Pile Formation Method in Vibro-Stone Pile Construction

Abstract

The present invention discloses a method for forming a pile body during construction using a vibro-stone pile machine, comprising: obtaining the depth of the material surface in the pile hole formed during construction before stone is placed; placing stone into the pile hole after the material surface depth has been measured to form a section of loose pile body; measuring and calculating the material surface depth of the formed loose pile body, and using the height difference between the material surface depths before and after the stone is placed to calculate the average filler amount per linear meter of the loose pile body; vibro-compacting the loose pile body to form a dense pile body; using the average filler amount and the density coefficient, calculating the average pile diameter per linear meter of the dense pile body; and adjusting the vibration parameters of the vibro-stone pile machine based on a comparison result of the average pile diameter of the dense pile body with a preset pile diameter to form a dense pile body that meets the pile diameter requirements. The method of the present invention can form a vibro-compacted stone pile body with uniform and continuous pile diameter, solving the problem in the art of poor continuity and easy breakage or dislocation of vibro-compacted stone pile bodies formed by vibro-compacting construction in medium-coarse sand layers and areas prone to strong earthquakes.

Description

Technical Field

[0001] The invention relates to the technical field of pile driver construction, and in particular to a pile body forming method in the construction of a vibro-stone pile driver. Background Art

[0002] The vibro-compacted gravel pile technology has been widely used due to its advantages such as outstanding construction quality, simple construction technology, low construction cost, and wide sources of filling materials.

[0003] During vibro-compacted stone pile construction, real-time measurement of pile diameter after loading is a key challenge in automating the vibro-compacting process. While common sense suggests that the diameter of a vibro-compacted stone pile is closely related to the stratum conditions, this inevitably leads to significant unevenness in pile diameter. In strata such as medium-coarse sand, the vibro-compacting process also produces a compaction effect, which can hinder the spread of the stone filler and result in a pile diameter that is too small. Conversely, in strata such as lacustrine sedimentary silt, the limited surrounding constraints result in a large amount of filler being introduced, making compaction difficult. This manifests as an apparent low density current. In this situation, two measures are often adopted: reducing the density current standard or increasing the filler size. The former lacks objective evidence and is heavily influenced by human factors, while the latter results in excessively large pile diameters, leading to even pile stagger. Currently, no effective treatment options exist. In engineering practice, a common approach is to inject a large amount of stone at once, maximizing the height difference within the hole to achieve a uniform effect. However, this approach is not ideal. While this fuzzy approach is fine for conventional projects, it poses significant risks in areas prone to strong earthquakes. If a particularly strong earthquake strikes and the excess pore water pressure in the stratum needs to be reduced to a safe level, the continuity of the pile itself becomes a critical issue. The undersized pile diameter in the medium-coarse sand layer, caused by the pre-densification effect during vibro-compaction drilling, becomes the weakest link. Once the pile is broken or dislocated during a strong earthquake, the vertical upward drainage effect of the excess pore water below the vibro-compacted gravel pile decreases dramatically, increasing the possibility of liquefaction and severely reducing the engineering effectiveness of the vibro-compacted gravel pile, posing a threat to the overall operation of the project. Summary of the Invention

[0004] The purpose of the present invention is to solve the above problems and provide a pile body forming method in the construction of a vibro-stone pile machine, which can form a vibro-stone pile body with uniform and continuous pile diameter, and solves the problem in the field that the vibro-stone pile body formed by vibro-construction in medium-coarse sand layers and areas prone to strong earthquakes has poor continuity and is easily broken or misaligned under strong earthquake conditions.

[0005] To achieve the above-mentioned object of the present invention, the present invention provides a pile body forming method in the construction of a vibro-stone pile machine, which comprises:

[0006] Obtain the depth of the material surface in the pile hole formed by the vibratory stone pile machine before the stone is placed;

[0007] Put the stone into the pile hole after the material surface depth has been measured to form a loose pile body;

[0008] The depth of the material surface of the formed loose pile is measured and calculated to obtain the height difference of the material surface depth before and after the stone is placed, and the average filling amount per linear meter of the loose pile is calculated based on the height difference of the material surface depth before and after the stone is placed;

[0009] Performing vibratory compaction construction on the loose pile body to form a dense pile body, and calculating the average pile diameter per linear meter of the dense pile body using the average filler amount and the compaction coefficient;

[0010] The average pile diameter of the dense pile body is compared with a preset pile diameter, and the vibration parameters of the vibro-stone pile machine are adjusted according to the comparison result to form a dense pile body of the vibro-stone pile that meets the pile diameter requirements.

[0011] Preferably, the method of calculating the average filler amount per linear meter of the loose pile body by using the height difference of the material surface depth before and after the stone is added comprises:

[0012] Calculate the weight of the stone placed in the pile hole G2;

[0013] Calculate the volume V2 of the stone in the pile hole using the calculated weight G2 of the stone placed in the pile hole and the previously obtained loose packing density ρ1 of the stone;

[0014] The average filling amount per linear meter of loose pile body is calculated using the stone accumulation volume V2 in the pile hole and the height difference of the material surface before and after the stone is added.

[0015] Preferably, the loose packing density ρ1 of the stone is the ratio of the weight to volume of the stone to be put in.

[0016] Preferably, comparing the average pile diameter of the pile body section with a preset pile diameter, and adjusting the vibration parameters of the vibratory stone pile crusher according to the comparison result includes:

[0017] The average pile diameter d0 of this section of pile body is compared with the preset pile diameter d s Make comparisons;

[0018] If the average pile diameter d0 is greater than or equal to the preset pile diameter d s , then the vibro-stone pile machine will perform vibro-filling operations according to the original vibro-filling parameters;

[0019] If the average pile diameter d0 is smaller than the preset pile diameter d s , then the vibro-stone pile machine needs to use the adjusted vibration parameters to carry out the vibration pile expansion operation.

[0020] Preferably, if the average pile diameter d0 is smaller than the preset pile diameter d s , then the vibro-stone pile machine needs to use the adjusted vibration parameters to perform the vibro-pile expansion operation including:

[0021] If d0<0.5d s , the following vibro-compaction parameters are used for vibro-compaction construction:

[0022] Vibro-densification current: greater than the preset current 30-50A, and less than or equal to 90% of the rated current; water pressure: greater than 1MPa; air pressure: greater than 0.7MPa;

[0023] If 0.5d s <d0<0.8d s , the following vibro-compaction parameters are used for vibro-compaction construction:

[0024] Vibro-densification current: greater than the preset current 20-30A, and less than or equal to 90% of the rated current; water pressure: 0.7-0.8MPa; air pressure: 0.5-0.6MPa;

[0025] If 0.8d s <d0<d s , the following vibro-compaction parameters are used for vibro-compaction construction:

[0026] Vibro-densification current: greater than the preset current 10-20A, and less than or equal to 90% of the rated current; water pressure: 0.5-0.6MPa; air pressure: 0.3-0.4MPa.

[0027] Preferably, the vibration parameters include vibration current density, water pressure of the downstream water and air pressure of the downstream air.

[0028] Preferably, when the stone to be placed is placed into the pile hole after the material surface depth has been measured, obtaining the actual weight of the stone placed into the pile hole includes:

[0029] Acquiring first weight information of a plurality of loaders when loaded with stones to be dropped and location information of the plurality of loaders in a polling manner;

[0030] According to the acquired position information of the multiple loaders, the loaders located in the pile hole feeding area are controlled to sequentially drop the loaded stones into the pile holes, so as to obtain second weight information of the loaders after dropping the stones;

[0031] The weight of the stones dropped into the pile hole by each loader in each bucket is obtained based on the first weight information and the second weight information of each loader, and the actual weight of the stones dropped into the pile hole is obtained by accumulating the weight of the stones dropped into the pile hole in each bucket of multiple loaders.

[0032] Preferably, when the vibratory stone pile machine is used to form the pile hole, the pile hole needs to meet the verticality requirement.

[0033] Compared with the prior art, the pile forming method in the construction of the vibro-stone pile machine of the present invention has the following advantages:

[0034] 1. The method of the present invention can form a vibro-compacted crushed stone pile body with uniform and continuous pile diameter, solving the problem of poor continuity of vibro-compacted crushed stone pile bodies formed by vibro-compacted construction in medium-coarse sand layers and areas prone to strong earthquakes, and easy to break or stagger under strong earthquake conditions.

[0035] 2. The method of the present invention can realize automatic loading and dynamic real-time measurement of stones in the construction of vibratory stone crushing pile machine. It is easy to operate and has accurate measurement. It can synchronize local and remote weighing data and automatically monitor, effectively ensure quality, improve work efficiency and save manpower.

[0036] 3. For complex strata with deep coverage, the present invention accurately controls the vibration parameters of the vibro-stone pile machine according to the density of different strata, ensuring the smooth completion of deep-hole vibro-pile construction in complex strata, thereby solving the problem of vibro-pile construction in strata with deep coverage of more than 50 meters in areas prone to strong earthquakes.

[0037] The present invention will be described in detail below with reference to the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0038] Figure 1 is a perspective view of a vibro-stone pile machine in the method of the present invention from one perspective;

[0039] Figure 2 is a perspective view of the vibro-stone pile machine from another perspective in the method of the present invention;

[0040] Figure 3 This is a partial enlarged view of the holding connection section of the drill pipe verticality maintaining device of the present invention;

[0041] Figure 4 This is a schematic diagram of the first structure of the drill rod verticality maintaining device of the present invention;

[0042] Figure 5 This is a schematic diagram of the second structure of the drill rod verticality maintaining device of the present invention;

[0043] Figure 6 It is a structural schematic diagram of the drill rod system of the present invention;

[0044] Figure 7 is a partial schematic diagram of the drill rod system of the present invention;

[0045] Figure 8 This is a schematic structural diagram of the connection between the working section of the drill rod system and the vibrator system of the present invention;

[0046] Figure 9 This is a first schematic block diagram of the verticality adjustment principle of the present invention;

[0047] Figure 10 This is a second schematic block diagram of the verticality adjustment principle of the present invention;

[0048] Figure 11 is a schematic block diagram of a mast verticality maintaining device according to the present invention;

[0049] Figure 12 is a schematic block diagram of the verticality detection mechanism of the present invention;

[0050] Figure 13 This is a flow chart of forming a pile body during construction of a vibro-stone pile machine according to the present invention;

[0051] Figure 14 It is a schematic diagram of the loader, vibro-stone pile driver, and remote control system;

[0052] Figure 15 This is a flow chart of the remote control system controlling the loader to feed materials into the pile hole;

[0053] Figure 16 It is a schematic diagram of the communication between the loader and the remote control system;

[0054] Figure 17 This is a flow chart of the weight measurement when the loader puts stones into the pile hole. DETAILED DESCRIPTION

[0055] like Figure 1 、 Figure 2 , which are perspective views of the vibro-stone pile driver used in the method of the present invention from two perspectives. As can be seen from the figures, the vibro-stone pile driver of the present invention includes a hoisting system 100, a drill rod system 200, a vibrator system 400 and an automatic feeding system 500.

[0056] The hoisting system 100 includes a main unit 101 of a vibro-stone pile crusher, a mast 102 connected to the main unit, and a main hoisting device 501 installed at the rear end of the main unit 101. The drill rod system 200 is hoisted by the wire rope of the main hoisting device 501 and the mast 102 so that the drill rod system can be placed vertically under the action of its own weight.

[0057] An automatic feed system 500 is installed on the main unit 101. This system is mounted at the rear of the main unit 101 of the hoisting system 100 and serves as a counterweight for the main unit 101. The automatic feed system 500 includes an air hose hoist 502, a cable hoist 503, and a water hose hoist 504. These three devices are configured to feed synchronously with the main hoist 501.

[0058] The drill rod system 200 comprises a connection section 201 at the top for connecting to the wire rope of the main hoisting device 501, a support section 202 in the middle and a working section 203 at the bottom for connecting to the vibrator system 400 (usually, as shown in FIG. Figure 8 As shown, a shock absorbing assembly is placed between the working section 203 and the vibrator system 400). The drill rod system 200 uses a telescopic guide rod of the prior art, so that the axial length of the drill rod system 200 can be adjusted to change the lowering or raising position of the vibrator system relative to the ground. Figure 6 、 Figure 7 As shown, the drill rod system 200 comprises multiple layers of casing, which are sequentially connected from the inside out. The connecting section 201 is the top layer of casing, the working section 203 is the bottom layer of casing, and the supporting section 202 includes one or more layers of intermediate casing. Adjacent layers of casing can be connected using a conventional connection structure, which allows for smooth axial sliding of the adjacent layers and prevents them from twisting against each other. During operation, the number and length of the multiple layers of casing in the drill rod system can be determined based on actual use. For example, four or more layers of casing can be used, with each layer of casing being 18-25 meters long (the top layer of casing can be even longer). During use, the length of the multiple layers of casing in the drill rod system can be extended or shortened. When the multiple layers of casing of the telescopic guide rod are fully extended, the total length of the telescopic guide rod can reach 72 meters or even longer. Therefore, the vibro-rock pile driver of the present invention can be used to vibrate and drill holes in strata deeper than 50 meters. It should be noted that the coaxiality of each two adjacent layers of casing is the same when connected, that is, the multiple layers of casing are coaxial after being extended, so that during the vibro-floating construction process, each layer of casing is perpendicular to the pile hole.

[0059] In the process of vibrating the ground using the above-mentioned vibratory stone pile machine, the vibratory stone pile hole is first formed by vibrating through the vibrator system, and then stones are gradually placed into the formed pile hole by the loader. During the process of placing the stones, the vibratory stone pile is compacted by the vibrator system to form a dense pile body.

[0060] The following describes in detail the process of forming a pile body using a vibratory stone pile machine.

[0061] First, a vibratory construction system is used to vibrate the stone pile hole. Because the vibrators of the stone pile machine operate in an environment of gravel, sand, and mud, the vibrators of the vibratory system 200 are prone to deflection during the vibratory construction of complex formations greater than 50 meters in depth. If they encounter hard formations, the vibrators can easily deflect during the vibration process, causing the pile hole to tilt. This can lead to construction failure and significant losses. This is especially true when constructing in formations such as medium-coarse sand layers in areas prone to strong earthquakes. Pile hole tilting caused by pile hole deflection can cause immeasurable losses. In order to avoid the vibrator from deflecting during the vibration process, the present invention arranges the drill rod system of the vibratory stone pile machine in parallel with the mast of the hoisting system, so that the vibrator system connected to the bottom of the drill rod system is parallel to the mast. By ensuring the verticality of the mast, the verticality of the vibrator system can be ensured. When the vibrator is used to perform vibration hole construction, the verticality of the mast relative to the main machine located on the horizontal plane is detected in real time, and the verticality of the mast is adjusted accordingly based on the detection result to ensure that the verticality of the mast meets the requirements, so that the vibrator arranged parallel to the mast can vibrate the construction stratum downward with the required verticality to form a vibratory stone pile hole.

[0062] Specifically, the present invention ensures that the vibrator can vibrate downwards on the construction stratum with a verticality that meets the requirements and form a vibratory gravel pile hole through the vibrator vertical holding system 300.

[0063] like Figure 1-Figure 5 As shown, the vibrator vertical maintaining system 300 of the present invention includes: a mast verticality maintaining device for ensuring that the verticality of the mast of the vibrator relative to the main machine located on the horizontal plane during vibration hole construction meets the requirements, so that the vibrator can vibrate downward at the pile point to be constructed in the construction stratum with the required verticality to form a vibrated gravel pile hole; and a drill rod verticality maintaining device for placing the mast of the drill rod system and the hoisting system in parallel, so that the vibrator system connected to the bottom of the drill rod system is parallel to the mast.

[0064] Among them, Figure 11 As shown, the mast verticality maintaining device includes: a verticality detection mechanism for real-time detection and processing of the verticality of the mast relative to the main machine located on the horizontal plane when vibratory drilling construction is carried out by the vibrator; and a mast angle adjustment mechanism for adjusting the verticality of the mast accordingly according to the detection result of the verticality detection mechanism so that the verticality of the mast meets the requirements.

[0065] The verticality detection mechanism used in the present invention is as follows Figure 12As shown, it includes the following modules: an inclination detection module for obtaining the inclination angle of the mast relative to the main machine by performing real-time detection on the inclination angle of the mast relative to the main machine placed on a horizontal plane; a deviation data calculation module for obtaining the deviation data of the verticality of the mast relative to the main machine (referred to as mast verticality) by calculation after obtaining the inclination angle of the mast relative to the main machine; a verticality comparison module for determining whether the mast verticality needs to be adjusted based on the obtained deviation data of the mast verticality; and a sending module for sending the comparison result to a controller so that the controller can control the mast angle adjustment mechanism to perform corresponding actions to adjust the mast verticality according to the comparison result.

[0066] The tilt detection module is placed inside the mast (not shown in the figure). Preferably, the tilt detection module is placed inside the mast near the lower end of the 1 / 5 position to more accurately detect the tilt angle of the mast. The tilt detection module can be a tilt sensor or other components in the prior art that can detect tilt and process data.

[0067] Among them, the deviation data calculation module can be Figure 9 The deviation data is obtained in the manner shown, that is, after the verticality of the mast is detected in real time by the tilt detection module, the tilt angle of the mast relative to the main engine is obtained, and then the tilt angle is subtracted by 90 degrees to obtain the vertical deviation value of the mast relative to the main engine.

[0068] Alternatively, the deviation data calculation module can also be used as follows Figure 10 The deviation data is obtained in the manner shown, that is, after the verticality of the mast is detected in real time by the tilt detection module, the tilt angle of the mast relative to the main engine is obtained, and then the absolute value of the tilt angle is subtracted by 90 degrees to obtain the absolute value of the vertical deviation value of the mast relative to the main engine.

[0069] After obtaining the deviation data of the mast verticality, a comparison module is used to determine whether the mast verticality needs to be adjusted. The comparison module compares the obtained deviation data of the mast verticality with the preset threshold interval of the mast verticality set in advance, and obtains the corresponding comparison result. The comparison process is as follows: After obtaining the real-time deviation data of the mast verticality, it is determined whether the deviation data is within the preset threshold interval; if the deviation data exceeds the preset threshold interval, the mast verticality needs to be adjusted, and the relevant information on the direction and size of the mast adjustment is determined; if the deviation data does not exceed the preset threshold interval, the mast verticality does not need to be adjusted. The preset threshold interval represents the range of the maximum and minimum angles that the mast can tilt relative to the vertical plane. The above data processing process is performed by a pre-stored program.

[0070] After the comparison module obtains the comparison result, it transmits it to the controller via the transmission module. Based on the comparison result, the controller controls the mast angle adjustment mechanism to perform corresponding actions to adjust the mast verticality. Specifically, when the verticality detection mechanism's detection results indicate that mast verticality needs to be adjusted to meet the required verticality, i.e., when the deviation data exceeds a preset threshold and mast verticality needs to be adjusted to meet the required verticality, the controller controls the mast angle adjustment mechanism to perform corresponding actions to adjust the mast verticality to meet the required verticality. The controller is a PLC controller.

[0071] It should be noted that when the verticality of the mast needs to be adjusted, the controller first controls the vibrator system to stop the vibration construction, and lifts the vibrator system through the lifting system. Then, it controls the mast angle adjustment mechanism to perform corresponding actions to adjust the verticality of the mast to meet the requirements.

[0072] The mast angle adjustment mechanism of the present invention includes: a correction cylinder whose piston rod is connected to the mast, and whose cylinder body is installed on the main machine; and a proportional valve connected to the correction cylinder. During design, the verticality of the mast can be adjusted by one correction cylinder, or by a pair of correction cylinders, or by multiple pairs of correction cylinders. The action of the correction cylinder is controlled by a proportional valve, which is connected to a PLC controller. The PLC controller feedback signal controls the size and direction of the proportional valve opening in a closed loop, thereby controlling the correction cylinder to adjust the tilt direction and tilt size of the mast, and keeping the verticality of the mast within the preset threshold range that meets the requirements.

[0073] Since the verticality of the mast meets the requirements, the vibrator can vibrate downwards on the construction stratum with the required verticality during the vibratory hole-making construction, and form a vibratory gravel pile hole that meets the verticality requirements.

[0074] The present invention not only ensures that the verticality of the mast meets the requirements through the mast verticality maintaining device during the vibrator vibration hole construction, thereby allowing the vibrator to vibrate the construction stratum downward with the required verticality to form a vibrated gravel pile hole, but also uses the drill rod verticality maintaining device to place the drill rod system and the mast of the lifting system in parallel, thereby making the vibrator system connected to the bottom of the drill rod system parallel to the mast. Further, when the verticality of the mast meets the requirements, the verticality of the vibrator system can always meet the requirements, so that a pile hole that meets the verticality requirements can be constructed.

[0075] Among them, the drill rod verticality maintaining device for applying horizontal constraint force and vertical guiding force to the drill rod system includes: a support frame connected to the drill rod system for applying horizontal constraint force and vertical guiding force to the connecting section of the drill rod system; and a fixing frame connected to the support frame and the mast respectively for fixing the support frame to the mast.

[0076] Specifically, the support frame can be used as follows Figure 4 The first structure shown comprises a pair of vertically parallel columns 303, a horizontal frame 301 perpendicularly connected to the tops of the columns 303 and extending outward, and a pair of reinforcing columns 302 connected at both ends to the columns 303 and the bottom surfaces of the horizontal frame 301. A circular through-hole is defined in the horizontal frame 301, which is connected to the drill rod system connecting section 201. During design, multiple vertically extending slots 306 can be defined on the inner wall of the circular through-hole. Accordingly, multiple connecting ribs 204 extending along the length of the drill rod system connecting section 201 are provided on the outer wall of the horizontal frame. The slots 306 on the horizontal frame are connected to the connecting ribs 204 on the outer wall of the connecting section 201 with a clearance fit, allowing the drill rod system connecting section to slide vertically within the through-hole after passing through it. In this way, the lower portion of the drill rod system connecting section 201 passes through the through-hole in the horizontal frame 301, and the connecting ribs 204 on the outer wall of the connecting section are placed in the retaining grooves 306. The through-hole and retaining grooves in the horizontal frame 301 exert a horizontal restraining force and a vertical guiding force on the connecting section, thereby applying a certain degree of rigidity to the connection of the connecting section, ensuring that the drill rod system is always parallel to the mast, and thus the vibrator system connected to the drill rod system is parallel to the mast. During the vibratory construction process of the vibrator system, when the drill rod verticality maintaining device ensures that the mast meets the required verticality, the vibrator system can vibrate to create a pile hole that meets the verticality requirements.

[0077] Of course, multiple connecting ribs extending in the vertical direction can also be set on the inner wall of the circular through hole, and slots (not shown in the figure) that cooperate with the multiple connecting ribs can be fixed on the outer wall of the drill pipe system connecting section 201. By cooperating with the connecting ribs and the slots, the horizontal frame applies a certain rigid constraint force to the connecting section.

[0078] Furthermore, the support frame of the present invention can also be used as follows Figure 5 The second structure shown is based on the first structure, and further has baffles 308 on both sides of the upper surface of the horizontal frame 301 near the edges to provide safety protection for maintenance personnel when maintaining the drill pipe verticality maintaining device and the drill pipe system.

[0079] The horizontal frame 301 of the present invention can be an integrated structure. Further, in order to facilitate the connection and maintenance of the connecting section of the drill pipe system and the horizontal frame 301, the horizontal frame 301 can also be configured to be composed of two parts (such as Figure 4 The two parts each have half a through hole, and the two parts are connected together by a hinge and a lock 305 to form a complete circular through hole.

[0080] The fixing frame 307 connected to the support frame and the mast 102 respectively comprises a vertical connecting frame connected to the mast 102 and a pair of upper connecting ears and a pair of lower connecting ears respectively fixedly connected to the upper and lower ends of the vertical connecting frame and perpendicular to the vertical connecting frame. Correspondingly, a pair of upper connecting ears and a pair of lower connecting ears are also provided at the upper and lower ends of the support frame, such as Figure 4 As shown, a pair of upper connecting ears of the support frame are provided on both sides of the end of the horizontal frame 301 away from the through hole, and a pair of lower connecting ears of the support frame are provided on a pair of uprights 303. The upper and lower connecting ears of the support frame are respectively connected to the upper and lower connecting ears of the fixing frame 307 via pins 304, thereby connecting the support frame and the fixing frame together. Of course, to improve the connection strength between the fixing frame and the support frame, more connecting ears or connecting plates can also be provided.

[0081] Compared to the prior art vibro-rock pile driver with a telescopic guide rod, although the prior art vibro-rock pile driver has an annular frame on the mast, the function of the annular frame is to protect the outer periphery of the telescopic guide rod (there is a large gap between the annular frame and the maximum outer diameter of the telescopic guide rod) to prevent the telescopic guide rod and the vibrator from colliding with the mast during the lowering process, thereby causing damage to the components, and to prevent the vibrator from colliding with the mast due to excessive shaking during the vibratory construction. It can be seen that the annular frame cannot solve the problem of pile hole tilt caused by the vibrator during vibratory construction. The present invention adopts a drill rod verticality maintaining device to provide a rigid constraint force in the horizontal plane and a guiding force in the vertical direction to the connecting section of the drill rod system, which can ensure that the drill rod system is parallel to the mast. Therefore, under the condition that the verticality of the mast is guaranteed, the verticality of the drill rod system and the vibrator system is guaranteed, and a pile hole with verticality that meets the requirements can be vibrated.

[0082] Furthermore, in order to determine the position of the holding connection section according to the length of the drill rod system connection section, the hoisting system of the present invention further arranges an adjusting cylinder 103 (such as Figure 3 As shown, the piston rod of the adjustment cylinder 103 extends vertically downward, parallel to the mast, with its distal end fixedly connected to the fixing bracket 307. The vertical connecting bracket of the fixing bracket 307 is connected to the mast 102 by a sliding fit. Adjusting the extension and contraction of the cylinder 103 adjusts the position of the fixing bracket 307 on the mast, thereby adjusting the position of the drill pipe verticality maintaining device on the drill pipe system connection section, thereby ensuring that the vibrator system maintains the required verticality during vibration.

[0083] In summary, the present invention uses the above-mentioned vibro-stone pile machine to perform vibro-construction to form a vibro-stone pile hole that meets the verticality requirement for placing stones, including the following steps:

[0084] S01. Place the drill rod system and the mast of the hoisting system in parallel so that the vibrator system connected to the bottom of the drill rod system is parallel to the mast;

[0085] When lowering the drill rod system and vibrator system using the hoisting system, the verticality of the drill rod system relative to the main engine is controlled so that the vibrator system, which is lowered along with the drill rod system, is parallel to the mast. The verticality of the drill rod system is controlled by applying horizontal restraining forces and vertical guiding forces to the drill rod system.

[0086] It should be noted that the main machine of the vibratory stone pile crusher should be placed on a level ground, and the ground should have sufficient bearing capacity to keep the main machine of the vibratory stone pile crusher level. To ensure that the main machine remains level, a theodolite can be used to assist in calibration to keep the main machine in a horizontal and vertical state.

[0087] Because the drill pipe system consists of a connecting section, a supporting section, and a working section, and the connecting section is suspended from the mast via the first wire rope, when applying horizontal restraining forces and vertical guiding forces to the drill pipe system, these restraining forces are applied to the connecting section. Applying horizontal restraining forces and vertical guiding forces is a method of applying these forces to the connecting section via the drill pipe verticality maintaining device.

[0088] The horizontal restraining force and vertical guiding force applied to the connection section by the drill pipe verticality maintaining device include:

[0089] The fixing frame of the drill pipe verticality maintaining device is connected to the supporting frame through multiple pins;

[0090] The fixing frame is installed on the mast, and the connecting section of the drill rod system is passed through the through hole of the supporting frame, so that the horizontal restraining force and the vertical guiding force are applied to the connecting section through the supporting frame.

[0091] When the horizontal frame of the support frame is formed by butting together two parts, the lock can be opened, so that the part of the support frame away from the mast is in an open state relative to the other part closer to the mast. After a portion of the drill rod system connecting section passes through the through hole of the support frame, the two parts are butted together and locked with the lock, thereby providing a rigid constraint on the connecting section. Preferably, the position where the connecting section is constrained is close to the connection between the connecting section and the support section.

[0092] Alternatively, when the position of the drill rod verticality maintaining device on the mast is adjustable, applying the horizontal restraining force and the vertical guiding force to the connecting section through the drill rod verticality maintaining device further includes:

[0093] Before or after the fixing frame of the drill pipe verticality maintaining device is connected to the supporting frame through a plurality of pins, the method further includes:

[0094] Connect the fixing bracket to the piston rod of the adjusting cylinder;

[0095] According to the required clamping position of the drill pipe system connection section, the piston rod of the adjustment cylinder is controlled to extend and retract, so as to adjust the vertical position of the fixed frame on the mast through the piston rod until the drill pipe verticality maintaining device reaches the required position.

[0096] The drill rod verticality retention device allows the drill rod system to be positioned parallel to the mast of the hoisting system, thereby aligning the vibrator system, connected to the bottom of the drill rod system, with the mast. When the mast verticality meets the requirements, the vibrator system can vibrate the ground to the required verticality to form the pile hole.

[0097] S02. When vibrating the construction site with the vibrator system, the verticality of the mast relative to the main machine on the horizontal plane meets the requirements, so that the vibrator can vibrate the construction stratum downward with the required verticality to form the vibrating gravel pile hole.

[0098] After the drill rod system, the vibrator system and the mast of the hoisting system are paralleled by the drill rod verticality maintaining device, the vibrator system is used to perform vibratory construction on the stratum. During the vibratory construction, the verticality of the mast relative to the main machine located on the horizontal plane must meet the requirements so that the vibrator can vibrate downward on the construction stratum with the required verticality to form a vibratory gravel pile hole. The process includes the following steps:

[0099] S021. During vibratory construction using the vibratory impactor system, the verticality of the mast relative to the main machine on the horizontal plane is detected in real time to obtain real-time deviation data of the verticality of the mast;

[0100] During the vibratory drilling construction process using a vibrator, the verticality of the mast relative to the main machine located on the horizontal plane is detected and processed in real time, including: obtaining the inclination angle of the mast relative to the main machine by real-time detection of the inclination angle of the mast relative to the main machine placed on the horizontal plane; after obtaining the inclination angle of the mast relative to the main machine, obtaining the real-time deviation data of the verticality of the mast relative to the main machine (referred to as mast verticality for short) through calculation.

[0101] After obtaining the inclination angle of the mast relative to the mainframe (i.e., the angle between the mast and the mainframe), the mast verticality deviation data can be obtained by calculation using the following method: after detecting the mast verticality in real time using the inclination detection module, the inclination angle of the mast relative to the mainframe is obtained, and then 90 degrees is subtracted from the inclination angle to obtain the deviation value of the mast verticality relative to the mainframe, which is the real-time deviation data of the mast verticality. Alternatively, the following method can be used: after detecting the mast verticality in real time using the inclination detection module, the inclination angle of the mast relative to the mainframe is obtained, and then 90 degrees is subtracted from the inclination angle and the absolute value is taken to obtain the absolute value of the deviation value of the mast verticality relative to the mainframe, which is the real-time deviation data of the mast verticality.

[0102] S022. Determine whether the mast verticality needs to be adjusted based on the obtained real-time deviation data of the mast verticality;

[0103] After obtaining the real-time deviation data of the mast verticality through calculation, it is determined whether the mast verticality needs to be adjusted based on the real-time deviation data, that is, whether the deviation data is within the preset threshold range. If the deviation data exceeds the preset threshold range, the mast verticality needs to be adjusted. If the deviation data does not exceed the preset threshold range, the mast verticality does not need to be adjusted.

[0104] Specifically, after obtaining the real-time deviation data of the mast verticality, a comparison module is used to determine whether the mast verticality needs to be adjusted. The comparison module compares the obtained deviation data of the mast verticality with a preset threshold range of the mast verticality set in advance, and obtains a corresponding comparison result. The comparison process is as follows: after obtaining the real-time deviation data of the mast verticality, it is determined whether the deviation data is within the preset threshold range; if the deviation data exceeds the preset threshold range, the mast verticality needs to be adjusted, and the relevant information of the direction of adjustment (i.e., whether the mast needs to be tilted forward or backward) and the size of the adjustment is determined; if the deviation data does not exceed the preset threshold range, the mast verticality does not need to be adjusted. The preset threshold range represents the range of the maximum and minimum angles that the mast can tilt relative to the vertical plane.

[0105] S023. If the verticality of the mast needs to be adjusted, adjust the verticality of the mast to meet the requirement so that the vibrator system can vibrate downwards on the construction stratum with the required verticality and form vibratory gravel pile holes.

[0106] The comparison result obtained is that the deviation data of the mast verticality exceeds the preset threshold range and the mast verticality needs to be adjusted to meet the requirements. The comparison result is sent to the PLC controller, and the controller controls the mast angle adjustment mechanism to perform corresponding actions to adjust the mast verticality according to the comparison result so that the mast verticality meets the requirements.

[0107] Specifically, if the mast verticality needs to be adjusted, the controller first stops the vibratory system and raises it via the hoisting system. The mast angle adjustment mechanism then controls the mast to adjust its verticality to the required level. The PLC controls the opening size and direction of the proportional valve, which in turn uses the correction cylinder to adjust the mast's tilt relative to the mainframe, ensuring that the mast's verticality is within the required preset threshold. Finally, the raised vibratory system is lowered and continues vibratory construction on the ground.

[0108] With the above method, the telescopic guide rod system is rigidly connected, and its verticality is directly guaranteed by the mast vertical mechanism. If the verticality of the mast meets the requirements, the verticality of the drill rod system and the vibrator installed parallel to the mast will meet the requirements during the vibratory construction. The guide rod + vibrator system will remain vertical when encountering hard layers or large gravel. In engineering practice, vibratory construction is carried out on harder formations with a hole depth of more than 50 meters, especially formations with large gravel. This not only maintains the impact force on the hard layer and gravel, but also ensures the verticality of the pile hole. The probability of switching to rotary drilling or impact during construction is much lower than that of traditional methods (there is almost no need to switch to rotary drilling or hard hammering impact). It is far superior to traditional methods in terms of quality and work efficiency, effectively ensuring the uniformity and density of the subsequent vibratory gravel pile holes and the pile diameter of the vibratory gravel piles, making the vibratory gravel piles safe and well-performing. In addition, the vibro-compacted gravel piles formed can also constitute a good vertical drainage channel in the stratum, greatly reducing the drainage distance of excess pore water in the stratum, accelerating the dissipation of pore water pressure by several times or even dozens of times, and playing a vital role in controlling or suppressing the rise of excess pore water pressure, thereby fundamentally improving the composite foundation's ability to resist earthquake liquefaction and seismic effect.

[0109] After the pile hole that meets the verticality requirements is formed through the above steps, the hole is cleaned, and then multiple loaders are used to gradually put stones into the pile hole after the hole is cleaned. In the process of gradually putting the stones, the stones put into the pile hole are vibrated and densified by the vibrator system of the vibratory crushed stone pile machine, and the pile diameter of the formed pile body is obtained in real time during the vibratory densification construction process. The densification vibration parameters are adjusted in time by obtaining the pile diameter results, so that a complete pile body of the vibratory crushed stone pile with a continuous and uniform pile diameter that meets the requirements is formed from bottom to top through each section of the pile body after the densification process, thereby solving the problem of poor continuity of the vibratory crushed stone pile body formed by vibratory construction in medium-coarse sand layers and other strata in areas prone to strong earthquakes, and easy disconnection or staggering under strong earthquake conditions.

[0110] Among them, see Figure 13 After forming a pile hole that meets the verticality requirements and performing hole cleaning, the present invention automatically loads the pile with a loader and vibrates the pile using a vibratory stone pile machine to form a continuous and uniform pile body. The process is as follows:

[0111] Obtain the depth of the material surface in the pile hole formed by the vibratory stone pile machine before the stone is placed;

[0112] Put the stone into the pile hole after the material surface depth has been measured, measure the material surface depth of the pile section, and calculate the height difference of the material surface depth before and after the stone is put in;

[0113] Vibration-filled construction is performed on this section of stone to form a section of pile body. The average pile diameter per linear meter of this section of pile body is obtained by calculation according to the method specified in the specification;

[0114] The average pile diameter of the pile body in this section is compared with the preset pile diameter, and the vibration parameters of the vibro-stone pile machine are adjusted according to the comparison result to form a vibro-stone pile body that meets the pile diameter requirements.

[0115] The vibroth parameters include vibroth current density, water pressure, and air pressure. The vibroth current density refers to the actual current flowing through the vibrator motor when the vibrator system is operating. The water pressure is supplied by a water supply pipe extending from the bottom end of the vibrator after passing through the telescopic guide rod and vibrator. The water is ejected from the bottom end of the vibrator to pre-damage the formation. The air pressure is the air supplied to the bottom side of the bottom casing of the telescopic guide rod of the drill pipe system. Below the air pressure outlet are the shock absorber and vibrator.

[0116] Specifically, after the pile hole formed by the vibro-stone pile machine and meeting the verticality requirements is cleaned, multiple loaders are used to gradually place loose stones into the pile hole. During the gradual placement of the stones, the vibrator system of the vibro-stone pile machine vibrates and densifies the stones to compact the loose stones into a dense pile body. During construction, the stones placed at regular intervals (or at certain heights, only at regular intervals are described here) will form a section of pile body, and multiple sections of pile bodies are connected from bottom to top to form a uniform, continuous, and vertically-compliant vibro-stone pile. Accordingly, during the formation of the pile body over a period of time, the material surface depth before and after the stone is placed needs to be measured separately to obtain the height difference of the material surface in the loose state in the pile hole; then, this section of stone accumulation body is vibrated and densified to form a section of pile body, and then the average pile diameter of this section of pile body can be obtained by calculation according to the method specified in the specification.

[0117] When measuring the depth of the material surface before and after the stone material is placed in the pile hole formed by the vibro-stone pile driver, a method is adopted in which a material surface depth measuring device is provided on the auxiliary hoist of the vibro-stone pile driver. The auxiliary hoist is mounted at the rear of the main body of the vibro-stone pile driver (not shown in the figure). The auxiliary hoist is used to release a steel wire rope that can be extended into the pile hole formed by the vibro-stone pile driver. A weight can be hung at the end of the steel wire rope. A sensing element (such as a pressure sensor or an encoder) is mounted on the auxiliary hoist. When the weight strikes the upper surface of the stone material placed in the pile hole, the sensing element senses a corresponding change in the auxiliary hoist (such as a change in the pressure of the hydraulic oil supplied to the auxiliary hoist or a change in the output torque of the auxiliary hoist shaft). The change is transmitted to a controller, which calculates the material surface depth before and after the stone material is placed based on the change.

[0118] Before measuring the initial depth of the pile hole formed by the vibro-compacted stone pile machine before the stone is placed, the initial weight of the stone to be placed in the pile hole is measured to obtain the loose bulk density of the stone to be placed, and the weight of the stone to be placed is weighed to obtain the initial weight of the stone to be placed. After measuring the depth of the pile hole before the stone is placed, the loose stone to be placed is placed in the pile hole, and the depth of the loose material surface in the pile hole after the stone is placed is measured to obtain the height difference of the stone in the pile hole in a loose state, and then the average loose filler volume per linear meter of the pile body is determined. This section of the stone accumulation is then vibrated and densified to form a pile section. The average pile diameter of this section of the pile body is then calculated using the density coefficient method specified in the specification.

[0119] The following is a detailed explanation of the method for calculating the pile diameter before and after stone placement.

[0120] Before throwing the stones into the pile hole, the initial weight of the stones to be thrown into the pile hole is measured to obtain the loose bulk density of the stones:

[0121] Pile the stones to be placed in a cylinder with a diameter of 1m and a height of 1m. The surface is flat, and the volume V1 of the stones is calculated using the following formula:

[0122] V1=3.142*0.5 2 *1=0.7855m 3 (Formula 1)

[0123] By weighing the stone, the initial weight G1 (kg) of the stone is obtained, and the loose bulk density ρ1 of the stone is calculated according to the following formula:

[0124] ρ1=(G1 / 1000) / V1=G1*1.273*10 -3 cm 3 / g (Formula 2)

[0125] The material surface depth measuring device installed on the auxiliary winch device of the vibratory stone pile crusher is used to measure the initial depth h1 of the material surface before the stone to be placed into the pile hole. Then, the stone to be placed is poured into the pile hole, and the actual weight G2 poured into the pile hole and the accumulated volume V2 in the pile hole are recorded. The accumulated volume V2 is calculated as follows:

[0126] V2=G2 / ρ1 (Formula 3)

[0127] After obtaining the actual weight of the stone G2 and the accumulated volume V2 in the pile hole, the material surface depth h2 in the pile hole after the material is added is measured by the material surface depth measuring device; then, the average filling volume V per linear meter of the pile body is calculated. m, which is calculated by the following formula:

[0128] V m =V2 / (h1-h2) (Formula 4)

[0129] After obtaining the average filler amount per meter of pile body, the average pile diameter d0 is calculated using the following formula:

[0130] d0=2*sqrt(η*V m / 3.142) (Formula 5)

[0131] Where η is the density coefficient, which is generally 0.7-0.8 and is determined by the field test results.

[0132] When the stone to be placed is placed in the pile hole after the material surface depth has been measured, the actual weight of the stone placed in the pile hole is obtained including:

[0133] Acquiring first weight information of a plurality of loaders when loaded with stones to be dropped and location information of the plurality of loaders in a polling manner;

[0134] According to the acquired position information of the multiple loaders, the loaders located in the pile hole feeding area are controlled to sequentially drop the loaded stones into the pile holes, so as to obtain second weight information of the loaders after dropping the stones;

[0135] The weight of the stones dropped into the pile hole by each loader in each bucket is obtained based on the first weight information and the second weight information of each loader, and the actual weight of the stones dropped into the pile hole is obtained by accumulating the weight of the stones dropped into the pile hole in each bucket of multiple loaders.

[0136] Specifically, in the process of the loader putting stones into the pile hole, in order to realize automatic loading and dynamic real-time weight measurement of the stones and remotely monitor the feeding status, the present invention connects the vibroflotation construction management system in the remote central control room and all the loaders 700 loaded with stones to be put in the construction site through the wireless AP device 800 in the same local area network (such as Figure 14 、 Figure 16 As shown in the figure, each loader is equipped with a wireless signal transceiver to connect wirelessly with the host of the vibroflotation construction management system in the remote central control room. A set of PLC or ARM program communication ports (RS485 or 232 ports) is designed on the vibroflotation construction management system. Through the ARM MCU or PLC programming, the empty weight information of all loaders, the weighing information of each bucket of stone and the location information are remotely polled and received (as shown in the figure). Figure 15 The weighing information of each loader in different states is directly read from the loader without conversion error. By judging by the mark, all the loader data that meet the distance requirements are weighted (such as Figure 17As shown), a flag is set for the accumulated loaders to prevent repeated accumulation, so that the weight of multiple loaders loading materials into the same pile hole can be accumulated.

[0137] When calculating the actual weight of stones dropped into the same pile hole by multiple loaders within a certain period of time (if only one loader is used to drop stones into the pile hole within a certain period of time, the weight of stones dropped by one loader within the certain period of time is calculated, and the following only takes multiple loaders as an example for explanation), the remote vibroflotation construction management system obtains the first weight information of multiple loaders when they are loaded with stones to be dropped and the location information of the multiple loaders in a polling manner; then, based on the obtained location information of the multiple loaders, the loaders located in the pile hole feeding area are controlled to drop the loaded stones into the pile hole in turn, and the second weight information of each loader after dropping the stones is obtained; finally, based on the obtained first weight information and second weight information of each loader, the weight of stones dropped into the pile hole by each bucket of each loader is obtained, and the weight of stones dropped into the same pile hole by multiple loaders in a certain period of time is accumulated to obtain the total weight of stones dropped into the same pile hole by multiple loaders within a certain period of time, and the total weight of stones is the actual feeding weight.

[0138] To obtain the loader's location and number, the present invention installs a positioning element for locating the loader and an identification element for marking the loader's identity (e.g., number) on each loader. The positioning element and identification element can be based on existing technologies and will not be described in detail here. The location and number information of each loader can be transmitted to the remote vibroflotation construction management system.

[0139] In order to directly read the weighing information in different states from the loader to 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 empty weight of the loader when it is in an empty state without stones through the detection element, the first weight information and the second weight information after loading and unloading the stones are obtained based on the calibrated empty weight.

[0140] During implementation, a position switch can be installed on the loader, and the weight of the loader can be detected by the height of the position switch: first, the original height of the position switch when the loader is in an empty state without stones is used as a reference, and the weight of the internal hydraulic system of the loader is calibrated with standard weights, and the empty weight information of the calibrated empty loader is sent to the controller of the remote vibro-flotation construction management system (such as a PLC controller); when the loader is loaded with stones, the height of the position switch when fully loaded with stones is used as a reference, and the first weight information G1 displayed by the internal hydraulic system of the loader at the corresponding height is recorded, and the first weight information G1 is sent to the remote controller; and when the loader puts the stones into the pile hole, the height of the position switch after putting the stones is used as a reference, and the second weight information G2 displayed by the internal hydraulic system of the loader at the corresponding height is recorded, and the 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 obtain the weight G = |G2-G1| (i.e., the weight of the loader's single bucket) of the stone material dropped into the pile hole by each loader. Then, the weight of the single bucket of each loader dropped into the same pile hole is accumulated to obtain the total weight of the stone material dropped into the same pile hole by multiple loaders. The weight information corresponding to the position switch at different heights can be pre-tabulated and input into the remote vibroflotation construction management system. The correspondence between the position of the position switch and the weight is obtained through experiments. That is, before the formal construction, an on-site experiment is conducted. The controller determines the correspondence between the position of the position switch and the weight of the stone material loaded by the loader through analysis of the large amount of data obtained from the experiment.

[0141] Alternatively, a dedicated pressure 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. The pressure module can detect the oil pressure difference between the inlet and outlet of the main push cylinder at a fixed position when the loader is in different states. Through nonlinear calibration, the corresponding oil pressure difference that is linearly related to the loader's load capacity is obtained, thereby obtaining the oil pressure of the main push cylinder and the corresponding weight information through the oil pressure. Accordingly, the weight information corresponding to different oil pressure differences can be pre-tabulated and input into the remote vibroflotation construction management system. The correspondence between different oil pressure differences and weight is obtained through experiments. That is, before formal construction, experiments are conducted on site. The controller determines the correspondence between oil pressure differences and weight through analysis of the large amount of data obtained from the experiments.

[0142] The step of controlling the loader located in the pile hole feeding area to feed the loaded stone into the pile hole according to the acquired location information of the loader includes:

[0143] After obtaining the loader's position information, the position information is compared with the pile hole location information;

[0144] If the distance between the loader position and the pile hole position is less than or equal to the preset value, the loader is located in the feeding area of ​​the pile hole and can drop the loaded stone into the pile hole;

[0145] If the distance between the loader position and the pile hole position is greater than a preset value, the loader is not located in the feeding area of ​​the pile hole, and it needs to move toward the pile hole until it is located in the feeding area of ​​the pile hole.

[0146] The present invention utilizes the Beidou positioning system equipped on the loader to set a cumulative switch, that is, when the distance between the loader and the hole mouth of the pile hole is less than or equal to 5m according to the positioning element (such as the Beidou positioning antenna) installed on the loader cab, it is determined that the loader is located in the feeding area of ​​the pile hole, and the stone unloaded by the loader is put into the pile hole, thereby avoiding multiple recording and missing recording of the stone put into a single pile hole, ensuring dynamic real-time automatic measurement of the stone, and realizing remote real-time monitoring of the loader's loading weight.

[0147] After obtaining the average pile diameter per linear meter of the pile segment formed by the vibro-stone pile driver over a period of time (the period can be determined based on on-site material feeding conditions) using a loader to place stone into the pile hole and then performing intensified vibro-stone pile construction, the average pile diameter of the segment is compared with a preset pile diameter, and the vibro-stone pile driver's vibro-stone pile parameters are adjusted based on the comparison result. The preset pile diameter is the pile diameter obtained from on-site test piles using the preset vibro-stone pile parameters before construction.

[0148] The average pile diameter of the pile body in this section is compared with the preset pile diameter, and the vibration parameters of the vibratory stone pile crusher are adjusted according to the comparison results, including:

[0149] The average pile diameter d0 of this section of pile body is compared with the preset pile diameter d s Make comparisons;

[0150] If the average pile diameter d0 is slightly greater than or equal to the preset pile diameter d s , then the vibro-stone pile machine will perform vibro-filling operations according to the original vibro-filling parameters;

[0151] If the average pile diameter d0 is smaller than the preset pile diameter d s , then the vibro-stone pile machine needs to use the adjusted vibration parameters to carry out the vibration pile expansion operation.

[0152] It should be noted that during the process of vibrating and compacting a section of stone material placed in the pile hole to form a pile body using a vibro-stone pile machine, the average vibratory current or instantaneous vibratory current during this construction process can be used as the vibratory compaction current. Usually, the vibratory compaction current before adjustment is slightly less than or equal to the preset current. The vibratory compaction current during construction is related to the density of the current construction stratum. The controller is preset with a correspondence between the vibratory compaction current and the density of the stratum. The correspondence between the vibratory compaction current and the density of the stratum is obtained through testing. That is, before the formal construction, a test pile is first made on site. The controller determines the correspondence between the vibratory compaction current and the density of the stratum through analysis of a large amount of data obtained from the test pile. In addition, during the vibratory construction of the vibrator system, the vibrator motor also has a corresponding rated current to prevent the motor from burning out due to the rated current.

[0153] When the average pile diameter of the above-mentioned pile body is compared with the preset pile diameter, it is found that the average pile diameter d0 is smaller than the preset pile diameter d s The conclusion is that the density of the current construction stratum is relatively large, that is, the stratum is relatively hard, and the current vibration parameters, especially the vibration density current, are relatively small. Therefore, the vibration density current needs to be increased. That is, if the average pile diameter d0 is smaller than the preset pile diameter d s , then the vibro-stone pile machine needs to use the increased vibro-densification current for vibro-densification construction.

[0154] When vibratory compaction construction is carried out by using a vibratory stone pile machine with an increased vibratory compaction current, the stratum density corresponding to the increased vibratory compaction current, that is, the current stratum density, is determined. Then, based on the correspondence between the preset sewer pressure, sewer air pressure and stratum density, the sewer pressure and sewer air pressure corresponding to the current stratum density are found. Finally, the sewer flow rate for supplying sewer water and the sewer air flow rate for supplying sewer air are controlled so that the adjusted sewer pressure and sewer air pressure reach the required target pressures respectively, thereby utilizing the vibratory compaction system vibration, the increased vibratory compaction current, the target sewer pressure and the sewer air pressure to collaboratively complete the vibratory pile expansion construction.

[0155] The controller is pre-programmed with the corresponding relationship between water pressure, air pressure, and ground density. This relationship is determined through testing. Prior to construction, test piles were built on-site. The controller then analyzed the extensive data collected from the test piles to determine the relationship.

[0156] The following is the average pile diameter d0 is less than the preset pile diameter d s The vibro-pile expansion scheme used is described as follows:

[0157] If d0<0.5d s, indicating that the ground hardness is very high. At this time, the vibro-compacting current of the vibro-compacting motor should be increased to the maximum. The following vibro-compacting parameters can be used for vibro-compacting construction: the vibro-compacting current is greater than the preset current of 30-50A and less than or equal to 90% of the rated current; the water pressure is greater than 1MPa; the air pressure is greater than 0.7MPa;

[0158] If 0.5d s <d0<0.8d s , indicating that the ground hardness is medium, and the following vibration parameters can be used for vibration construction: the vibration density current is greater than the preset current of 20-30A and less than or equal to 90% of the rated current; the water pressure is 0.7-0.8MPa; the air pressure is 0.5-0.6MPa;

[0159] If 0.8d s <d0<d s , indicating that the hardness of the stratum is average, and the following vibration parameters can be used for vibration construction: the vibration density current is greater than the preset current of 10-20A and less than or equal to 90% of the rated current; the water pressure of the water is 0.5-0.6MPa; the air pressure of the air is 0.3-0.4MPa.

[0160] Through the above scheme, different vibration parameters are used to vibrate and expand piles according to different stratum conditions to ensure that the pile diameter meets the preset pile diameter requirements, thereby forming a continuous and uniform complete pile body from bottom to top.

[0161] 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 to fall within the scope of protection of the present invention.

Claims

1. A method for forming a pile body in a vibro-stone pile construction process, wherein the pile body is formed by connecting multiple pile segments from bottom to top within a pile hole formed by the vibro-stone pile construction process, and the process of forming each pile segment comprises: Obtain the depth of the material surface in the pile hole before the stone is placed; Put the stone into the pile hole after the material surface depth has been measured to form a loose pile body; The depth of the material surface of the formed loose pile is measured and calculated to obtain the height difference of the material surface depth before and after the stone is placed, and the average filling amount per linear meter of the loose pile is calculated based on the height difference of the material surface depth before and after the stone is placed; Performing vibratory compaction construction on the loose pile body to form a dense pile body, calculating the average pile diameter per linear meter of the dense pile body using the average filler amount and the compaction coefficient, comparing the average pile diameter with the preset pile diameter, and adjusting the vibration parameters of the vibratory crushed stone pile machine based on the comparison result to form a dense pile body of the vibratory crushed stone pile that meets the pile diameter requirements; If the average pile diameter d0 is greater than or equal to the preset pile diameter d s , then the vibro-stone pile machine will perform vibro-filling operations according to the original vibro-filling parameters; If the average pile diameter d0 is smaller than the preset pile diameter d s , it is necessary to increase the vibration densification current and determine the stratum density corresponding to the increased vibration densification current, that is, the current stratum density. Then, according to the corresponding relationship between the preset water pressure, air pressure and stratum density, find the water pressure and air pressure corresponding to the current stratum density. Finally, control the water flow rate of the water supply and the air flow rate of the air supply so that the adjusted water pressure and air pressure reach the required target pressures respectively. The vibration expansion pile construction is completed by using the vibration of the vibrator system, the adjusted vibration densification current, the target water pressure and the air pressure.

2. The method according to claim 1, characterized in that The calculation of the average filler amount per linear meter of loose pile body using the height difference of the material surface before and after the stone is placed includes: Calculate the weight of the stone placed in the pile hole G2; Using the calculated weight G2 of the stone placed in the pile hole and the pre-obtained loose packing density of the stone , calculate the stone accumulation volume V2 in the pile hole; The average filling amount per linear meter of loose pile body is calculated using the stone accumulation volume V2 in the pile hole and the height difference of the material surface before and after the stone is added.

3. The method according to claim 2, characterized in that The loose bulk density of the stone It is the ratio of the weight to volume of the stone to be placed.

4. The method according to claim 3, characterized in that When placing the stone material to be placed into the pile hole after the material surface depth has been measured, the actual weight of the stone material placed in the pile hole is obtained including: Acquiring first weight information of a plurality of loaders when loaded with stones to be dropped and location information of the plurality of loaders in a polling manner; According to the acquired position information of the multiple loaders, the loaders located in the pile hole feeding area are controlled to sequentially drop the loaded stones into the pile holes, so as to obtain second weight information of the loaders after dropping the stones; The weight of the stones dropped into the pile hole by each loader in each bucket is obtained based on the first weight information and the second weight information of each loader, and the actual weight of the stones dropped into the pile hole is obtained by accumulating the weight of the stones dropped into the pile hole in each bucket of multiple loaders.

5. The method according to claim 1, wherein When the vibratory stone pile machine is used to form the pile hole, the pile hole must meet the verticality requirements.

Images