CN116791580A

CN116791580A - Vibroflotation gravel pile machine construction method for forming effective pile diameter

Info

Publication number: CN116791580A
Application number: CN202210255843.0A
Authority: CN
Inventors: 孙亮; 韩伟; 石峰
Original assignee: Sinohydro Foundation Engineering Co Ltd
Current assignee: Sinohydro Foundation Engineering Co Ltd
Priority date: 2022-03-15
Filing date: 2022-03-15
Publication date: 2023-09-22

Abstract

The invention discloses a construction method of an vibroflotation gravel pile machine for forming an effective pile diameter, which comprises the following steps: after forming a gravel pile hole through rapid vibroflotation hole forming construction of a vibroflotation device, arranging a filling device with a weighing element at the orifice of the gravel pile hole, and enabling a feeding port of the filling device to be aligned with the orifice; placing the crushed stone filler into a filler device with a weighing element through a loader to obtain and store the weight of the crushed stone filler; and (3) throwing the crushed stone filler with the obtained weight into the crushed stone pile hole directly through a filler device feeding hole of the alignment hole, so that the crushed stone filler is subjected to vibroflotation encryption by using a vibroflotation device to form the vibroflotation crushed stone pile with the effective pile diameter. The method can perform rapid vibroflotation hole making according to stratum conditions, accurately complete weight measurement and throwing of the gravel filler, ensure that the weight of the gravel filler thrown into the gravel pile hole meets the requirements, and enable the formed gravel pile to be tightly combined with surrounding soil layers, so that the pile diameter of the gravel pile really meets the design requirements.

Description

Vibroflotation gravel pile machine construction method for forming effective pile diameter

Technical Field

The invention relates to the technical field of pile machine construction, in particular to a construction method of an vibroflotation gravel pile machine for forming an effective pile diameter.

Background

The vibroflotation method is a foundation treatment method, and the loose foundation soil layer is vibrated and sealed under the combined action of horizontal vibration of a vibroflotation device and high-pressure water or high-pressure air; or after the holes are formed in the foundation layer, backfilling hard coarse particle materials with stable performance, and forming a composite foundation by a reinforcement (vibroflotation pile) formed by vibration compaction and surrounding foundation soil.

In the construction process by using the vibroflotation method, if a special stratum with large hardness of undisturbed soil of a foundation and complex soil layer composition structure is encountered, when the construction effect cannot be guaranteed under the horizontal vibration action of the vibroflotation device, the stratum is subjected to water-flushing pre-destruction by high-pressure water, so that the penetration and pore-forming capacity of the vibroflotation device can be improved.

Technical Specification for Foundation treatment by the vibroflotation method of Water and electricity Hydraulic engineering (DL/T524-2016) stipulates that: the water pump is used for pressurizing water in the water storage facility and delivering the water to the vibroflotation device for supplying water. The multi-stage pump or the single-stage pump can be selected according to construction requirements so as to meet the principle of construction water pressure and water quantity. In general, a water pump having a water supply pressure of 0.3MPa to 1.0MPa and a water supply amount of not less than 15m3/h (250L/min) is selected.

The above-mentioned regulations are summarized based on the experience of engineering practice (the existing construction level of the domestic vibroflotation gravel pile is within 35m, and the stratum is relatively single shallow Kong Zhenchong), and only a general range of water supply pressure and water supply amount of the water pump is given, and no specific regulations are provided as to what water pressure should be adopted for what stratum. For deep coverage above 50m, there are often weak interlayers (e.g., lake deposited muddy clay) and relatively dense hard layers (e.g., sand layers or sand layers with gravel), which are quite different from the problems encountered in pore-forming, and therefore the above specifications have not been applicable to deep coverage formations above 50 m.

In addition, the prior art hole is filled with the filler by a loader, but the loader is filled in a one-to-one correspondence mode, and a huge leak exists, namely that whether the crushed stone filler is actually added into the crushed stone pile hole after the loader is shoveled cannot be judged. To solve this problem, some of the weighing platforms are used for manually counting the number of buckets of the loader before punching the holes, and some of the weighing platforms are used for weighing. However, the weight measurement of the gravel filler is too rough, the weight measurement of the gravel filler is accurate, the gravel filler is required to be stacked into the orifice after weighing, then the gravel filler is put into the gravel pile hole, and the situation that the weight of the gravel filler put into the gravel pile hole is inconsistent with that of the weighed gravel filler exists in the two-step feeding mode, so that the construction quality is greatly influenced: the inaccurate light of filler quality causes the wasting of resources, and heavy causes the vibroflotation pile continuity that vibroflotation construction formed to be poor or lack continuity and consequently makes the pile formation failure need to be under construction again, and deep hole vibroflotation can cause huge economic loss.

In addition, the vibroflotation encryption of the existing vibroflotation device is controlled according to the encryption current, but the encryption current cannot be accurately determined, so that the gravel pile obtained by carrying out the encryption control on the vibroflotation device according to the encryption current cannot be tightly combined with the soil layer.

Disclosure of Invention

The invention aims to solve the problems, and provides a construction method of an vibroflotation gravel pile machine for forming an effective pile diameter, which can quickly vibroflotate and form holes according to stratum conditions, accurately finish weight measurement and throwing of gravel fillers, ensure that the weight of the gravel fillers thrown into the gravel pile holes meets the requirements, and enable the formed gravel pile to be tightly combined with surrounding soil layers, so that the pile diameter of the gravel pile really meets the design requirements.

In order to achieve the above object of the present invention, the present invention provides a construction method of an vibroflotation gravel pile machine forming an effective pile diameter, the vibroflotation gravel pile machine including a vibroflotation device, the method comprising:

after forming a gravel pile hole through rapid vibroflotation hole forming construction of a vibroflotation device, arranging a filling device with a weighing element at the orifice of the gravel pile hole, and enabling a feeding port of the filling device to be aligned with the orifice;

placing the crushed stone filler into a filler device with a weighing element through a loader to obtain and store the weight of the crushed stone filler;

and (3) throwing the crushed stone filler with the obtained weight into the crushed stone pile hole directly through a filler device feeding hole of the alignment hole, so that the crushed stone filler is subjected to vibroflotation encryption by using a vibroflotation device to form the vibroflotation crushed stone pile with the effective pile diameter.

Wherein, utilize vibroflotation ware to rubble filler vibroflotation form the vibroflotation gravel stake that has effective stake footpath includes:

during the vibration punching encryption of the broken stone filler in the broken stone pile hole by the vibration punching device, an electromagnetic sensor arranged in the vibration punching device generates a real-time electromagnetic induction signal corresponding to the vibration amplitude of the vibration punching device;

and controlling the vibroflotation encryption of the vibroflotation device according to the real-time electromagnetic induction signals generated by the electromagnetic sensor arranged in the vibroflotation device, so that the pile diameter of the gravel pile formed by filling the gravel filler in the gravel pile hole is equal to the effective pile diameter.

Preferably, the electromagnetic sensor provided in the vibroflotation device includes:

a support bar with one end mounted to the housing of the vibroflotation motor;

a spiral pipe installed at the other end of the supporting rod;

one end of the magnetic core is arranged on the inner side of the vibrator shell, and the other end of the magnetic core extends into the spiral pipe;

wherein the magnetic core moves in the solenoid along with the vibration of the vibroflotator shell, so that the solenoid obtains an electromagnetic induction signal with the amplitude corresponding to the vibration amplitude of the vibroflotator shell.

a support bar with one end mounted to the housing of the vibroflotation motor;

A spiral tube mounted to the inside of the vibroflotation housing,

a magnetic core mounted on the other end of the support rod, the magnetic core extending into the spiral tube;

the solenoid tube moves relative to the magnetic core along with the vibration of the vibrator shell, so that the solenoid obtains an electromagnetic induction signal with the amplitude corresponding to the vibration amplitude of the vibrator shell.

Preferably, controlling the vibroflotation encryption of the vibroflotation device according to the real-time electromagnetic induction signal generated by the electromagnetic sensor arranged in the vibroflotation device comprises:

comparing the amplitude of the real-time electromagnetic induction signal with a preset amplitude;

when the amplitude of the electromagnetic induction signal is smaller than or equal to a preset amplitude, judging that the pile diameter of the gravel pile to be formed is equal to the effective pile diameter, and lifting the vibroflotation device upwards to vibroflotate the gravel filler in the middle part of the gravel pile to be formed, so that the gravel pile with the pile diameter equal to the effective pile diameter is finally formed;

when the amplitude of the electromagnetic induction signal is larger than the preset amplitude, controlling the vibroflotation device to continuously vibroflotate the gravel filler embedded in the soil layer around the gravel pile hole.

Analyzing the amplitude of the front electromagnetic induction signal and the amplitude of the rear electromagnetic induction signal obtained by the electromagnetic sensor in the vibroflotation period;

when the amplitude of the rear electromagnetic induction signal is smaller than that of the front electromagnetic induction signal and is kept for a period of time, judging that the pile diameter of the gravel pile to be formed is equal to the effective pile diameter, lifting the vibroflotation device upwards, vibroflotation the gravel filler in the middle part of the vibroflotation gravel pile to be formed, and finally forming the gravel pile with the pile diameter equal to the effective pile diameter.

Preferably, placing the gravel pack into the packing apparatus with the weighing element by the loader comprises the step of placing the gravel pack into a holding cylinder with the weighing element.

Preferably, the bottom of the charging barrel is provided with a discharging valve which can be opened or closed, and the weighing element is arranged on the discharging valve.

Preferably, the feeding of the weighted gravel pack directly into the gravel pile hole via the pack device port aligned with the aperture comprises:

after the weight of the crushed stone filler is obtained, controlling a discharging valve at the bottom of the material containing cylinder to be opened so that the crushed stone filler in the material containing cylinder falls into a feeding hopper positioned at the lower part of the material containing cylinder;

the dead weight of the gravel filler and the arc-shaped inner wall of the feeding hopper are utilized to enable the gravel filler falling into the feeding hopper to freely slide into the gravel pile hole through the feeding port of the feeding hopper.

Preferably, forming the gravel pile hole through rapid vibroflotation hole forming construction of a vibroflotation device comprises:

the method comprises the steps of obtaining the vibroflotation speed and the current drainage pressure of a vibroflotation device in the vibroflotation construction process;

comparing the obtained vibroflotation speed with a vibroflotation speed threshold;

and controlling the flow of the discharged water to be supplied according to the obtained comparison result of the vibroflotation speed and the vibroflotation speed threshold value, thereby adjusting the current discharged water pressure, and completing vibroflotation construction by using the vibroflotation of the vibroflotation device and the adjusted current discharged water pressure.

Compared with the prior art, the construction method of the vibroflotation gravel pile machine for forming the effective pile diameter has the following advantages:

1. the construction method of the vibroflotation gravel pile machine forming the effective pile diameter accurately completes weight measurement and throwing of the gravel filler, namely, realizes accurate throwing of the gravel filler, is simple and convenient to operate and accurate in metering, ensures that the gravel filler thrown into a gravel pile hole is weighed, ensures that the weight of the gravel filler meets the requirement, can be directly monitored by owners, and ensures the quality and safety of the formed vibroflotation gravel pile under strong shock.

2. The method of the invention monitors the vibroflotation speed of the vibroflotation device in real time in the vibroflotation construction process, and controls the supply quantity of the lower water pressure through the vibroflotation speed, thereby improving the success rate of the vibroflotation construction and being beneficial to the smooth implementation of the formation vibroflotation construction of the deep coverage layer of more than 50 m.

3. According to the method, when the vibroflotation speed of the vibroflotation device is within the threshold value range of the vibroflotation speed, the supply quantity of the lower water pressure is precisely controlled according to the compactness of different strata, so that the vibroflotation device and the proper lower water pressure act together to smoothly finish deep hole vibroflotation construction of complex strata, and the difficult problem of deep-thickness coverage stratum vibroflotation construction of more than 50m is solved.

4. The method of the invention carries out average treatment on the instantaneous sewage pressure with the pulsating pressure, and the obtained average sewage pressure is closer to the true value of sewage pressure supply, thereby realizing accurate control on the sewage pressure.

5. The method can enable the gravel pile and surrounding soil layers to be tightly combined together, and the pile diameter of the gravel pile really meets the design requirement.

The present invention will be described in detail with reference to the accompanying drawings.

Drawings

FIG. 1 is a schematic illustration of the method of the present invention for forming an effective pile diameter vibroflotation gravel pile machine;

FIG. 2 is a schematic view of an vibroflotation gravel pile machine used in the present invention;

FIG. 3 is a schematic block diagram of a launch control system of an vibroflotation gravel pile machine of the present invention;

FIG. 4 is a flow chart of a method of obtaining current formation compaction according to an embodiment of the present invention;

fig. 5 is a flow chart of a method for controlling the sewage of the vibroflotation gravel pile machine according to the embodiment of the invention;

FIG. 6 is a flow chart of a method for obtaining current sewer pressure during vibroflotation construction according to an embodiment of the invention;

FIG. 7 is a flow chart of controlling the flow of the sewer water to be supplied according to the comparison result of the current formation compactness and the formation compactness threshold value according to the embodiment of the invention;

FIG. 8 is a schematic view of the present invention with an electromagnetic inductor disposed within the vibroflotator housing;

FIG. 9a is an enlarged schematic view of a first example of portion A of FIG. 8;

FIG. 9b is an enlarged schematic view of a second example of portion A of FIG. 8;

FIG. 10 is a schematic diagram of an encryption control section of the present invention for controlling the encryption control of the ballast filler by the vibroflotation device;

fig. 11 is a flowchart of a first embodiment of the vibroflotation encryption control performed by the encryption control section in fig. 10;

fig. 12 is a flowchart of a second embodiment of vibration encryption control by the encryption control section in fig. 10;

FIG. 13 is a schematic illustration of a prior art vibroflotation gravel pile machine orifice packing method;

FIG. 14a is a schematic view of a first structural packing apparatus of the present invention for port packing (with gravel packing not being delivered to the gravel pile hole);

FIG. 14b is a schematic view of a second structural packing apparatus of the present invention for port packing (with gravel packing not being delivered to the gravel pile hole);

FIG. 14c is a schematic diagram of a control section of the present invention for processing a filler result;

FIG. 15 is a schematic illustration of the method of vibroflotation gravel pile machine orifice packing of the present invention (with gravel packing delivered to the gravel pile hole);

FIG. 16 is a schematic view of the structure of the cartridge of the present invention;

fig. 17 is a schematic view of the structure of the hopper of the present invention.

Detailed Description

As shown in fig. 1, a schematic diagram of a construction method of an vibroflotation gravel pile machine for forming an effective pile diameter according to the present invention, wherein the vibroflotation gravel pile machine comprises a vibroflotation device, and as can be seen from fig. 1, the method of the present invention comprises:

As shown in fig. 2, which is a perspective view of the vibroflotation gravel pile machine 1000 provided by the present invention, it can be seen that the vibroflotation gravel pile machine 1000 of the present invention includes a hoisting system, a telescopic guide rod 10, a damper 12, a vibroflotation device 13 and an automatic feeding system.

Specifically, the hoisting device comprises a host machine of the vibroflotation gravel pile machine, a mast 11 connected with the host machine, and a main hoisting device arranged at the rear end of the host machine, wherein a guide rod 10 is hoisted through a steel wire rope of the main hoisting device and the mast 11, so that the guide rod is vertically arranged under the action of dead weight.

In addition, an automatic feeding device is arranged on the main machine, is arranged at the rear part of the main machine of the hoisting device and can be used as a counterweight of the main machine. The automatic feeding device comprises an air pipe winding device, a cable winding device and a water pipe winding device, and the three devices and the main winding device are arranged to synchronously feed.

The guide bar 10 has a connection section at the upper part for connection with the wire rope of the main winding device, a support section at the middle and a working section at the lower part for connection with the vibrator 13. The guide rod 10 is a telescopic guide rod, so that the axial length of the guide rod 10 can be adjusted to change the lowering or lifting position of the vibroflotation system relative to the ground. That is, the guide bar 10 has a plurality of layers of sleeves sequentially sleeved from inside to outside, the connecting section is a top layer sleeve, the working section is a bottom layer sleeve, and the supporting section comprises one or more layers of middle sleeves. Wherein, adjacent two-layer sleeve pipe can adopt prior art's connection structure to link together, can make adjacent two-layer sleeve pipe axial slip smooth, can prevent again that torsion from taking place each other. When the guide rod is in operation, the number and the length of the multi-layer sleeves in the guide rod can be determined according to the use requirement, for example, more than 4 layers of sleeves can be adopted, and the length of each layer of sleeve can be 18-25 meters (the length of the sleeve on the top layer can be longer). When the pile is used, the length of the multi-layer sleeve of the guide rod can be prolonged or shortened, and when the multi-layer sleeve of the telescopic guide rod is fully extended, the total length of the telescopic guide rod can reach 100 meters or even longer, so that the vibroflotation gravel pile machine can be used for vibroflotation and hole making of a stratum with the depth of more than 50 meters.

The vibroflotation gravel pile machine of the invention performs the drainage control based on the vibroflotation speed, and comprises the following steps: acquiring the current formation compactness and the vibration punching speed of a vibration punching device in the vibration punching construction process; and controlling the discharge flow of the water supplied by the water pump in real time according to the vibroflotation speed and the current stratum compactness, so that the vibroflotation construction is finished under the combined action of the vibroflotation device and the discharge.

The invention is suitable for shallow Kong Zhenchong with a single stratum and deep hole vibroflotation with complex stratum, and ensures smooth implementation of shallow hole or deep hole vibroflotation construction.

The vibroflotation construction comprises vibroflotation pore-forming and vibroflotation encryption construction.

The vibroflotation hole forming method of the present invention is described in detail below with reference to the accompanying drawings and examples.

As shown in fig. 5, the present embodiment provides a method for controlling the drainage of vibroflotation and hole making of a vibroflotation gravel pile machine, which includes:

s100, enabling a pipeline for supplying the sewage to pass through a telescopic guide rod and a vibroflotation device and then extend out of the bottom end of the vibroflotation device, so that the sewage is sprayed out of the bottom end of the vibroflotation device to perform water flushing pre-damage on a stratum;

s101, obtaining the vibroflotation speed of a vibroflotation device and the current drainage pressure in the vibroflotation construction process;

s102, comparing the obtained vibroflotation speed with a vibroflotation speed threshold;

And S103, controlling the flow of the discharged water to be supplied according to the obtained comparison result of the vibroflotation speed and the vibroflotation speed threshold value, thereby adjusting the current discharged water pressure, and completing vibroflotation construction by using the vibroflotation speed and the adjusted current discharged water pressure.

In one implementation manner of this embodiment, S101 obtains the vibroflotation speed of the vibroflotation device during the vibroflotation construction process, and obtains the vibroflotation speed by detecting the lowering depth of the vibroflotation device in unit time.

The specific implementation method is as follows: the controller sends a depth detection instruction to the depth detection device; the lowering depth detection device detects the lowering depth of the vibroflotation device in real time according to the depth detection instruction sent by the controller, and feeds back the detection result to the controller.

The calculated starting point of the descending depth of the vibroflotation device is a depth zero point. When the bottom end (a drainage outlet) of the vibroflotation device is overlapped with the depth zero point, calculating the descending depth of the vibroflotation device, wherein the depth zero point is a pre-designed orifice position, and the hole depth below the depth zero point is the descending depth of the vibroflotation device.

The depth zero point can be judged by artificial observation. The automatic judging method can also be adopted, for example, a detection element can be arranged at the designed orifice zero position, when the bottom end of the vibroflotation device reaches the designed orifice zero position, the detection element sends a depth zero signal to the controller, the controller sends a depth detection instruction to the depth detection device after receiving the depth zero signal, and the depth detection device detects the depth of the vibroflotation device in real time according to the depth detection instruction sent by the controller and feeds back the detection result to the controller. The detection element may be a proximity sensor or an element of the prior art that senses the position of the object.

Wherein, the device for detecting the depth of falling can adopt a depth sensor or a displacement sensor in the prior art. In addition, the lowering depth of the vibroflotation device can be obtained by adopting any method for detecting the depth in the prior art.

After the lowering depth of the vibroflotation device is obtained, the lowering depth of the vibroflotation device in unit time is calculated, so that the vibroflotation speed of the vibroflotation device is obtained.

In one implementation of this embodiment, the vibroflotation speed is obtained once every time t, and the vibroflotation speed in the time period is obtained by calculating the unit time depth of the depth of descent in the time t.

As shown in fig. 3, the depth of drop detection device transmits the depth of drop detected in time t to the remote terminal unit RTU, and the RTU wirelessly transmits a signal to the controller 1, and the controller 1 calculates the depth of drop per unit time, thereby obtaining the vibroflotation speed of the vibroflotation device.

After the vibroflotation speed of the vibroflotation device is obtained, S103 controls the flow of the sewage to be supplied according to the comparison result of the obtained vibroflotation speed and the threshold value of the vibroflotation speed, including:

if the obtained vibroflotation speed is smaller than the lower limit value of the vibroflotation speed threshold or larger than the upper limit value of the vibroflotation speed threshold, an alarm is sent out and the discharge flow of the supplied sewage is controlled according to a set value;

And if the obtained vibroflotation speed is within the vibroflotation speed threshold range, controlling the flow of the sewage supplied by the sewer according to the current stratum compactness obtained in the vibroflotation construction process.

Wherein the lower limit value of the vibration velocity threshold is a prescribed minimum vibration velocity, and the upper limit value of the vibration velocity threshold is a prescribed maximum vibration velocity. The minimum vibroflotation speed and the maximum vibroflotation speed can be according to engineering practice or combined with equipment parameter settings, for example, the minimum vibroflotation speed is set to be 0.6m/min, the maximum vibroflotation speed is set to be 2.00m/min, and the threshold value of the vibroflotation speed is {0.6,2.00} m/min.

If the obtained vibroflotation speed is smaller than the lower limit value of the vibroflotation speed threshold, sending out an alarm and controlling the water pump to supply the sewage according to the set maximum sewage flow; and if the obtained vibroflotation speed is greater than the upper limit value of the vibroflotation speed threshold, sending out an alarm and controlling the water pump to supply the sewage according to the set minimum sewage flow. Wherein the maximum and minimum downflow rates may be set according to engineering practices or in conjunction with plant parameters.

And if the obtained vibroflotation speed is within the vibroflotation speed threshold range, controlling the discharge flow of the supplied sewage according to the current stratum compactness obtained in the vibroflotation construction process. The specific implementation mode is as follows:

The method for obtaining the current formation compactness in the vibroflotation construction process, as shown in fig. 4, comprises the following steps:

s201, acquiring the current vibroflotation current of a vibroflotation device;

s202, calculating the formation compactness corresponding to the current vibroflotation current according to the preset corresponding relation between the vibroflotation current and the formation compactness;

and S203, determining the calculated formation compactness as the current formation compactness.

As shown in fig. 3, the vibroflotation device 3 is connected with the controller 1 through the vibroflotation device frequency conversion cabinet 2, and the vibroflotation device frequency conversion cabinet 2 and the controller 1 are in wireless connection, or can be in wired connection.

In one implementation of this embodiment, when a stratum with a locally uniform distribution is encountered, the obtained instantaneous value of the vibroflotation current is stable, and S201 obtaining the current vibroflotation current of the vibroflotation device is achieved by: acquiring an instantaneous value of the vibroflotation current of the vibroflotation device; and determining the obtained instantaneous value of the vibroflotation current as the current vibroflotation current.

When the embodiment is implemented, the controller 1 acquires the vibroflotation current signal of the vibroflotation device 3 from the vibroflotation device frequency conversion cabinet 2, and determines the acquired vibroflotation current as the current vibroflotation current. Or, a current detection sensor (not shown in the figure) is arranged on a vibroflotation line of the vibroflotation frequency conversion cabinet 2 connected with the vibroflotation 3; when the vibroflotation device 3 is started, a vibroflotation current signal is generated by the current detection sensor, and the vibroflotation current signal is transmitted to the controller 1 in real time in a wired or wireless mode. The controller 1 determines the vibroflotation current transmitted from the current detection sensor in real time as the present vibroflotation current. The current detection sensor may be any sensor capable of detecting current in the prior art. Such as a current transformer.

In another implementation of this embodiment, when a formation with a locally unevenly distributed is encountered, the instantaneous value of the obtained vibroflotation current jumps greatly, and S201 obtains the current vibroflotation current of the vibroflotation device by: acquiring a plurality of instantaneous values of vibroflotation current of a vibroflotation device; carrying out average treatment on the obtained instantaneous values of the plurality of vibroflotation currents to obtain average vibroflotation currents; the average vibroflotation current is determined as the present vibroflotation current. And the interval time for acquiring the adjacent two instantaneous values of the vibroflotation current is equal. The method for carrying out average treatment on the obtained instantaneous values of the plurality of vibroflotation currents comprises the following steps: continuously obtaining n (n is more than or equal to 2) instantaneous values of the vibroflotation current, braiding the n instantaneous values of the vibroflotation current into a queue, adding the n instantaneous values of the vibroflotation current in the queue, and taking an average value; adding one instantaneous value of the vibroflotation current newly obtained each time into the tail of the queue, removing one instantaneous value of the vibroflotation current at the same time, forming a new queue, adding n instantaneous values of the vibroflotation current in the new queue, and taking an average value.

In the embodiment, the method of obtaining the instantaneous value of the vibroflotation current is the same as that of the previous embodiment. Specifically, a current average processing module is arranged in the controller, the controller obtains instantaneous values of the vibroflotation current from the vibroflotation frequency conversion cabinet 2 or the current detection sensor, and n (n is more than or equal to 2) instantaneous values of the vibroflotation current in the queue are subjected to average processing through the current average processing module, so that average vibroflotation current is obtained; the controller determines the average vibroflotation current as the present vibroflotation current.

S202, calculating the formation compactness corresponding to the current vibroflotation current according to the preset corresponding relation between the vibroflotation current and the formation compactness; and S203, determining the calculated formation compactness as the current formation compactness. The specific implementation mode is as follows:

the corresponding relation between the vibroflotation current and the formation compactness is preset in the controller. The corresponding relation between the vibroflotation current and the formation compactness is obtained through a test, namely, before the formal construction, a test pile is firstly made on site, and the controller analyzes and determines the corresponding relation between the vibroflotation current and the formation compactness through a large amount of data obtained by the test pile.

In one implementation manner of the embodiment, the formation compactness Dr (%) is taken as 0 to 1, and a large amount of data obtained through field test is analyzed to determine that the vibroflotation current and the formation compactness are in a proportional relation, and a specific formula is as follows: dr=k×i; wherein, I (A) is vibroflotation current, dr (%) is formation compactness, and k is a proportional coefficient.

After the controller obtains the current vibroflotation current, calculating the formation compactness corresponding to the current vibroflotation current through a preset formula dr=k×i in the controller, and determining the calculated formation compactness as the current formation compactness. For example, in a preferred embodiment, k=1/380 is taken. Where I < ie=380a (vibroflotation rated current). When the current vibroflotation current i=190A obtained by the controller 1, the formation compactness Dr (%) is calculated to be 0.5 according to the formula dr=k×i, and the formation compactness is determined to be 0.5.

It should be noted that, the formula dr=k×i only shows one correspondence relationship between the vibroflotation current and the formation compactness, and for more complex formations, the controller may also obtain other more complex correspondence relationships according to the field test data.

In this embodiment, the plunger pump BW450 is used to supply the sewage, and other pumps may be used to supply the sewage, so long as the supplied sewage pressure and the supplied sewage flow meet the requirements.

Because the plunger pump water supply has the characteristics of larger fluctuation of the pulsating pressure and the instantaneous flow, the plunger pump water supply has the advantages that: s101, obtaining current sewer pressure in the vibroflotation construction process, as shown in FIG. 8, comprises the following steps:

s301, acquiring a plurality of instantaneous sewage pressures for supplying sewage;

s302, carrying out average treatment on the instantaneous water pressures to obtain an average water pressure;

and S303, determining the obtained average sewer pressure as the current sewer pressure.

Wherein, when the plurality of instantaneous water pressures of the supply sewage are obtained in S301, the interval time of obtaining the adjacent two instantaneous water pressures is equal.

In one implementation of this embodiment, S302 averages the plurality of instantaneous water pressures to obtain an average water pressure, which is specifically as follows: and forming a sampling interval by continuously acquiring n (n is more than or equal to 2) instantaneous downwater pressures, adding the n instantaneous downwater pressures in the sampling interval, and then taking an arithmetic average value.

In another implementation manner of this embodiment, S302 averages the plurality of instantaneous water pressures to obtain an average water pressure, which is as follows: and forming a sampling interval by continuously acquiring n (n is more than or equal to 2) instantaneous water pressure, and solving the root mean square of the n instantaneous water pressure in the sampling interval.

In the two embodiments, the n instantaneous downwater pressures in the previous sampling interval are not overlapped with the n instantaneous downwater pressures in the next sampling interval. For example, the first sample interval contains the 1 st, 2 nd instantaneous downwater pressure, the second sample interval contains the 3 rd, 4 th instantaneous downwater pressure, and so on.

In the above two embodiments, as shown in fig. 3, a water supply pressure detection sensor 41 and a water supply flow rate detection sensor 42 are installed on the water outlet pipe of the water pump 4, and are respectively used for detecting the instantaneous water outlet pressure and the instantaneous water outlet flow rate of the water supplied from the water pump 4 in real time. The water supply pressure detection sensor 41 and the water supply flow rate detection sensor 42 may employ any of the sensors capable of detecting water pressure and water flow rate in the related art. For example, the water supply pressure detection sensor 41 may be a pressure transmitter, and the water supply flow rate detection sensor 42 may be an electromagnetic flowmeter.

A pressure signal averaging circuit is added to the inside of the water supply pressure detecting sensor 41 for averaging the n instantaneous downwater pressures continuously detected by the water supply pressure detecting sensor 41 to obtain an average downwater pressure, and the controller 1 collects the average downwater pressure and determines the average downwater pressure as the current downwater pressure.

In addition, a flow signal averaging circuit is added inside the water supply flow detection sensor 42, and is used for averaging the continuous n instantaneous water flows to obtain an average water flow, and the controller 1 determines the collected average water flow as the current water flow.

As shown in fig. 3, the water supply pressure detection sensor 41 and the water supply flow rate detection sensor 42 transmit an average sewer pressure signal and an average sewer flow rate signal to the remote terminal unit RTU, which transmits signals to the controller 1 by wireless.

A pressure signal average processing module and a flow signal average processing module may be added to the controller, and the controller may average the n instantaneous downwater pressures transmitted from the water supply pressure detection sensor 41 and the n instantaneous downwater flows transmitted from the water supply flow detection sensor 42 to obtain an average downwater pressure and an average downwater flow, respectively, determine the average downwater pressure as the current downwater pressure, and determine the average downwater flow as the current downwater flow.

If the obtained vibroflotation speed is within the vibroflotation speed threshold range, controlling the discharge flow of the supplied sewage according to the current formation compactness obtained in the vibroflotation construction process, including:

comparing the acquired current formation compactness with a formation compactness calibration value;

and controlling the flow rate of the discharged water to be supplied according to the comparison result of the current formation compactness and the formation compactness calibration value, so as to adjust the current discharged water pressure, and completing the vibroflotation construction by using the vibroflotation device vibroflotation and the adjusted current discharged water pressure.

In one implementation of the present embodiment, the formation compaction calibration value is a formation compaction threshold. According to the comparison result of the current formation compactness and the formation compactness threshold value, controlling the flow of the sewer water for supplying the sewer water, which specifically comprises the following steps:

s401, if the current formation compactness is greater than the upper limit value of the formation compactness threshold, controlling the water pump to increase the supplied discharge flow;

s402, if the current formation compactness is smaller than the lower limit value of the formation compactness threshold, controlling the water pump to reduce the supplied water discharge;

s403, if the current formation compactness is between the upper limit value and the lower limit value of the formation compactness threshold, controlling the water pump to keep the supplied water discharge.

When the control of the water pump to increase the supplied discharge flow is performed S401, the upper and lower limit values of the formation compactness threshold are increased, forming a new formation compactness threshold.

When the control of the water pump to reduce the supplied flow rate is performed S402, the lower and upper values of the formation compactness threshold are reduced, forming a new formation compactness threshold.

When the water pump is controlled to increase or decrease the supplied water discharge flow, the water pump increases or decreases the supplied water discharge pressure. In one implementation of this embodiment, the pressure of the water supplied by the water pump is increased or decreased in a periodic step-wise manner; specifically, the water pump supplies a downwater pressure p=current downwater pressure p±n×a downwater pressure step value Δp, n=1, 2, 3 … ….

The formation compactness threshold is increased or decreased in a stepping manner; specifically, the subsequent formation solidity threshold = the preceding formation solidity threshold ± threshold step value (Δdr).

It should be noted that, the manner in which the pressure of the water supplied by the water pump and the formation compactness threshold are increased or decreased may be any manner known to those skilled in the art, and is not limited to the stepping manner described above.

The above embodiment is further explained by means of a preferred example. As shown in fig. 9:

The construction is started,

setting an initial stratum compactness threshold { Dr1, dr2}, a threshold stepping value DeltaDr, and an initial sewage pressure P ₀ The step value delta P of the sewage pressure and the step period T;

in the vibroflotation construction process, the current stratum compactness Dr and the current sewage pressure P are obtained at intervals of time t;

comparing the current formation solidity Dr with an initial formation solidity threshold { Dr1, dr2};

when the acquired current formation compactness Dr is greater than the upper limit value Dr2 of the initial formation compactness threshold, controlling the water pump to increase the supplied sewage flow, so as to increase the supplied sewage pressure; the water pressure supplied by the water pump is increased in a periodical stepping mode, namely, the water pressure P=the current water pressure P+n is ΔP, n=1, 2 and 3 … …, and a ΔP is increased every period T until a command for maintaining or reducing the water pressure is received;

when the water pump is controlled to increase the supplied water flow, the upper limit value Dr2 and the lower limit value Dr1 of the initial formation compactness threshold are increased to form a new formation compactness threshold { Dr1, dr2}, and the new formation compactness threshold { Dr1, dr2} is determined as the current formation compactness threshold { Dr1, dr2}; wherein the new formation solidity threshold { Dr1, dr2} = the previous formation solidity threshold { Dr1, dr2} + +Δdr;

comparing the current formation compactness Dr with a current formation compactness threshold { Dr1, dr2};

when the acquired current stratum compactness Dr is smaller than the lower limit value Dr1 of the current stratum compactness threshold value, controlling the water pump to reduce the supplied sewage flow, so as to reduce the supplied sewage pressure; the water pressure supplied by the water pump is reduced in a periodical stepping mode, namely the water pressure P=the current water pressure P-n is deltaP, n=1, 2 and 3 … …, and one deltaP is reduced every period T until a command for maintaining or increasing the water pressure is received;

when the water pump is controlled to reduce the supplied water flow, the upper limit value Dr2 and the lower limit value Dr1 of the formation compactness threshold are reduced, a new formation compactness threshold { Dr1, dr2} is formed, and the new formation compactness threshold { Dr1, dr2} is determined as the current formation compactness threshold { Dr1, dr2}; wherein the new formation solidity threshold { Dr1, dr2} = the previous formation solidity threshold { Dr1, dr2} - Δdr;

when the obtained current formation solidity Dr is within the range of the current formation solidity threshold { Dr1, dr2}, the water pump is controlled to maintain the supplied sewage flow, thereby maintaining the supplied sewage pressure, until an instruction to decrease or increase the sewage pressure is received.

The initial formation compactness threshold { Dr1, dr2} is set by a preset formula dr=k×i and the obtained current vibroflotation current I. Specifically, after the initial vibroflotation current I is obtained, the initial formation compactness Dr is calculated by substituting the formula dr=k×i, the lower limit value dr1 of the initial formation compactness threshold value=the initial formation compactness Dr- Δdr, and the upper limit value dr2 of the initial formation compactness dr++ Δdr. It should be noted that, the specific setting rule of the initial formation compactness threshold may be adjusted according to experience or on-site data.

In another implementation of this embodiment, the formation compaction calibration value is a previously acquired formation compaction. Controlling the flow of the sewer water for supplying the sewer water according to the comparison result of the current formation compactness and the previously acquired formation compactness, and specifically comprises the following steps:

s501, if the current formation compactness is greater than the previously acquired formation compactness and greater than or equal to a first preset value, controlling a water pump to increase the supplied discharge flow;

S502, if the current formation compactness is smaller than the previously acquired formation compactness and is larger than or equal to a second preset value, controlling the water pump to reduce the supplied water discharge;

and S503, if the difference value between the current formation compactness and the previously acquired formation compactness is within a preset range, controlling the water pump to maintain the supplied water discharge.

The first predetermined value and the second predetermined value may be the same or different.

The above embodiment is further explained by means of a preferred example.

The present preferred embodiment sets the first predetermined value and the second predetermined value to be the same, both being Δdr.

Starting construction;

setting a first predetermined value=a second predetermined value= Δdr, and setting an initial sewage pressure P ₀ The step value delta P of the sewage pressure and the step period T;

comparing the current formation compactness Dr with the previously acquired formation compactness Dr0;

when the acquired current formation compactness Dr is greater than the previously acquired formation compactness Dr0 and is greater than or equal to a first preset value DeltaDr, controlling the water pump to increase the supplied sewage flow, so as to increase the supplied sewage pressure; the water pressure supplied by the water pump is increased in a periodical stepping mode, namely, the water pressure P=the current water pressure P+n is ΔP, n=1, 2 and 3 … …, and a ΔP is increased every period T until a command for maintaining or reducing the water pressure is received;

When the acquired current formation compactness Dr is smaller than the previously acquired formation compactness Dr0 and smaller than or equal to a second preset value DeltaDr, controlling the water pump to reduce the supplied sewage flow, so as to reduce the supplied sewage pressure; the water pressure supplied by the water pump is reduced in a periodical stepping mode, namely the water pressure P=the current water pressure P-n is deltaP, n=1, 2 and 3 … …, and one deltaP is reduced every period T until a command for maintaining or increasing the water pressure is received;

when the difference between the current formation solidity Dr obtained and the formation solidity Dr0 obtained before is within a predetermined range (Δdr), the water pump is controlled to maintain the supplied sewage flow, thereby maintaining the supplied sewage pressure, until an instruction to decrease or increase the sewage pressure is received.

The current formation compactness Dr is obtained through operation of a preset formula dr=k×i and the obtained current vibroflotation current I. Specifically, after the initial vibroflotation current I is obtained, substituting the initial vibroflotation current I into a formula dr=k×i, and calculating the current formation compactness Dr.

As shown in fig. 3, the water pump 4 of this embodiment is connected to the controller 1 through the water pump variable frequency cabinet 5, and the water pump variable frequency cabinet 5 and the controller 1 are connected wirelessly, or may be connected by a wire. The controller 1 controls the rotation speed of the water pump 4 by controlling the water pump variable frequency cabinet 5 to change the output frequency, so that the discharge flow of the water supplied by the water pump 4 is changed, and when the discharge flow of the water discharged by the water pump outlet pipeline is increased, the discharge pressure is also increased; when the discharge flow rate of the water discharged from the water outlet pipeline of the water pump is reduced, the pressure of the water is also reduced.

The embodiment adopts an SV-70 type vibroflotation gravel pile machine, a telescopic guide rod is connected with the vibroflotation device, and the control process of the drainage is as follows:

1. after the vibroflotation device 3 is started, the lowering depth detection device detects the lowering depth of the vibroflotation device in real time, the water supply pressure detection sensor 41 detects the instantaneous lowering pressure in real time, and the water supply flow detection sensor 42 detects the instantaneous lowering flow in real time;

2. the controller 1 obtains the vibroflotation speed, the current vibroflotation current, the current water pressure and the current water discharge flow;

3. the controller 1 compares the obtained vibroflotation speed with a vibroflotation speed threshold value and controls the discharge flow of the water pump supply sewage according to the comparison result; if the obtained vibroflotation speed is smaller than the lower limit value of the vibroflotation speed threshold, sending out an alarm and controlling the water pump to supply the sewage according to the set maximum sewage flow; if the obtained vibroflotation speed is greater than the upper limit value of the vibroflotation speed threshold, sending out an alarm and controlling the water pump to supply the sewage according to the set minimum sewage flow; if the obtained vibroflotation speed is within the vibroflotation speed threshold range, controlling the discharge flow of the supplied sewage according to the current stratum compactness obtained in the vibroflotation construction process;

4. the controller 1 calculates the current formation compactness according to the obtained current vibroflotation current; and controlling the discharge flow of the water supplied by the water pump through the comparison result of the current formation compactness and the formation compactness threshold value, thereby adjusting the current discharge pressure.

After forming a gravel pile hole through quick vibroflotation pore-forming construction of a vibroflotation device, carrying out treatments such as hole cleaning and the like on the gravel pile hole, and returning slurry to a hole opening to be diluted so as to ensure that vibroflotation Kong Shunzhi is smooth and beneficial to filler sinking, then placing the gravel filler into the gravel pile hole in batches, carrying out vibroflotation encryption on the gravel filler placed into the gravel pile hole in batches one by one through the vibroflotation device, so as to form N gravel pile sections, wherein the N gravel pile sections form continuous and uniform vibroflotation gravel piles in the gravel pile hole from bottom to top. In the process of filling each batch, the crushed stone filling materials can be put into the crushed stone pile hole once or a plurality of times by using the loader to form a crushed stone pile section, and when the loader is used for filling materials once, the weighing and the throwing of the crushed stone filling materials are accurately finished once, namely, the crushed stone filling materials are directly thrown into the crushed stone pile hole after being weighed.

The precise filling (namely, weighing and throwing of the crushed stone filling are completed at one time) is realized by a filling device, as shown in fig. 14 a-15, the filling device 2000 comprises: a support frame 20 movable to the opening of the gravel pile hole; a loading cylinder 23 installed at the upper part of the supporting frame 20 for loading gravel packing to be put into the gravel pile hole; the feeding hopper 21 is arranged on the supporting frame 20 and positioned at the lower part of the material containing cylinder 23 and is used for containing the crushed stone filling materials weighed by the material containing cylinder 23 and feeding the crushed stone filling materials into the crushed stone pile holes.

Specifically, the support frame 20 of the present invention has a frame structure, an upper portion for fixedly supporting the cartridge, a lower portion for fixedly supporting the hopper, and a middle portion for fixedly controlling the shutter opening or closing shutter switch assembly 22. Preferably, the bottom of the support frame is provided with a plurality of rollers which can move the support frame, and the rollers can be locked, so that the support frame 20 can move and be locked at a required position, such as the opening of a gravel pile hole, according to requirements.

As shown in fig. 14 a-16, the charging barrel 23 is a cylinder, the upper opening and the lower opening of the charging barrel are provided with an openable or closable discharging valve 231 rotatably connected with one side of the charging barrel at the bottom of the charging barrel (a connecting seat can be arranged at one side of the charging barrel according to requirements during assembly, the discharging valve is rotatably arranged on the connecting seat, and other components can be arranged according to requirements of course), and the lower opening of the charging barrel can be closed when the discharging valve is closed so as to prevent broken stone filler put in the charging barrel from falling. The weighing element is arranged on the discharge valve (the weighing element is not shown in the figure), preferably, the discharge valve can adopt a sandwich structure comprising an upper layer and a lower layer, the weighing element is arranged in the sandwich of the discharge valve, and the weighing element can adopt a weight sensor or other elements capable of detecting weight. The weight of the gravel filler can be stored after the weighing element measures the weight of the gravel filler once, and the weight measured each time can be accumulated to obtain the total weight of the gravel filler put into the same gravel pile hole.

In order to accurately measure the weight of the crushed stone filler put into the material containing barrel through the loader, the material containing barrel adopts a cylinder with the constant inner diameter from top to bottom. And the bottom of the discharge shutter 231 is connected to the shutter switch assembly 22 so that the opening angle of the discharge shutter can be changed when the shutter switch assembly is operated. The valve switch assembly can adopt a hydraulic assembly, and when the valve switch assembly is assembled, a hydraulic cylinder of the hydraulic assembly is arranged on a supporting frame (such as the middle part), the extending end of a piston of the hydraulic assembly is connected with the bottom of the discharging valve, and the discharging valve is driven to open or close relative to the charging barrel through the telescopic movement of the piston. In addition, the shutter switch assembly may also employ a pneumatic assembly, or an electric assembly, etc., and may employ a structure easily available to those skilled in the art.

The invention can adopt an arc-shaped charging hopper with wide upper part and narrow lower part, as shown in figure 17, which can be one half of a truncated cone or smaller than one half of a truncated cone, and can lead the radius of the opening at the upper part of the charging hopper to be larger than the radius of a Cheng Liao cylinder and even be equivalent to the diameter of a charging cylinder during design, so that the weighed crushed stone filler falling in the charging cylinder completely enters the charging hopper. The bottom opening of the feeding hopper forms a feeding port, the radius of the feeding port is smaller than that of the upper opening, and the inclined angle of the inner wall of the feeding hopper from top to bottom is reasonably designed during design, so that the crushed stone filler falls into the feeding port from the upper opening of the feeding hopper and can smoothly slide to the lower part. In addition, the distance between the material containing cylinder and the material feeding hopper, the size and the opening angle of the material discharging valve are required to be reasonably designed, wherein when the material discharging valve at the bottom of the material containing cylinder is opened, all data are better when the bottom end of the material discharging valve can be partially overlapped on the inner wall of the material feeding hopper.

Alternatively, the hopper of the present invention may be a truncated cone-shaped hopper (not shown) with upper and lower openings.

Further, in order to prevent the crushed stone filler falling into the charging hopper from the charging barrel from accumulating in the charging hopper and not entering into the crushed stone pile hole quickly, the charging hopper can also adopt a vibrating charging hopper (not shown in the figure), for example, the charging hopper is connected with a driving mechanism, and the charging hopper is driven by the driving mechanism to vibrate at a certain frequency so as to enable the crushed stone filler in the charging hopper to move towards the charging port.

When the device is designed, the feed opening of the feed hopper can slightly extend out of the bottom platform of the support frame, and when the port is filled, the feed opening of the feed hopper can prop against the port or can be inserted into the port (as shown in fig. 14 a); alternatively, the hopper opening of the hopper can be flush with the platform at the bottom of the support frame, and the hopper opening of the hopper is positioned right above the orifice when orifice filling is performed (as shown in fig. 14 b).

Further, the packing device of the present invention may further include a display element 24 wirelessly connected to the weighing element, where the display element is disposed on the ground, for example, may be mounted on a supporting frame of the packing device (as shown in fig. 14 a), and may also be disposed in the control room, so that an operator or a homeowner may directly check the weight of the gravel packing put into the gravel pile hole each time, each batch, and the total weight of the gravel packing put into the same gravel pile hole, thereby realizing real-time observation of accurate feeding.

Fig. 14c shows a schematic view of a control part of the present invention for treating the packing weight of a packing device, comprising: the weighing device comprises a processor for processing the output of the weighing element, a memory for storing data output by the processor and a display element for displaying the data output by the processor.

When the filling device is adopted, each time before the loading machine puts the crushed stone filling into the material containing barrel, the material containing valve is in a closed state, after the loading machine puts the crushed stone filling into the material containing barrel, the crushed stone filling in the material containing barrel is weighed through the weighing element on the material containing valve, then the weighed weight is stored so as to be accumulated and can be synchronously displayed on the display element, and then the valve switch assembly is controlled to open the material containing valve, so that the crushed stone filling in the material containing barrel completely falls into the material charging hopper and is put into the crushed stone pile hole through the material charging opening of the material charging hopper (as shown in fig. 15), and the crushed stone filling is subjected to vibroflotation encryption treatment by using the vibroflotation device to form a crushed stone pile section.

The process of accurately feeding materials each time by using the packing device of the present invention will be described below.

1. Placing crushed stone filler into a filler device with a weighing element through a loader, namely placing the crushed stone filler into a material containing barrel with the weighing element through the loader under the state that a material discharging valve is closed;

2. The weight of the crushed stone filler contained in the material containing barrel is weighed by the weighing element, the weighed weight is stored, and further, the weighed weight can be accumulated and displayed on the display element;

3. after the weight of the crushed stone filler is obtained and stored, controlling a discharging valve at the bottom of the material containing cylinder to be opened, so that the crushed stone filler in the material containing cylinder falls into a charging hopper below the material containing cylinder due to gravity;

4. the dead weight of the gravel filler and the arc-shaped inner wall of the feeding hopper are utilized to enable the gravel filler falling into the feeding hopper to freely slide into the gravel pile hole through the feeding port of the feeding hopper.

After the broken stone filler is put into the broken stone pile hole, the weighed broken stone filler which directly slides into the broken stone pile hole through the feeding hole of the feeding hopper is subjected to vibroflotation encryption construction by using a vibroflotation device of a vibroflotation broken stone pile machine, so that a vibroflotation broken stone pile section is formed.

The invention accurately completes weighing and throwing of the gravel filler after forming the gravel pile hole, avoids the problem that the throwing weight of the gravel filler is inconsistent with the weighed weight in the prior art and can not be observed by operators, especially owners in real time, thereby ensuring the formation of the vibroflotation and compaction vibroflotation gravel pile with the weight meeting the requirement in the process of vibroflotation of the gravel filler reaching the weight requirement by using the vibroflotation device to form the vibroflotation gravel pile, ensuring the quality of the vibroflotation gravel pile, and fundamentally improving the earthquake liquefaction resistance and the earthquake resistance of the composite foundation with the vibroflotation gravel pile.

In order to utilize the vibroflotation device to vibroflotate the broken stone filler put into the broken stone pile hole to form the broken stone pile with effective pile diameter, the invention generates a real-time electromagnetic induction signal corresponding to the amplitude of the vibroflotation device through an electromagnetic sensor arranged in the vibroflotation device during the vibroflotation encryption of the broken stone filler in the broken stone pile hole by the vibroflotation device, and then controls the vibroflotation encryption of the vibroflotation device according to the real-time electromagnetic induction signal generated by the electromagnetic sensor arranged in the vibroflotation device to ensure that the pile diameter of the broken stone pile formed by the broken stone filler filled in the broken stone pile hole is equal to the effective pile diameter.

The effective pile diameter of the gravel pile is the pile diameter of the gravel pile formed in the gravel pile hole and tightly combined with soil layers around the hole. The effective pile diameter of the gravel pile has the following significance:

firstly, tightly combining gravel piles formed in gravel pile holes with soil layers around the holes;

secondly, the effective pile diameter of the gravel pile is the pile diameter of the gravel pile meeting the vibroflotation encryption requirement, so that the actual pile diameter is not required to be calculated in the vibroflotation construction process, and the vibroflotation construction process is quickened.

According to the real-time electromagnetic induction signal generated by the electromagnetic sensor arranged in the vibroflotation device, the vibroflotation encryption of the vibroflotation device is controlled, and the method comprises the following steps:

when the amplitude of the electromagnetic induction signal is smaller than or equal to a preset amplitude, judging that the pile diameter of the gravel pile to be formed is equal to the effective pile diameter, and lifting the vibroflotation device upwards to vibroflotate the broken stone in the middle part of the gravel pile to be formed, so that the gravel pile with the pile diameter equal to the effective pile diameter is finally formed;

when the amplitude of the electromagnetic induction signal is larger than the preset amplitude, controlling the vibroflotation device to continuously vibroflotate the gravels embedded in the soil layer around the gravel pile hole.

The preset amplitude of the present invention is an amplitude at which the vibrator amplitude obtained in advance is reduced to the minimum.

when the amplitude of the rear electromagnetic induction signal is smaller than that of the front electromagnetic induction signal and is kept for a period of time, judging that the pile diameter of the gravel pile to be formed is equal to the effective pile diameter, and lifting the vibroflotation device upwards to vibroflotate broken stones in the middle part of the vibroflotation gravel pile to be formed, so that the gravel pile with the pile diameter equal to the effective pile diameter is finally formed.

Fig. 8 shows a structure of the vibrator of the present invention, and the vibrator 1000 of the present invention is different from the conventional vibrator in that an electromagnetic sensor 1311 and a support rod 1312 for fixing the electromagnetic sensor 1311 are installed in the vibrator, and the support rod 1312 is fixed to a housing of the motor 1304 through a through hole for supporting a bearing housing of the shaft 1306. The vibroflotation device 13 shown in fig. 8 further comprises a hanger 1301, a water pipe 1302, a cable 1303, a motor 1304, a coupling 1305, a shaft 1306, an eccentric weight 1307, a housing 1308, fins 1309, a water down pipe 1310, and an electromagnetic sensor 1311.

The vibroflotation device 13 begins to encrypt the crushed stone filler by powering up the motor 1304. The filler in the encrypted section is extruded into the original stratum along the horizontal direction under the action of the exciting force of the vibroflotation device, the filler at the upper part falls down in slurry under the action of dead weight, and the height of the filler can be measured in real time. As the encryption process proceeds, several phenomena occur:

first, the encryption current gradually increases;

secondly, the exciting force at the shell of the vibroflotation device is increased;

thirdly, the amplitude of the vibroflotation device is reduced;

fourthly, the packing around the vibroflotation device is gradually compacted, and the vibroflotation gravel pile body which is approximately circumference-shaped and has the highest compactness in the vibration receiving range around the vibroflotation device and basically equivalent to the lateral pressure provided by the original stratum when reaching the periphery of the pile hole is gradually formed.

The prior art mainly controls the encryption of the crushed stone filler according to the encryption current of the motor 1304, but has the following four problems:

first, there is no direct relationship between physical and engineering implications and compactness. The encryption current is required to be determined through a test, and the compactness data of the pile body can be obtained approximately after the test. However, when the depth of the vibroflotation gravel pile reaches more than 70m and even reaches the level of hundred meters, the compactness data of the pile body cannot be obtained through a traditional test under the depth, so that the encryption current cannot be determined through experiments;

secondly, different types of vibroflotation devices with different powers have different currents in different stratum;

thirdly, from engineering practice, even though the vibroflotation devices are of the same manufacturer and model, the idle current of the vibroflotation devices is greatly different;

fourth, in colder areas, the idle current is larger when the vibroflotation device is used initially; and as the engineering expands, the temperature of the vibroflotation device per se increases, and the no-load current decreases.

Therefore, the pile compactness under the ultra-deep overburden condition cannot be represented by taking the encryption current as the compactness.

In order to solve the above problems in the prior art, the present invention proposes a technique for controlling the vibroflotation encryption (i.e., vibroflotation of the crushed stone filler) of the vibroflotation device according to the frequency of the vibration signal of the vibroflotation device when the vibroflotation device vibroflotates the crushed stone filler. The core technology of the vibroflotation encryption technology is as follows:

During the vibration punching encryption of the surrounding crushed stone filler by the vibration punching device, an electromagnetic sensor arranged in the vibration punching device generates a real-time electromagnetic induction signal corresponding to the vibration amplitude of the vibration punching device;

controlling vibration and impact encryption of the vibration and impact device according to the real-time electromagnetic induction signals generated by the electromagnetic sensor arranged in the vibration and impact device, so that the pile diameter of the crushed stone pile formed by the crushed stone filled in the crushed stone pile hole is equal to the effective pile diameter

Fig. 9a shows an example of the electromagnetic sensor 1311 provided in a vibrator according to the present invention, as shown in fig. 9a, the electromagnetic sensor 1311 includes:

a support bar 1312 having one end mounted to the housing of the vibroflotation motor 1304;

a coiled tube 1314 mounted to the other end of the support rod 1312;

a magnetic core 1313 having one end mounted to the inside of the vibrator housing 1308, the other end of the magnetic core 1313 extending into the helical tube 1314;

wherein the magnetic core 1313 moves within the solenoid 1314 as the vibrator housing 1308 vibrates, thereby causing the solenoid 1314 to acquire an electromagnetic induction signal having an amplitude corresponding to the amplitude of the vibrator housing 1308 vibration.

Fig. 9b shows another example of the electromagnetic sensor 1311 provided in a vibrator according to the present invention, as shown in fig. 9b, the electromagnetic sensor 1311 includes:

a solenoid 1314 mounted to the inside of the vibroflotation housing 1308,

a core 1313 mounted on the other end of the support bar 1312, the core 1313 extending into the solenoid 1314;

wherein solenoid 1314 moves relative to magnetic core 1313 as vibroflotator housing 1308 vibrates, thereby causing solenoid 1314 to acquire an electromagnetic induction signal having an amplitude corresponding to the amplitude of the vibroflotator housing 1308 vibration.

Fig. 10 shows a control section for controlling vibroflotation of a vibroflotation filler to carry out vibroflotation encryption control, which includes an electromagnetic sensor 1311 for generating an electromagnetic induction signal corresponding to the amplitude of the vibroflotation filler, an amplifier for amplifying the electromagnetic induction signal outputted from the electromagnetic sensor 1311, an analog-to-digital converter for analog-to-digital converting the electromagnetic induction signal outputted from the amplifier, a processor for processing the output of the analog-to-digital converter, a memory for storing data outputted from the processor, and a display for displaying data outputted from the processor.

The processor is further connected to a main hoisting device to lift the vibroflotation device 13 upwards when it is determined that the diameter of the gravel pile to be formed is equal to the effective pile diameter.

The amplifier, analog-to-digital converter, processor, memory and display of the present invention may be located on the ground, and the amplifier may be connected to the electromagnetic sensor 1311 by a cable.

It should be noted that the processor of the present invention compares and analyzes the "amplitude of electromagnetic induction signal" according to the "absolute value of the amplitude of electromagnetic induction signal".

The present invention can greatly extend the useful life of electromagnetic sensors relative to the inventor's other patent application for pressure sensors mounted on the housing of the vibroflotation device. That is, since the electromagnetic sensor 1311 is installed in the vibrator housing, it is not pressed by the crushed stone packing and the vibrator like the pressure sensor installed in the vibrator housing, and thus is not easily damaged.

Fig. 11 shows a control flow of the first embodiment of controlling the vibroflotation device to perform vibration encryption control, which is mainly implemented by a processor, and specifically includes:

step S301, during the vibration punching encryption of the broken stone filler by the vibration punching device, an electromagnetic sensor arranged in the vibration punching device generates a real-time electromagnetic induction signal corresponding to the vibration of the vibration punching device shell;

step S302, obtaining the amplitude of the real-time electromagnetic induction signal by carrying out analog-to-digital conversion on the real-time electromagnetic induction signal;

step S303, judging whether the amplitude of the real-time electromagnetic induction signal is smaller than or equal to a preset amplitude;

step S304, when the judgment result of the step S302 is yes, judging that the pile diameter of the gravel pile to be formed is equal to the effective pile diameter;

Step S305, lifting the vibroflotator upwards, and vibroflotating broken stone in the middle part of the vibroflotation broken stone pile to be formed, so that the broken stone pile with the pile diameter equal to the effective pile diameter is finally formed;

and step S306, when the judgment result of the step S302 is negative, controlling the vibroflotator to continuously vibroflotate the gravels embedded in the soil layer around the gravel pile hole.

Fig. 12 shows a control flow of a second embodiment of controlling a vibroflotation device to perform vibration encryption control, including:

step S401, during the vibration punching encryption of the broken stone filler by the vibration punching device, generating a real-time electromagnetic induction signal corresponding to the vibration amplitude of the vibration punching device shell by an electromagnetic sensor arranged in the vibration punching device;

step S402, obtaining the amplitude of the front electromagnetic induction signal and the amplitude of the rear electromagnetic induction signal by carrying out analog-to-digital conversion on the real-time electromagnetic induction signal;

step S403, judging whether the amplitude of the subsequent electromagnetic induction signal is smaller than or equal to the amplitude of the preceding electromagnetic induction signal;

step S404, if the judgment result of step S403 is yes, further judging whether the amplitude of the subsequent electromagnetic induction signal is kept unchanged in a period of time;

step S405, if the judgment result of the step S404 is yes, judging that the pile diameter of the gravel pile to be formed is larger than or equal to the effective pile diameter;

Step S405, lifting the vibroflotator upwards, and vibroflotating broken stone in the middle part of the vibroflotation broken stone pile to be formed, so as to finally form the broken stone pile with the pile diameter being greater than or equal to the effective pile diameter;

step S406, if the judgment result of step S403 or step S404 is no, controlling the vibroflotation device to continuously vibroflotate the gravels embedded in the soil layer around the gravel pile hole.

It should be pointed out that one of the characteristics of the invention is to provide a concept of effective pile diameter, namely the pile diameter of the gravel pile which is formed in the gravel pile hole, is tightly combined with soil layers around the hole and meets the vibroflotation encryption requirement.

The effective pile diameter of the gravel pile solves the technical problem that the gravel pile possibly existing in the prior art cannot be tightly combined with a soil layer.

Although the present invention has been described in detail hereinabove, the present invention is not limited thereto, and modifications may be made by those skilled in the art in light of the principles of the present invention, and it is therefore intended that all such modifications as fall within the scope of the present invention.

Claims

1. A method of vibroflotation gravel pile machine construction to form an effective pile diameter, the vibroflotation gravel pile machine comprising a vibroflotation device, the method comprising:

2. The method of claim 1, forming a vibroflotated gravel pile having an effective pile diameter using a vibroflotator to vibroflotate a gravel filler comprises:

3. The method of claim 2, the electromagnetic sensor disposed within the vibroflotator comprising:

A support bar with one end mounted to the housing of the vibroflotation motor;

a spiral pipe installed at the other end of the supporting rod;

4. The method of claim 1, the electromagnetic sensor disposed within the vibroflotator comprising:

a support bar with one end mounted to the housing of the vibroflotation motor;

a spiral tube mounted to the inside of the vibroflotation housing,

5. The method of claim 3 or 4, controlling vibroflotation encryption of a vibroflotation device based on the real-time electromagnetic induction signal generated by an electromagnetic sensor disposed within the vibroflotation device comprising:

6. The method of claim 3 or 4, controlling vibroflotation encryption of a vibroflotation device based on the real-time electromagnetic induction signal generated by an electromagnetic sensor disposed within the vibroflotation device comprising:

7. The method of claim 1, placing the gravel pack into a packing apparatus having a weighing element by a loader comprises the step of placing the gravel pack into a holding cylinder having a weighing element.

8. The method of claim 7, wherein the bottom of the cartridge is provided with an openable or closable discharge valve, and the weighing element is arranged on the discharge valve.

9. The method of claim 8, the casting the weighted gravel pack directly into the gravel pile hole via a packing device port aligned with the aperture comprising:

10. The method of claim 1, forming a gravel pile hole by vibroflotation rapid vibroflotation hole-making construction comprising: