper are not affected by the horizontal vibration force of the vibratory compactor during vibratory compaction. Therefore, this invention installs a second detection element on the upper part of the damper (located above the center of mass of the damper). The data detected by this second detection element characterizes the skew parameters of the vibratory compactor, thereby ensuring the feasibility and accuracy of verticality detection during vibratory compaction.

[0076] The present invention utilizes a second detection element to detect the skew parameters of the vibratory impactor, including:

[0077] The apex angle and azimuth angle of the shock absorber are obtained through the second detection element;

[0078] The obtained shock absorber apex angle and shock absorber azimuth angle are respectively determined as vibratory impactor apex angle and vibratory impactor azimuth angle.

[0079] In this invention, the second detection element is a component capable of detecting the apex angle and azimuth angle of a component, such as a gyroscope, which can be fixed to the upper part of the shock absorber using existing fixing methods. The skew parameters of the vibratory shock absorber include the apex angle and azimuth angle of the shock absorber.

[0080] When the second detection element is installed on the upper part of the shock absorber, the apex angle and azimuth angle detected by the second detection element are considered to be the apex angle and azimuth angle of the shock absorber. In this invention, since the guide rod, shock absorber, and vibratory compactor are coaxial, and remain coaxial during vibratory compaction, and the second detection element is installed close to the top of the vibratory compactor, the detected apex angle and azimuth angle of the shock absorber are correspondingly determined as the apex angle and azimuth angle of the vibratory compactor. That is, the determined apex angle and azimuth angle of the vibratory compactor are the deflection parameters of the vibratory compactor.

[0081] In this invention, the verticality of the guide rod, shock absorber, and vibratory compactor lowered along the vertical direction is considered to be 0. That is, the guide rod, etc., lowered along the vertical direction are perpendicular to the cross-section of the vertical pile hole. When the guide rod, shock absorber, and vibratory compactor are regarded as a whole vibratory compaction assembly, such a vibratory compaction assembly is called the theoretical vibratory compaction assembly. However, during actual vibratory compaction, the vibratory compaction assembly formed by the actual guide rod, etc., will have a certain angle with the vertical line. That is, the actual vibratory compaction assembly will be somewhat deviated from the theoretical vibratory compaction assembly along the vertical direction, and the deviated angles of the actual guide rod, actual shock absorber, and actual vibratory compactor in the actual vibratory compaction assembly are the same relative to the theoretical guide rod, theoretical shock absorber, and theoretical vibratory compactor in the theoretical vibratory compaction assembly along the vertical direction. In this invention, the apex angle of the shock absorber refers to the angle θ between the actual lowered (or extended) shock absorber and the theoretical shock absorber that should have been lowered (or extended) along the vertical direction. Correspondingly, the angle between the actual lowered guide rod and the theoretical guide rod is also θ. Similarly, the angle between the actual lowered vibratory impactor and the theoretical vibratory impactor is also θ (e.g., Figure 4 The diagram shows the apex angle of the vibratory compactor when the actual vibratory compactor assembly is lowered at an angle. The azimuth angle of the damper, for a damper lowered at an angle (or extended), refers to the direction projected onto the horizontal plane from the lowering direction of the actual damper. Using north as the reference (0° position), the angle between the reference north and the actual lowering direction of the damper is the azimuth angle α. Similarly, the direction projected onto the horizontal plane from the lowering direction of the actual vibratory compactor assembly, using north as the reference (0° position), the angle between the reference north and the actual lowering direction of the vibratory compactor assembly is also the same as the azimuth angle α of the damper. That is, the azimuth angle of the vibratory compactor is also the same as the azimuth angle α of the damper (e.g.,...). Figure 5 As shown, the azimuth angle of the actual vibratory shock assembly OA is shown during the tilted lowering, where one full clockwise rotation is 360° (0° position is also 360° position). For example, the actual lowering of the shock absorber along the horizontal projection direction... Figure 5 If the shock absorber is oriented in the OA direction (α = 290°), then the azimuth angle of the shock absorber is 290°. Correspondingly, the azimuth angle of the vibratory compactor is also set to 290°. In this case, the actual downward direction of the vibratory compactor is 70° northwest (north by west). However, if the shock absorber is completely vertical, then the apex angle of the vibratory compactor is 0°, and the azimuth angle of the vibratory compactor is 0° (i.e., the vibratory compactor assembly is in...). Figure 5 The horizontal projection is point O, which coincides with the point on the horizontal projection of the centerline of the pile hole (the centerline is along the vertical direction). This means that the vibratory compactor does not have a skew problem. In other words, the azimuth angle is used to characterize the skew direction of the vibratory compactor assembly, so as to adjust the actual lowering direction of the vibratory compactor assembly accordingly.

[0082] When using a vibratory compactor to perform vibratory compaction on the formation, after obtaining the mast deflection parameter through the first detection element and the vibratory compactor deflection parameter through the second detection element, the verticality of the vibratory compactor is analyzed based on the detected mast deflection parameter and vibratory compactor deflection parameter to determine whether the verticality of the vibratory compactor meets the specified verticality range, including:

[0083] Based on the detected mast tilt parameters, determine whether the mast verticality meets the specified verticality range;

[0084] Based on the detected skew parameters of the vibratory impactor, determine whether the verticality of the vibratory impactor meets the specified verticality range.

[0085] The following is a detailed description.

[0086] 1. Based on the detected mast tilt parameters, determine whether the mast's verticality meets the specified verticality range, including:

[0087] The detected mast apex angle and mast azimuth angle are compared with the preset mast apex angle threshold range and mast azimuth angle threshold range, respectively.

[0088] Based on the comparison results, determine whether the mast's verticality meets the specified verticality range.

[0089] Specifically, based on the detected mast tilt parameters, the determination of whether the mast's verticality meets the specified verticality range can be achieved using the following first method:

[0090] After obtaining the mast apex angle and mast azimuth, the mast azimuth is compared with a preset mast azimuth threshold range to obtain the azimuth comparison result. That is, by comparing the mast azimuth with the preset mast azimuth threshold range, the direction of the mast's tilt relative to the north coordinate can be obtained.

[0091] After obtaining the mast's tilt direction relative to north, the determined mast apex angle is compared with a preset mast apex angle threshold range to obtain the apex angle comparison result. If the apex angle comparison result shows that the mast apex angle exceeds the preset apex angle threshold range, the mast verticality is determined to have not reached the specified verticality range; if the apex angle comparison result shows that the mast apex angle does not exceed the preset apex angle threshold range, the mast verticality is determined to have reached the specified verticality range.

[0092] Alternatively, based on the detected mast tilt parameters, the following second method can be used to determine whether the mast's verticality meets the specified range:

[0093] After obtaining the mast apex angle and mast azimuth angle, the mast apex angle is compared with a preset mast apex angle threshold range to obtain the apex angle comparison result. If the apex angle comparison result shows that the mast apex angle does not exceed the preset apex angle threshold range, then the mast verticality is determined to have reached the specified verticality range.

[0094] If the apex angle comparison result shows that the mast apex angle exceeds the preset apex angle threshold range, then the mast verticality is determined to have not reached the specified verticality range. Then, the determined mast azimuth is compared with the preset mast azimuth threshold range to obtain the azimuth comparison result. That is, by comparing the mast azimuth with the preset mast azimuth threshold range, the direction of the mast's deviation relative to the north coordinate can be obtained.

[0095] The lower limit of the mast apex angle threshold range is the specified minimum mast apex angle, and the upper limit is the specified maximum mast apex angle. The minimum and maximum mast apex angles can be set according to engineering practice. For example, in this invention, the minimum mast apex angle can be taken as 0°, and the maximum mast apex angle can be taken as 3°, that is, the mast threshold range is {0, 3°}. The mast azimuth threshold range is {0°, 360°}, with true north as 0° (which is also 360°).

[0096] 2. Based on the detected skew parameters of the vibratory compactor, determine whether the verticality of the vibratory compactor meets the specified verticality range. This can be done through the following steps:

[0097] After determining the apex angle and azimuth angle of the vibratory compactor, the determined azimuth angle is compared with a preset azimuth angle threshold range to obtain the azimuth angle comparison result. That is, by comparing the azimuth angle of the vibratory compactor with the preset azimuth angle threshold range, the skew direction of the vibratory compactor relative to the north coordinate can be obtained.

[0098] After obtaining the offset direction of the vibratory impactor relative to the north coordinate, the determined apex angle of the vibratory impactor is compared with the preset apex angle threshold range to obtain the apex angle comparison result. If the apex angle comparison result shows that the apex angle of the vibratory impactor exceeds the preset apex angle threshold range, it is determined that the verticality of the vibratory impactor has not reached the specified verticality range; if the apex angle comparison result shows that the apex angle of the vibratory impactor does not exceed the preset apex angle threshold range, it is determined that the verticality of the vibratory impactor has reached the specified verticality range.

[0099] Alternatively, based on the detected skew parameters of the vibratory compactor, it can be determined whether the verticality of the vibratory compactor meets the specified verticality range. The following steps can also be used:

[0100] After determining the apex angle and azimuth angle of the vibratory impactor, the determined apex angle is compared with a preset threshold range for the apex angle of the vibratory impactor to obtain the apex angle comparison result. If the apex angle comparison result shows that the apex angle of the vibratory impactor does not exceed the preset threshold range, then the verticality of the vibratory impactor is determined to have reached the specified verticality range.

[0101] If the apex angle comparison result shows that the apex angle of the vibratory impactor exceeds the preset apex angle threshold range, then it is determined that the verticality of the vibratory impactor has not reached the specified verticality range. Then, the determined azimuth angle of the vibratory impactor is compared with the preset azimuth angle threshold range to obtain the azimuth angle comparison result. That is, by comparing the azimuth angle of the vibratory impactor with the preset azimuth angle threshold range, the result of the vibratory impactor's deflection direction relative to the north coordinate can be obtained.

[0102] The lower limit of the vibratory impactor apex angle threshold range is the specified minimum apex angle of the vibratory impactor, and the upper limit of the apex angle threshold range is the specified maximum apex angle of the vibratory impactor. The minimum and maximum apex angles of the vibratory impactor can be set according to engineering practice. For example, in this invention, the minimum apex angle of the vibratory impactor can be taken as 0°, and the maximum apex angle of the vibratory impactor can be taken as 5°, that is, the threshold range of the vibratory impactor is {0, 5°}. The azimuth angle threshold range of the vibratory impactor is {0°, 360°}, with true north as 0° (which is also 360°).

[0103] If the verticality of the vibratory compactor does not reach the specified verticality range, the cause of the vibratory compactor's deviation needs to be analyzed. Based on the analysis results, the mast and / or vibratory compactor should be controlled so that the vibratory compactor can perform vibratory compaction construction with the verticality reaching the specified verticality range.

[0104] When analyzing the cause of the oscillation of the vibratory impactor, it is necessary to first analyze whether the verticality of the mast reaches the specified verticality range. That is, based on the result of the determination of the verticality of the mast, analyze whether the verticality of the mast reaches the specified verticality range.

[0105] When analysis results indicate that the mast's verticality does not meet the specified range, the mast's verticality is adjusted. Based on the detected mast apex angle and mast azimuth angle, the controller controls the mast adjustment mechanism to perform corresponding actions, adjusting the mast's tilt direction and angle relative to the detected mast azimuth angle to bring the mast's verticality within the specified range, thereby ensuring the vibratory compactor's verticality meets the specified range. Specifically, if the detected mast apex angle significantly exceeds the preset maximum value (e.g., the absolute value of the difference between the detected mast apex angle and the preset maximum value is greater than 3°), it indicates uneven settlement of the construction foundation. In this case, the vibratory compactor cannot achieve the required verticality by adjusting the mast itself. Therefore, the foundation must first be leveled and reinforced before the mast's verticality is adjusted to the specified range using the mast adjustment mechanism.

[0106] When the mast verticality analysis reveals that the mast verticality meets the specified range, but the vibratory compactor verticality does not, the vibratory compactor's tilt angle and direction are adjusted based on the detected vibratory compactor apex angle and azimuth angle to ensure the vibratory compactor's verticality meets the specified range, as detailed below:

[0107] (1) Lift the telescopic guide rod to drive the vibratory impactor to lift;

[0108] (2) Heavy lifting, light striking:

[0109] After the telescopic guide rod is raised to a certain height (several meters or even tens of meters), the tension of the main winch's wire rope on the telescopic guide rod and vibratory compactor should be approximately 15% of the effective weight of the vibratory compactor, at least 0.5T (this force can be directly measured by a force sensor installed on the main winch). Then, the telescopic guide rod is lowered at a relatively slow speed (no more than 2m / s). During the lowering, care should be taken to control the lowering direction and apex angle of the telescopic guide rod to control the azimuth and apex angle of the vibratory compactor, so that the vibratory compactor can achieve vibratory compaction of the stratum with a verticality within the specified range. "Heavy lifting and light striking" refers to the process where, during the lowering of the telescopic guide rod by the main winch's wire rope, the wire rope still maintains a certain tension on the telescopic guide rod, allowing it to be lowered slowly at a certain speed.

[0110] The effective weight of the vibratory compactor is the total weight of the vibratory compactor, shock absorber, and telescopic guide rod, minus the product of the assembled volume of these three components and the mud density. In other words, the effective weight of the vibratory compactor can be calculated using the following formula:

[0111] Effective weight of vibratory compactor = (total weight of vibratory compactor + shock absorber + telescopic guide rod) - mud density * (total volume of vibratory compactor + shock absorber + telescopic guide rod).

[0112] During the "heavy lifting and light drilling" process, the deviation parameters of the vibratory compactor are continuously monitored in real time. Based on the monitoring results, the telescopic guide rod is repeatedly raised and lowered until the vibratory compactor, which meets the verticality requirements, penetrates the relatively hard thin layer or squeezes out small and medium-sized pebbles. This indicates that the drilling speed of the vibratory compactor is normal, that is, the speed is considered normal when it is within the range of 0.5-2.0 m / min.

[0113] This invention employs a "heavy lifting, light striking" method to ensure that the verticality of the vibratory compactor reaches the specified range. This solves the problem in existing technologies that, when encountering similar construction strata, use rigid measures. That is, after the main winch wire rope pulls the vibratory compactor up several meters or even tens of meters, it is completely released (the wire rope exerts no tension on the vibratory compactor), allowing the telescopic guide rod and vibratory compactor to penetrate the strata through the impact force generated during free fall. However, because the verticality of the vibratory compactor cannot be controlled, it can cause pile misalignment or other problems, such as not being able to find the pile hole or pile body after penetrating the strata, thus leading to construction failure.

[0114] Furthermore, if repeated attempts with "heavy lifting and light striking" fail to penetrate the stratum, the following two measures can be adopted:

[0115] (3) Replacement of vibratory compactor (testing phase): During the testing phase, priority should be given to replacing the vibratory compactor with one that is heavier and has stronger penetration (i.e., higher power) (which may include a bidirectional vibratory compactor, i.e., a horizontal and vertical bidirectional vibratory compactor). Test the formation with various types of vibratory compactors as needed to achieve matching between the formation and the vibratory compactor.

[0116] (4) Rotary drilling pilot hole (construction stage): During large-scale construction, priority should be given to moving the machine to perform rotary drilling pilot hole before continuing drilling until the hole is completed.

[0117] When it is determined that the verticality of the vibratory compactor has reached the specified verticality range, there is no need to adjust the lowering direction of the vibratory compactor. That is, the mast maintains the current verticality, and the vibratory compactor continues to perform vibratory compaction with the current verticality.

[0118] The above method controls the verticality of the vibratory punch based on the skew parameters detected by the detection element, so that the verticality of the vibratory punch reaches the specified verticality range. This method is applicable to the process of vibratory punching for hole making and vibratory punching for densification.

[0119] During the vibro-compaction drilling process, once the verticality of the vibro-compactor reaches the specified range, the flow rate of the supplied water needs to be controlled according to the current density of the stratum, so that the vibro-compactor can perform vibro-compaction drilling with the target water pressure to form the crushed stone pile hole.

[0120] Because the geological structure in which the vibratory compactor is used for vibratory compaction is complex, to improve the penetration and hole-making capabilities of the vibratory compactor, this invention involves a water supply pipe passing through the vibratory compactor and extending from its bottom end. This allows the water sprayed from the bottom end of the vibratory compactor to pre-damage the geological formation at the hole location, thus improving the vibratory compaction process. When using the water sprayed from the bottom end of the vibratory compactor in conjunction with a vibratory compactor that meets verticality requirements for vibratory compaction hole-making, the water supply flow rate must be controlled according to the current geological density so that the vibratory compactor can perform vibratory compaction hole-making at the target water pressure. This includes:

[0121] S41. Obtain the current formation density during vibro-compaction construction;

[0122] S42. Obtain the instantaneous drainage pressure of the supplied drainage and determine the obtained instantaneous drainage pressure as the current drainage pressure;

[0123] S43. Based on the preset correspondence between groundwater pressure and formation density, find the target groundwater pressure corresponding to the current formation density;

[0124] S44. Control the flow rate of the supplied water to make the current water pressure reach the target water pressure, so as to use the vibratory flushing device and the target water pressure to carry out vibratory flushing hole construction.

[0125] The construction process will be described in detail below.

[0126] S41. Obtain the current ground compaction during vibro-compaction.

[0127] like Figure 7 As shown, obtaining the current formation density during vibro-compaction includes:

[0128] 1. Obtain the current oscillation current of the oscillator;

[0129] 2. Based on the preset relationship between vibratory current and formation density, find the formation density corresponding to the current vibratory current;

[0130] 3. Determine the found formation density as the current formation density.

[0131] like Figure 6 As shown, the vibratory beater 13 is connected to the controller 1 through the vibratory beater frequency converter cabinet 2. The vibratory beater frequency converter cabinet 2 and the controller 1 are connected wirelessly or wiredly.

[0132] In one embodiment of the present invention, when encountering a locally uniformly distributed stratum, the instantaneous value of the obtained oscillating current is stable. The current oscillating current of the oscillator is obtained by the following method: obtaining the instantaneous value of the oscillating current of the oscillator; and determining the obtained instantaneous value of the oscillating current as the current oscillating current.

[0133] 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.

[0134] In another embodiment of the present invention, when encountering locally unevenly distributed strata, the instantaneous values ​​of the acquired vibratory current jump significantly. The current vibratory current of the vibrator can be obtained by: acquiring multiple instantaneous values ​​of the vibratory current; averaging the acquired instantaneous values ​​to obtain an average vibratory current; and determining the average vibratory current as the current vibratory current. The time interval between acquiring two adjacent instantaneous values ​​of the vibratory current is equal. The method for averaging the acquired 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 ​​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 is removed, forming a new queue, and the n instantaneous values ​​in the new queue are summed and averaged.

[0135] 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.

[0136] Specifically, based on the preset correspondence between vibratory current and formation density, the formation density corresponding to the current vibratory current is found; and the found formation density is determined as the current formation density. The specific implementation method is as follows:

[0137] 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.

[0138] In one embodiment of the present invention, the relationship between vibratory current and formation density is shown in Table 1. Formation density is divided into three levels: soft, medium, and hard. The relationship between formation density and vibratory current for different levels is obtained through field test data.

[0139] Table 1. Correspondence between vibratory current and formation density

[0140] Vibration current I Formation density Dr I<0.3Ie soft 0.3Ie <I<0.8Ie middle I>0.8Ie hard

[0141] In Table 1, Ie represents the rated current of the vibrator.

[0142] After obtaining the current vibration current, the controller determines the current formation density by looking up Table 1. For example, when the controller 1 obtains the current vibration current I = 0.3Ie, it determines the current formation density as medium by looking up Table 1.

[0143] It should be noted that Table 1 only shows one correspondence between the vibration current and the formation density. For more complex formations, the controller can obtain other more complex correspondences based on field test data.

[0144] S42. Obtain the instantaneous drainage pressure of the supplied drainage and determine the obtained instantaneous drainage pressure as the current drainage pressure;

[0145] The instantaneous sewage pressure is obtained and determined as the current sewage pressure. The specific implementation method is as follows:

[0146] like Figure 6 As shown, a water supply pressure detection sensor 41 is installed on the outlet pipe of the water pump 4 to obtain the instantaneous water pressure supplied by the water pump 4 and transmit it to the controller 1. The controller 1 determines the instantaneous water pressure transmitted from the water supply pressure detection sensor 41 as the current water pressure.

[0147] Because screw pumps have the characteristics of pulsation-free water supply pressure and stable instantaneous flow rate, this invention uses a screw pump to supply sewage. However, other pumps with pulsation-free water supply pressure and stable instantaneous flow rate can also be used, as long as the supplied sewage pressure and flow rate meet the requirements. A water supply pressure detection sensor 41 is installed on the outlet pipe of the screw pump to obtain the instantaneous sewage pressure supplied by the screw pump. The water supply pressure detection sensor 41 can be any sensor capable of detecting water pressure in the prior art. For example, a pressure transmitter can be used.

[0148] In addition, such as Figure 6 As shown, a water supply flow detection sensor 42 is also installed on the outlet pipe of water pump 4 to detect the instantaneous flow rate of water supplied by water pump 4 in real time. The water supply flow detection sensor 42 can be any sensor capable of detecting water flow rate in the prior art. For example, an electromagnetic flow meter can be used. The water supply flow detection sensor 42 transmits the detected instantaneous flow rate of water supplied by water pump 4 to controller 1, and the controller determines the instantaneous flow rate as the current flow rate.

[0149] like Figure 6 As shown, the water supply pressure detection sensor 41 and the water supply flow detection sensor 42 transmit the real-time detected instantaneous water pressure signal and instantaneous water flow signal to the remote terminal unit (RTU), and the RTU transmits the signal to the controller 1 wirelessly.

[0150] S43. Based on the preset correspondence between groundwater pressure and formation density, find the target groundwater pressure corresponding to the current formation density;

[0151] Based on the preset correspondence between groundwater pressure and formation density, the target groundwater pressure corresponding to the current formation density is found. The specific implementation method is as follows:

[0152] The controller has a pre-set relationship between water pressure and soil density. This relationship is obtained through testing; that is, test piles are built on-site before formal construction, and the controller analyzes the large amount of data obtained from the test piles to determine the relationship between water pressure and soil density.

[0153] In one embodiment of the present invention, the relationship between groundwater pressure and formation density is shown in Table 2. Formation density is divided into three levels: soft, medium, and hard. The relationship between different levels of formation density and groundwater pressure is obtained through field test data.

[0154] Table 2. Correspondence between groundwater pressure and formation density

[0155] Water pressure P (MPa) Formation density Dr 0.3～0.5 soft 0.5～0.7 middle 0.7～0.8 hard

[0156] Controller 1 uses lookup table 2 to find the target groundwater pressure corresponding to the current formation density. As shown in Table 2, upper and lower limits are set for the groundwater pressure corresponding to each level of formation density. For example, when controller 1 determines the current formation density to be medium using lookup table 1, it uses lookup table 2 to find the target groundwater pressure corresponding to the medium-level current formation density, which is 0.5–0.7 MPa.

[0157] It should be noted that Table 2 only shows one relationship between groundwater pressure and formation density. For more complex formations, the controller can obtain other more complex relationships based on field test data.

[0158] S44. Control the flow rate of the supplied sewage to bring the current sewage pressure up to the target sewage pressure.

[0159] The method for controlling the flow rate of the supplied sewage to achieve the target sewage pressure is as follows:

[0160] Compare the current drainage pressure with the target drainage pressure to obtain the difference between the current drainage pressure and the target drainage pressure;

[0161] The controller controls the flow rate of the water pump to supply water based on the difference between the current water pressure and the target water pressure, so that the current water pressure reaches the target water pressure.

[0162] Specifically, the controller controls the flow rate of water supplied by pump 4 based on the difference between the current drainage pressure and the target drainage pressure, including: when the current drainage pressure is greater than the upper limit of the target drainage pressure, controlling pump 4 to reduce the drainage flow rate; when the current drainage pressure is less than the lower limit of the target drainage pressure, controlling pump 4 to increase the drainage flow rate; and when the current drainage pressure is within the range of the target drainage pressure, controlling pump 4 to maintain the drainage flow rate.

[0163] like Figure 6 As shown, the water pump 4 of this invention is connected to the controller 1 via a 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 rotational 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 following describes the water control process during vibratory drilling using the vibratory compactor that meets verticality requirements according to the present invention:

[0165] 1. After the vibratory impactor 13 is started, 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 current vibration current, current drainage pressure, and current drainage flow rate;

[0167] 3. Controller 1 determines the current formation density corresponding to the current vibration current by looking up table 1; and determines the target groundwater pressure corresponding to the current formation density by looking up table 2.

[0168] 4. The controller 1 compares the current drainage pressure with the target drainage pressure, converts the difference signal into a control signal to control the output frequency of the water pump frequency converter cabinet 5, and changes the drainage flow rate of the water pump 4 by controlling the speed of the water pump 4, thereby changing the drainage pressure so that the current drainage pressure is within the target drainage pressure range.

[0169] After the vibratory compactor, which has reached the specified verticality range, controls the flow rate of the supplied water according to the current soil density to carry out vibratory compaction and hole drilling, the crushed stone filler is put into the crushed stone pile hole. The vibrator compacts the crushed stone filler in the crushed stone pile to form a vibratory crushed stone pile with an effective pile diameter.

[0170] Among them, the formation of vibro-compacted stone piles with effective pile diameter includes:

[0171] During the vibratory compactor compacting the crushed stone that is inserted into the crushed stone pile hole and located around the vibratory compactor, a microphone installed inside the vibratory compactor housing is used to detect the real-time vibration signal of the vibratory compactor when it compacts the crushed stone embedded in the soil layer around the crushed stone pile hole.

[0172] Based on the real-time vibration signal of the vibratory compactor detected by the microphone located inside the vibratory compactor housing, the vibratory compactor is controlled to vibrate the crushed stone pile, so that the diameter of the crushed stone pile formed by the vibratory compactor filling the crushed stone pile hole is equal to the effective pile diameter.

[0173] The effective pile diameter of the crushed stone pile of this invention refers to the pile diameter of the crushed stone pile formed in the crushed stone pile hole, where the crushed stone pile is in close contact with the surrounding soil layer. The effective pile diameter of the crushed stone pile of this invention has the following meanings:

[0174] First, the crushed stone pile formed in the crushed stone pile hole is tightly bonded to the soil layer around the hole;

[0175] Secondly, the effective pile diameter of the crushed stone pile is the pile diameter that meets the requirements of vibro-compaction densification. Therefore, it is not required to calculate the actual pile diameter during vibro-compaction construction, which speeds up the vibro-compaction construction process.

[0176] Figure 9 The structure of the vibratory impactor of the present invention is shown. The difference between the vibratory impactor 1000 of the present invention and the existing vibratory impactor is that a microphone 1311 for picking up sound and a support rod 1312 for fixing the microphone 1311 are installed inside the housing 1308 of the vibratory impactor. The support rod 1312 passes through the through hole of the bearing seat for supporting the shaft 1306 and is fixed to the housing of the motor 1304. Figure 9 The vibratory impactor 13 shown also includes a hanger 1301, a water pipe 1302, a cable 1303, a motor 1304, a coupling 1305, a shaft 1306, an eccentric block 1307, a housing 1308, fins 1309, a drain pipe 1310, and a microphone 1311.

[0177] After the crushed stone pile holes are formed, the vibratory compactor (VPC) is energized by motor 1304 to compact the crushed stone fill material. Under the excitation force of the VPC, the fill material in the compacted section is squeezed horizontally into the original stratum, while the upper fill material falls into the mud under its own weight. The fill material height can be measured in real time. As the compaction process proceeds, the following phenomena occur:

[0178] First, the encryption current gradually increases;

[0179] Second, the excitation force at the vibratory impactor housing increases;

[0180] Third, the amplitude of the vibratory beater decreases accordingly;

[0181] Fourth, with the vibratory compactor as the center, the surrounding fill material gradually becomes denser, gradually forming a roughly circular vibratory crushed stone pile body with the highest density in the vibratory compactor's vibratory range, and the lateral pressure that can be provided by the original stratum when it reaches the periphery of the pile hole is basically equivalent to that provided by the original stratum.

[0182] Existing technologies mainly control the densification of crushed stone packing based on the densification current of motor 1304, but they have the following four problems:

[0183] First, the physical and engineering significance is unclear, and there is no direct relationship between it and the density. The magnitude of the densification current needs to be determined experimentally, and the density data of the pile body can only be roughly obtained after the experiment. However, when the depth of the vibratory compaction stone pile is as high as 70m or even reaches the level of 100m, the density data of the pile body cannot be obtained through traditional experiments at this depth, and therefore the densification current cannot be determined experimentally.

[0184] Second, different models and power oscillators have different currents in different strata;

[0185] Third, from an engineering practice perspective, even vibratory beaters from the same manufacturer and of the same model can have significantly different no-load currents.

[0186] Fourth, in colder regions, the no-load current of the vibratory compactor is relatively large when it is first used; however, as the project progresses, the temperature of the vibratory compactor itself increases, and the no-load current decreases accordingly.

[0187] Therefore, using the densification current as a measure of compactness cannot characterize the compactness of piles under ultra-deep overburden conditions.

[0188] To address the aforementioned problems in the prior art, this invention proposes a technique for controlling the vibratory compactor to perform vibratory compaction (i.e., vibratory compaction of the crushed stone packing) based on the vibration signal frequency of the vibratory compactor during the compaction of the crushed stone packing. The core technology of this compaction technique is:

[0189] During the process of vibratory compactor 13 vibrating the crushed stone filling around it, a microphone set inside the vibratory compactor housing is used to detect the real-time vibration signal of the vibratory compactor when it vibrates the crushed stone embedded in the soil layer around the crushed stone pile hole.

[0190] Based on the real-time vibration signal of the vibratory compactor detected by the microphone located inside the vibratory compactor housing, the vibratory compactor is controlled to vibrate the crushed stone pile, so that the diameter of the crushed stone pile formed by the vibratory compactor filling the crushed stone pile hole is equal to the effective pile diameter.

[0191] The present invention controls the vibration of the vibratory compactor on the crushed stone pile based on the real-time vibration signal of the vibratory compactor detected by the microphone 1311 located inside the vibratory compactor housing, including:

[0192] By converting the real-time vibration signal of the oscillator detected by the pickup into the frequency domain, the main frequency of the real-time vibration signal of the oscillator is obtained.

[0193] Compare the main frequency of the real-time vibration signal of the vibratory impactor with a preset frequency;

[0194] When the main frequency of the real-time vibration signal of the vibratory compactor reaches or approaches the preset frequency, it is determined that the diameter of the crushed stone pile to be formed is equal to the effective pile diameter, and the vibratory compactor is lifted upward to vibrate and compact the crushed stone in the middle part of the crushed stone pile to be formed, thereby finally forming a crushed stone pile with a pile diameter equal to the effective pile diameter.

[0195] When the main frequency of the real-time vibration signal of the vibratory compactor is greater than the preset frequency, the vibratory compactor is controlled to continue vibrating the crushed stone embedded in the soil layer around the crushed stone pile hole.

[0196] The preset frequency of the present invention is the main frequency of the vibrator vibration signal when the vibrator amplitude is reduced to the minimum.

[0197] The present invention controls the vibration of the vibratory compactor on the crushed stone pile based on the real-time vibration signal of the vibratory compactor detected by a microphone located inside the vibratory compactor housing, including:

[0198] By converting the vibration signal of the front vibrator detected by the microphone in front and the vibration signal of the rear vibrator detected behind into the frequency domain, the main frequency of the vibration signal of the front vibrator and the main frequency of the vibration signal of the rear vibrator are obtained.

[0199] The dominant frequencies of the vibration signals of the preceding and following vibratory impactors were analyzed during the vibration period.

[0200] When the main frequency of the vibration signal of the rear vibratory compactor is lower than that of the main frequency of the vibration signal of the front vibratory compactor and remains so for a period of time, it is determined that the diameter of the crushed stone pile to be formed is equal to the effective pile diameter. The vibratory compactor is then raised to vibrate and compact the crushed stone in the middle part of the crushed stone pile to be formed, thus ultimately forming a crushed stone pile with a pile diameter equal to the effective pile diameter.

[0201] The microphone of the present invention, located inside the housing of the vibrator, includes a sound sensor and an audio amplifier.

[0202] The microphone disposed inside the housing of the vibrator in this invention can also be a sound sensor.

[0203] Figure 10The control section shown is used to control the vibratory compactor to vibrate and densify the crushed stone filler. It includes a microphone 1311 for converting the vibration signal on the vibratory compactor housing into a corresponding electrical signal, an audio analysis module for performing audio analysis on the electrical signal output by the microphone 1311, a processor for processing the audio output by the audio analysis module, a memory for storing the data output by the processor, and a display for displaying the data output by the processor.

[0204] In addition, the processor is connected to the main winch so that when it is determined that the diameter of the crushed stone pile to be formed is equal to the effective pile diameter, the vibratory compactor 13 is lifted upward.

[0205] The microphone 1311 of the present invention may include a sound sensor and an audio amplifier, or it may include only a sound sensor.

[0206] The audio analysis module, processor, memory, and display of this invention can be installed on the ground, and the audio analysis module can be connected to the microphone via a cable. Furthermore, the audio analysis module of this invention can be a Fourier transform to convert the vibration signal from the time domain to the frequency domain.

[0207] Compared to another patent application filed by the inventor regarding a pressure sensor mounted on the housing of a vibratory compactor, this invention can significantly extend the service life of the sound sensor. In other words, because the sound sensor 1311 is mounted inside the housing of the vibratory compactor, it is not subject to the pressure from the gravel packing and the vibrator, unlike the pressure sensor mounted on the housing, and is therefore less prone to damage.

[0208] Figure 11 The control flow of a first embodiment of controlling a vibratory oscillator for vibration encryption control is shown. This flow is mainly implemented by a processor and specifically includes:

[0209] Step S301: During the vibratory compactor's vibration of the crushed stone packing, the microphone detects the real-time vibration signal of the vibratory compactor housing.

[0210] Step S302: By converting the real-time vibration signal of the oscillator detected by the pickup into the frequency domain, the main frequency of the real-time vibration signal of the oscillator is obtained.

[0211] Step S303: Determine whether the main frequency of the real-time vibration signal of the vibratory impactor has reached or is close to the preset frequency.

[0212] Step S304: If the judgment result of step S302 is yes, determine that the diameter of the crushed stone pile to be formed is equal to the effective pile diameter.

[0213] Step S305: Raise the vibratory compactor upwards to vibrate and compact the crushed stone in the middle part of the vibratory crushed stone pile to form a crushed stone pile with a pile diameter equal to the effective pile diameter.

[0214] Step S306: If the judgment result of step S302 is negative, control the vibratory compactor to continue vibrating the crushed stone embedded in the soil layer around the crushed stone pile hole.

[0215] Figure 12 The control flow of a second embodiment for controlling the vibratory oscillator to perform vibration encryption control is shown, including:

[0216] Step S401: During the vibratory compaction of the crushed stone packing, the microphone detects the real-time vibration signal of the vibratory compactor housing to obtain the vibration signal of the front vibratory compactor detected by the microphone and the vibration signal of the rear vibratory compactor detected by the microphone.

[0217] Step S402: By converting the vibration signal of the front oscillator detected by the microphone in front and the vibration signal of the rear oscillator detected behind into the time domain to the frequency domain, the main frequency of the vibration signal of the front oscillator and the main frequency of the vibration signal of the rear oscillator are obtained.

[0218] Step S403: Determine whether the main frequency of the vibration signal of the rear vibrator is less than the main frequency of the vibration signal of the front vibrator.

[0219] Step S404: If the judgment result of step S403 is yes, then further determine whether the main frequency of the vibration signal of the vibrator detected later remains unchanged for a period of time.

[0220] Step S405: If the judgment result of step S404 is yes, then it is determined that the diameter of the crushed stone pile to be formed is greater than or equal to the effective pile diameter.

[0221] Step S405: Raise the vibratory compactor upwards to vibrate and compact the crushed stone in the middle part of the vibratory crushed stone pile to be formed, thereby finally forming a crushed stone pile with a pile diameter greater than or equal to the effective pile diameter.

[0222] Step S406: If the judgment result of step S403 or step S404 is negative, then control the vibratory compactor to continue vibrating the crushed stone embedded in the soil layer around the crushed stone pile hole.

[0223] It should be noted that one of the features of this invention is the introduction of the concept of effective pile diameter, which is the pile diameter of the crushed stone pile formed in the crushed stone pile hole that is tightly bonded to the soil layer around the hole and meets the requirements of vibratory compaction.

[0224] The effective pile diameter of the crushed stone pile of the present invention solves the technical problem that the crushed stone pile may not be able to bond tightly with the soil layer in the prior art.

[0225] 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 ultra-deep vibro-compacting stone piles under ultra-deep overburden in ultra-strong earthquake zones, comprising: The first detection element used to detect mast tilt parameters is installed inside the mast. A second detection element for detecting the skew parameter of the vibratory shock absorber is installed on the shock absorber. When using a vibratory compactor to perform vibratory compaction on the strata, the verticality of the vibratory compactor is analyzed based on the detected mast tilt parameters and vibratory compactor tilt parameters to determine whether the verticality of the vibratory compactor meets the requirements. If the verticality of the vibratory compactor does not meet the requirements, analyze the reasons for the deviation of the vibratory compactor, and control the mast and / or vibratory compactor according to the analysis results so that the vibratory compactor can carry out vibratory compaction construction with the required verticality to form vibratory crushed stone piles with effective pile diameter. During the vibro-compaction drilling process, the flow rate of the supplied water is controlled according to the current ground compaction, so that the vibro-compactor can perform vibro-compaction drilling at the target water pressure to form the gravel pile hole. After the vibro-compaction drilling is completed, gravel filler is placed into the gravel pile hole to form a vibro-compacted gravel pile with an effective pile diameter, which includes: During the vibratory compaction operation, a microphone located inside the vibratory compaction housing is used to detect the real-time vibration signal of the vibratory compaction as it vibrates the gravel embedded in the soil around the gravel pile hole. Based on the real-time vibration signal of the vibratory compactor detected by the microphone located inside the vibratory compactor housing, the vibratory compactor is controlled to vibrate the crushed stone pile, so that the diameter of the crushed stone pile formed by the vibratory compactor filling the crushed stone pile hole is equal to the effective pile diameter.

2. The method according to claim 1, wherein controlling the vibration of the vibratory compactor on the stone pile based on the real-time vibration signal of the vibratory compactor detected by a microphone located inside the vibratory compactor housing comprises: By converting the real-time vibration signal of the oscillator detected by the pickup into the frequency domain, the main frequency of the real-time vibration signal of the oscillator is obtained. Compare the main frequency of the real-time vibration signal of the vibratory impactor with a preset frequency; When the main frequency of the real-time vibration signal of the vibratory compactor reaches or approaches the preset frequency, it is determined that the diameter of the crushed stone pile to be formed is equal to the effective pile diameter, and the vibratory compactor is lifted upward to vibrate and compact the crushed stone in the middle part of the crushed stone pile to be formed, thereby finally forming a crushed stone pile with a pile diameter equal to the effective pile diameter. When the main frequency of the real-time vibration signal of the vibratory compactor is greater than the preset frequency, the vibratory compactor is controlled to continue vibrating the crushed stone embedded in the soil layer around the crushed stone pile hole.

3. The method according to claim 2, wherein the preset frequency is the pre-obtained main frequency of the vibrator vibration signal when the vibrator amplitude is reduced to the minimum.

4. The method according to claim 1, wherein controlling the vibration of the vibratory compactor on the stone pile based on the real-time vibration signal of the vibratory compactor detected by a microphone disposed inside the vibratory compactor housing comprises: By converting the vibration signal of the front vibrator detected by the microphone in front and the vibration signal of the rear vibrator detected behind into the frequency domain, the main frequency of the vibration signal of the front vibrator and the main frequency of the vibration signal of the rear vibrator are obtained. The dominant frequencies of the vibration signals of the preceding and following vibratory impactors were analyzed during the vibration period. When the main frequency of the vibration signal of the rear vibratory compactor is lower than that of the main frequency of the vibration signal of the front vibratory compactor and remains so for a period of time, it is determined that the diameter of the crushed stone pile to be formed is equal to the effective pile diameter. The vibratory compactor is then raised to vibrate and compact the crushed stone in the middle part of the crushed stone pile to be formed, thus ultimately forming a crushed stone pile with a pile diameter equal to the effective pile diameter.

5. The method according to claim 1, wherein the mast skew parameters include the mast apex angle and the mast azimuth angle, and the vibratory impactor skew parameters include the vibratory impactor apex angle and the vibratory impactor azimuth angle.

6. The method according to claim 5, wherein analyzing whether the verticality of the vibratory compactor meets the requirements based on the detected mast skew parameters and vibratory compactor skew parameters includes: Based on the detected mast tilt parameters, determine whether the mast verticality meets the requirements; Based on the detected skew parameters of the vibratory impactor, determine whether the verticality of the vibratory impactor meets the requirements.

7. The method according to claim 6, wherein determining whether the mast verticality meets the requirements based on the detected mast tilt parameters includes: The detected mast apex angle and mast azimuth angle are compared with the preset mast apex angle threshold range and mast azimuth angle threshold range, respectively. Based on the comparison results, determine whether the verticality of the mast meets the requirements.

8. The method according to claim 7, wherein detecting the skew parameter of the vibratory shock absorber using a second detection element mounted on the shock absorber comprises: The apex angle and azimuth angle of the shock absorber are obtained through the second detection element; The obtained apex angle and azimuth angle of the shock absorber are determined as the apex angle and azimuth angle of the vibratory impactor.

9. The method according to claim 8, wherein determining whether the verticality of the vibratory impactor meets the requirements based on the detected skew parameter of the vibratory impactor includes: The detected apex angle and azimuth angle of the vibrator are compared with the preset threshold ranges for the apex angle and azimuth angle, respectively. Based on the comparison results, determine whether the verticality of the vibratory impactor meets the requirements.

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