CN116791568A - Method for controlling water permeability of vibroflotation gravel pile - Google Patents

Abstract

The invention discloses a method for controlling water permeability of vibroflotation gravel piles, which comprises the following steps: rapidly completing the vibroflotation construction of the gravel filling gravel pile hole; cleaning the broken pile holes, and obtaining the slurry density in the broken pile holes in the cleaning process through a slurry pump; controlling the flow rate of the down-flow and the flow rate of the down-flow according to the mud density obtained by the mud pump so that the mud density in the gravel pile hole meets the requirement; and after the hole cleaning treatment is finished, throwing the gravel packing into a gravel pile hole, and carrying out vibroflotation encryption construction on the gravel packing in the gravel pile hole by utilizing a vibroflotation device to form a vibroflotation gravel packing pile with an effective pile diameter. The method ensures that the water permeability in the gravel pile hole meets the preset requirement, so as to ensure that the ultra-deep vibroflotation gravel packing pile formed under the ultra-deep covering layer of the ultra-strong earthquake zone has good water permeability, and ensure that the vibroflotation gravel pile is safe and stable under strong earthquake.

Description

Method for controlling water permeability of vibroflotation gravel pile

Technical Field

The invention relates to the technical field of pile machine construction, in particular to a method for controlling water permeability of an vibroflotation gravel pile.

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 process of construction by using the vibroflotation method, the strata under different geological conditions are different in construction method, if a special stratum with a complex structure is encountered, and when the construction effect cannot be guaranteed under the combined action of horizontal vibration of the vibroflotation device and high-pressure water, high-pressure air can be used as an aid, and the stratum is punched and pre-destroyed under the combined action of the high-pressure water and the high-pressure air, so that the penetration and pore-forming capability of the vibroflotation device is improved.

However, the regulations on water supply pressure and water supply amount in the technical Specification of Foundation treatment by the Water and Water conservancy project vibroflotation (DL/T524-2016) are summarized according to the experience of engineering practice (the existing construction level of the domestic vibroflotation gravel packing pile is within 35m and the stratum is shallow Kong Zhenchong relatively single), only one approximate range of water supply pressure and water supply amount of a water pump is provided, and no specific regulations are provided on what stratum should adopt how much water pressure. For ultra-deep overburden layers, where the overburden thickness is at most 100m or more, the problems encountered in pore-forming of the two formations are quite different due to the presence of a weak interlayer (e.g. lake-phase deposited muddy clay) and a relatively dense hard layer (e.g. sand or sand-layer sandwiched gravel), especially when the formation is in a super seismic zone, the above specifications are completely inapplicable.

In addition, the method for carrying out vibroflotation construction by the conventional method is not applicable to stratum with large thickness of the covering layer and frequent strong earthquake, especially under the condition of easy occurrence of extra-large earthquake, because the conventional vibroflotation method cannot ensure the water permeability of the formed gravel packing pile and cannot ensure that the pile body is not broken under the condition of extra-large earthquake.

Disclosure of Invention

The invention aims to solve the problems and provide a method for controlling the water permeability of the vibroflotation gravel pile, which ensures that the water permeability in the gravel pile hole meets the preset requirement so as to ensure that the ultra-deep vibroflotation gravel packing pile formed under the ultra-deep covering layer of the ultra-strong earthquake zone has good water permeability.

To achieve the above object, the present invention provides a method for controlling water permeability of an vibroflotation gravel pile, comprising:

the method comprises the following steps of controlling the sewage of a vibroflotation gravel filling pile machine comprising a telescopic guide rod and a vibroflotation device, and rapidly completing vibroflotation construction of a gravel filling gravel pile hole;

cleaning the broken pile holes, and obtaining the slurry density in the broken pile holes in the cleaning process through a slurry pump;

controlling the flow rate of the sewage supplied by the sewage pump and the flow rate of the sewage supplied by the sewage pump according to the mud density obtained by the mud pump so that the mud density in the gravel pile hole meets the requirement;

Continuing to perform hole cleaning treatment with the mud density meeting the requirements until the hole cleaning treatment is finished;

and after the hole cleaning treatment is finished, throwing the gravel packing into a gravel pile hole, and carrying out vibroflotation encryption construction on the gravel packing in the gravel pile hole by utilizing a vibroflotation device to form a vibroflotation gravel packing pile with an effective pile diameter.

Preferably, the step of obtaining the mud density in the gravel pile hole in the hole cleaning process by the mud pump comprises the following steps:

pumping up the slurry in the gravel pile hole to a slurry densimeter by using a slurry pump;

and detecting the mud density of the pumped mud by a mud densimeter, and obtaining the current mud density value in the gravel pile hole.

Preferably, the mud densitometer is mounted on the surface.

Preferably, controlling the flow rate of the sewer water supplied to the sewer water and the flow rate of the sewer gas supplied to the sewer gas according to the obtained mud density so that the mud density in the gravel pile hole meets the requirements comprises:

after the current mud density value in the gravel pile hole is obtained, comparing the current mud density value with a preset mud density threshold value;

and controlling the flow rate of the sewer water supplied by the sewer water supply and the flow rate of the sewer gas supplied by the sewer gas according to the comparison result of the current mud density value and the preset mud density threshold value so that the mud density in the gravel pile hole meets the requirement.

Preferably, controlling the flow rate of the sewage supplied to the sewage and the flow rate of the sewage supplied to the sewage according to the comparison result of the current mud density value and the preset mud density threshold value comprises:

when the comparison result is that the current mud density value is within the preset mud density threshold value, controlling to perform hole cleaning treatment under the current discharging flow and the current discharging flow;

and when the current mud density value exceeds the preset mud density threshold value, controlling the flow rate of the sewer water supplied by the sewer water supply and the flow rate of the sewer gas supplied by the sewer gas supply so that the mud density value is within the preset mud density threshold value.

Preferably, when the comparison result is that the current mud density value exceeds the preset mud density threshold value, controlling the flow rate of the sewer water for supplying the sewer water and the flow rate of the sewer gas for supplying the sewer gas, and if the hole collapse phenomenon occurs, performing chemical mud wall protection treatment on the broken stone pile holes.

Preferably, the method for rapidly completing the vibroflotation construction of the gravel filling and gravel pile hole by controlling the sewage of the vibroflotation gravel filling pile machine comprising a telescopic guide rod and a vibroflotation device comprises the following steps:

the pipeline for supplying the sewage passes through the telescopic guide rod and the vibroflotation device and then extends 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 the stratum;

Acquiring the current stratum compactness in the vibroflotation construction process;

acquiring an instantaneous downwater pressure of the supplied downwater, and determining the acquired instantaneous downwater pressure as a current downwater pressure;

searching a target launching pressure corresponding to the current formation compactness according to the corresponding relation between the preset launching pressure and the formation compactness;

and controlling the flow of the sewer to enable the current sewer pressure to reach the target sewer pressure so as to finish the vibroflotation construction of the gravel pile hole by using the vibroflotation of the vibroflotation device and the target sewer pressure.

Preferably, the obtaining the current formation compactness includes:

acquiring the current vibroflotation current of a vibroflotation device;

searching the formation compactness corresponding to the current vibroflotation current according to the preset corresponding relation between the vibroflotation current and the formation compactness;

and determining the found formation compactness as the current formation compactness.

Preferably, the obtaining the current vibroflotation current of the vibroflotation device includes:

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.

Preferably, the obtaining the current vibroflotation current of the vibroflotation device includes:

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.

Preferably, the vibroflotation device is utilized to carry out vibroflotation encryption construction on the gravel packing in the gravel pile hole, and the formation of the vibroflotation gravel packing pile with the effective pile diameter comprises the following steps:

during the vibration punching encryption construction of the broken stone filler in the broken stone pile hole by using the vibration punching device, detecting real-time vibration signals of the vibration punching device when the vibration punching device performs vibration punching on the broken stone filler embedded in the soil layer around the broken stone pile hole of the broken stone filler pile by using a sound pick-up arranged on the inner side of a shell of the vibration punching device;

and controlling the vibroflotation of the vibroflotation device to the gravel packing pile according to the real-time vibration signal of the vibroflotation device detected by the pick-up device arranged on the inner side of the vibroflotation device shell, so that the vibroflotation device vibroflotates to fill the gravel packing in the gravel packing gravel pile hole to form the gravel packing pile with the pile diameter equal to the effective pile diameter.

Preferably, according to the real-time vibration signal of the vibroflotation device detected by the sound pick-up device arranged on the inner side of the vibroflotation device shell, the control of the vibroflotation device on the vibroflotation of the gravel pile comprises:

the real-time vibration signal of the vibrator is detected by the pickup to be converted from a time domain to a frequency domain, so that the main frequency of the real-time vibration signal of the vibrator is obtained;

Comparing the main frequency of the real-time vibration signal of the vibroflotation device with a preset frequency;

when the main frequency of the real-time vibration signal of the vibroflotation device reaches or is close to the preset frequency, judging that the pile diameter of the crushed stone pile to be formed is equal to the effective pile diameter, and lifting the vibroflotation device upwards to vibroflotate crushed stone in the middle part of the crushed stone pile to be formed, so that the crushed stone pile with the pile diameter equal to the effective pile diameter is finally formed;

when the main frequency of the real-time vibration signal of the vibroflotation device is larger than the preset frequency, the vibroflotation device is controlled to continuously vibroflotate the gravels embedded in the soil layer around the gravel pile hole.

Preferably, the preset frequency is a main frequency of the vibrator vibration signal when the vibrator amplitude is reduced to the minimum value, which is obtained in advance.

Preferably, according to the real-time vibration signal of the vibroflotation device detected by the sound pick-up device arranged on the inner side of the vibroflotation device shell, the control of the vibroflotation device on the vibroflotation of the gravel pile comprises:

the method comprises the steps that the front vibroflotation vibration signal detected by the pickup in front and the rear vibroflotation vibration signal detected by the pickup in rear are subjected to time domain to frequency domain conversion, so that the main frequency of the front vibroflotation vibration signal and the main frequency of the rear vibroflotation vibration signal are obtained;

Analyzing the main frequency of the vibration signal of the front vibrator and the main frequency of the vibration signal of the rear vibrator obtained in the vibration punching period;

when the main frequency of the vibration signal of the rear vibroflotator is smaller than that of the vibration signal of the front vibroflotator and is kept for a period of time, the pile diameter of the crushed stone pile to be formed is judged to be equal to the effective pile diameter, and the vibroflotator is lifted upwards to carry out vibroflotation on crushed stone in the middle part of the vibroflotation crushed stone pile to be formed, so that the crushed stone pile with the pile diameter equal to the effective pile diameter is finally formed.

Preferably, the sound pickup provided inside the vibroflotation housing includes a sound sensor and an audio amplifier.

Preferably, the sound pickup provided inside the vibroflotation housing is a sound sensor.

Compared with the prior art, the method for controlling the water permeability of the vibroflotation gravel pile has the following beneficial effects:

1. according to the method for controlling the water permeability of the vibroflotation gravel pile, disclosed by the invention, the slurry density in the hole cleaning process of the gravel pile hole formed by vibroflotation construction is detected in real time, so that the water permeability in the gravel pile hole is ensured to meet the preset requirement, the precondition is provided for ensuring that the water permeability of the gravel pile formed by vibroflotation encryption of the gravel filler thrown into the gravel pile hole is met, the ultra-static pore water pressure in the deep part of a stratum can be vertically uploaded along the gravel pile under the condition of extra-large earthquake (such as the condition of 8.5-9 grades), the frustration accident of the gravel pile under the condition of strong earthquake is avoided, and the stability and the safety of the composite foundation formed by the gravel pile are improved.

2. According to the method, for the deep and thick covered complex stratum, the supply quantity of the drainage pressure is accurately controlled according to the compactness of different stratum, so that the vibroflotation device and the proper drainage pressure act together to smoothly finish deep hole vibroflotation construction of the complex stratum, and the difficult problem of deep and thick covered stratum vibroflotation construction of more than 50m is solved.

3. The method of the invention carries out average treatment on the instantaneous value of the vibroflotation current obtained by the stratum with uneven local distribution, avoids frequent adjustment of the pressure of the sewage supplied by the frequent abrupt change of the vibroflotation current, ensures stable water supply of the water pump, and prolongs the service life of the water pump.

4. 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 a method of controlling the water permeability of an vibroflotation gravel pile of the present invention;

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 of controlling sewage according to an embodiment of the present invention;

FIG. 6 is a schematic view of the present invention with a pickup inside the vibroflotation housing;

FIG. 7 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. 8 is a flowchart of a first embodiment of vibroflotation encryption control performed by the encryption control section in fig. 7;

fig. 9 is a flowchart of a second embodiment of vibration encryption control by the encryption control section in fig. 7;

FIG. 10 is a flow chart of the present invention for controlling mud density.

Detailed Description

As shown in fig. 1, which is a flow chart of a method for controlling water permeability of an vibroflotation gravel pile according to the present invention, as can be seen from fig. 1, the method of the present invention comprises:

the method comprises the following steps of controlling the sewage of a vibroflotation gravel filling pile machine comprising a telescopic guide rod and a vibroflotation device, and rapidly completing vibroflotation construction of a gravel filling gravel pile hole;

cleaning the broken pile holes, and obtaining the slurry density in the broken pile holes in the cleaning process through a slurry pump;

controlling the flow rate of the sewage supplied by the sewage pump and the flow rate of the sewage supplied by the sewage pump according to the mud density obtained by the mud pump so that the mud density in the gravel pile hole meets the requirement;

continuing to perform hole cleaning treatment with the mud density meeting the requirements until the hole cleaning treatment is finished;

And after the hole cleaning treatment is finished, throwing the gravel packing into a gravel pile hole, and carrying out vibroflotation encryption construction on the gravel packing in the gravel pile hole by utilizing a vibroflotation device to form a vibroflotation gravel packing pile with an effective pile diameter.

Wherein the present invention is implemented during construction of an vibroflotation gravel pile machine, and fig. 2 shows a block diagram of a vibroflotation gravel pile machine 1000 used during construction of the present invention. As shown in fig. 2, the vibroflotation gravel pile machine 1000 includes a lifting device, a guide rod 10, a vibroflotation device 13 and an automatic feeding device.

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 construction generally comprises 1) vibroflotation to form a gravel pile hole, 2) hole cleaning treatment of the gravel pile hole, 3) throwing gravel filler into the gravel pile hole, and 4) vibroflotation encryption of gravel filled into the gravel pile hole by a vibroflotation device to form a gravel pile.

The invention forms a gravel pile hole by a control method for the launching of a vibroflotation gravel pile machine, which comprises the following steps: acquiring the current stratum compactness in the vibroflotation construction process; and controlling the flow rate of the water supplied by the water pump to drain in real time according to the current stratum compactness, so that the combined action of the vibroflotation device and the drain is used for rapid vibroflotation broken stone pile hole construction.

The invention automatically controls the supply quantity of the sewage according to the current stratum compactness, is suitable for shallow Kong Zhenchong with a single stratum and deep hole vibroflotation with complex stratum, and ensures smooth execution of shallow hole or deep hole vibroflotation construction.

As shown in fig. 5, the present embodiment provides a method for controlling the drainage of an vibroflotation gravel pile machine, including:

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, acquiring the current stratum compactness in the vibroflotation construction process;

S102, acquiring the instantaneous water pressure of the supplied water, and determining the acquired instantaneous water pressure as the current water pressure;

s103, searching a target launching pressure corresponding to the current formation compactness according to the corresponding relation between the preset launching pressure and the formation compactness;

s104, controlling the flow of the sewage supplied to the sewage, so that the current sewage pressure reaches the target sewage pressure, and completing vibroflotation construction by using vibroflotation and the target sewage pressure.

As shown in fig. 4, S101 includes, during the vibroflotation construction process, acquiring the current formation compactness:

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

s202, searching 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 found formation compactness as the current formation compactness.

As shown in fig. 2, 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 arithmetic 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, searching 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 found 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 hole 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 hole.

In one implementation of this example, the correspondence between vibroflotation current and formation compaction is shown in table 1. The formation compactness is divided into three grades of soft, medium and hard, and the corresponding relation between the formation compactness and the vibroflotation current of different grades is obtained through field test data.

TABLE 1 correspondence between vibroflotation current and formation compaction

Vibroflotation current I	Formation solidity Dr
		I<0.3Ie	Soft and soft
0.3Ie<I<0.8Ie	In (a)
		I>0.8Ie	Hard

Here, ie shown in table 1 is the rated current of the vibrator.

After the controller obtains the current vibroflotation current, the formation compactness corresponding to the current vibroflotation current is determined as the current formation compactness through the lookup table 1. For example, when the controller 1 obtains the current vibroflotation current i=0.3 Ie, the current formation compaction is determined as a middle level by looking up table 1.

It should be noted that table 1 only shows one correspondence between vibroflotation current and formation compactness, and for more complex formations, the controller may also obtain other more complex correspondences according to field test data.

Wherein, S102 obtains the instantaneous launching pressure of the supply launching, and determines the obtained instantaneous launching pressure as the current launching pressure, and the specific embodiments are as follows:

as shown in fig. 3, a water supply pressure detection sensor 41 is installed on the water outlet pipe of the water pump 4, for acquiring the instantaneous water supply pressure of the water pump 4 for supplying the water to the controller 1, and the controller 1 determines the instantaneous water supply pressure transmitted from the water supply pressure detection sensor 41 as the current water supply pressure.

Because the screw pump has the characteristics of no pulsation of water supply pressure and stable instantaneous flow, the embodiment adopts the screw pump to supply the sewage, and can also adopt other water pumps with no pulsation of water supply pressure and stable instantaneous flow to supply the sewage, so long as the supplied sewage pressure and the supplied sewage flow meet the requirements. The water supply pressure detection sensor 41 is installed on the water outlet line of the screw pump, and acquires the instantaneous sewage pressure of the supply sewage of the screw pump. The water supply pressure detection sensor 41 may be any sensor capable of detecting water pressure in the related art. For example, a pressure transmitter may be employed.

In addition, as shown in fig. 3, a water supply flow rate detection sensor 42 is further installed on the water outlet pipe of the water pump 4 for detecting the instantaneous discharge flow rate of the water supplied from the water pump 4 in real time. The water supply flow rate detection sensor 42 may be any sensor capable of detecting water flow rate in the prior art. For example, an electromagnetic flowmeter may be employed. The water supply flow rate detection sensor 42 transmits the instantaneous discharge flow rate of the water supplied from the water pump 4 detected in real time to the controller 1, which determines the instantaneous discharge flow rate as the current discharge flow rate.

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

And S103, searching a target launching pressure corresponding to the current formation compactness according to a preset corresponding relation between the launching pressure and the formation compactness, wherein the specific implementation mode is as follows:

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

In one implementation of this example, the correlation of the drainage pressure to formation compaction is shown in table 2. The formation compactness is divided into three grades of soft, medium and hard, and the corresponding relation between the formation compactness of different grades and the sewage pressure is obtained through field test data.

TABLE 2 correspondence between the downforce pressure and formation compaction

Downdraft pressure P (MPa)	Formation solidity Dr
		0.3～0.5	Soft and soft
0.5～0.7	In (a)
		0.7～0.8	Hard

The controller 1 finds a target sewage pressure corresponding to the current formation compactness by looking up the table 2. As shown in table 2, the lower and upper limits are set for the lower water pressure for each level of formation compaction. For example, when the controller 1 determines the current formation compactness as a middle level through the lookup table 1, the target sewage pressure corresponding to the middle level current formation compactness is found to be 0.5 to 0.7MPa through the lookup table 2.

It should be noted that table 2 only shows one correspondence between the pressure of the sewage and the formation compactness, and for more complex formations, the controller may also obtain other more complex correspondences according to the field test data.

Wherein, S104 controls the flow rate of the sewage supplied to the sewage, so that the current sewage pressure reaches the target sewage pressure, and the specific implementation modes are as follows: comparing the current sewage pressure with the target sewage pressure to obtain a difference value between the current sewage pressure and the target sewage pressure; the controller controls the water pump to supply the water outlet flow according to the difference value of the current water outlet pressure and the target water outlet pressure, so that the current water outlet pressure reaches the target water outlet pressure.

Specifically, the controller controls the discharge flow rate of the water supplied by the water pump 4 according to the difference between the current discharge pressure and the target discharge pressure, and includes: when the current sewage pressure is greater than the upper limit of the target sewage pressure, controlling the water pump 4 to reduce the sewage flow; when the current sewage pressure is smaller than the lower limit of the target sewage pressure, controlling the water pump 4 to increase the sewage flow; when the current sewage pressure is within the target sewage pressure range, the water pump 4 is controlled to maintain the sewage flow rate.

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 water supply pressure detection sensor 41 detects the instantaneous water discharge pressure in real time, and the water supply flow detection sensor 42 detects the instantaneous water discharge flow in real time;

2. the controller 1 obtains the current vibroflotation current, the current sewer pressure and the current sewer flow;

3. the controller 1 determines the current formation compactness corresponding to the current vibroflotation current according to the obtained current vibroflotation current lookup table 1; determining a target sewage pressure corresponding to the current formation compactness through a lookup table 2;

4. the controller 1 compares the obtained current sewage pressure with the target sewage pressure which is determined by searching, converts the difference signal into a control signal to control the output frequency of the water pump variable-frequency cabinet 5, changes the sewage flow of the water pump 4 by controlling the rotating speed of the water pump 4, and further changes the sewage pressure to enable the current sewage pressure to be positioned in the target sewage pressure range.

After the gravel pile hole is formed by adopting the method, the gravel pile hole is cleaned so that the mud density in the pile hole meets the requirement.

Wherein, during clear hole processing, obtain the mud density in the broken stone stake hole in clear hole processing procedure through the slush pump, include:

Pumping up the slurry in the gravel pile hole to a slurry densimeter by using a slurry pump;

and detecting the mud density of the pumped mud by a mud densimeter, and obtaining the current mud density value in the gravel pile hole.

When the device is applied, the mud densimeter can be installed on the ground, such as the upper part of the outermost layer of the telescopic guide rod, or the mast, or the pile frame of the vibroflotation gravel pile machine, and the like. The mud pump can be arranged below the broken stone pile hole through the hoisting device, is 2-3m above the bottom of the vibroflotation device (namely, is positioned at the middle position of the vibroflotation device and is 2-3m higher than the lower water position flowing out of the bottom of the vibroflotation device and is about 1-2m lower than the lower air position flowing out of the telescopic guide rod), and then is synchronous in depth with the vibroflotation device cleaning hole, and the mud in the hole cleaning process is pumped to a mud densimeter positioned on the ground through a pipeline. Or the slurry pump and the slurry densimeter can be integrated and placed on the ground, for example, the slurry pump and the slurry densimeter are installed on the upper part of the outermost layer of the telescopic guide rod, or on a mast, or on a pile frame of a vibroflotation gravel pile machine, and the like, when the slurry pump and the slurry densimeter work, a pipeline is sent into the lower part in a gravel pile hole through a winch device, and the slurry is pumped to the slurry densimeter positioned on the ground through the pipeline at the position 2-3m above the bottom of the vibroflotation device.

When the mud densimeter and the mud pump are installed, the mud densimeter and the mud pump can be connected with other parts in a detachable connection mode, so that the mud densimeter and the mud pump can be detached when the mud density does not need to be detected.

After the current mud density value in the gravel pile hole is obtained through the mud densimeter, controlling the flow of the sewer water for supplying the sewer water and the flow of the sewer gas for supplying the sewer gas according to the obtained mud density so that the mud density in the gravel pile hole meets the requirements, and the method comprises the following steps:

after the current mud density value in the gravel pile hole is obtained, comparing the current mud density value with a preset mud density threshold value;

and controlling the flow rate of the sewer water supplied by the sewer water supply and the flow rate of the sewer gas supplied by the sewer gas according to the comparison result of the current mud density value and the preset mud density threshold value so that the mud density in the gravel pile hole meets the requirement.

Wherein, as shown in fig. 10, according to the comparison result of the current mud density value and the preset mud density threshold value, controlling the flow rate of the sewage supplied with the sewage and the flow rate of the sewage supplied with the sewage comprises:

when the comparison result shows that the current mud density value is within the preset mud density threshold value, the vibroflot moves up and down in the broken stone pile hole (the upper and lower moving range is generally controlled within 2 meters), and the water pump and the air pump are controlled to clear the pile hole under the current discharge flow and the current discharge flow;

And when the comparison result shows that the current mud density value exceeds the preset mud density threshold value, controlling the flow of the sewer water supplied by the sewer water and the flow of the sewer gas supplied by the sewer gas so that the mud density value is within the preset mud density threshold value.

The controller is preset with the corresponding relation between the slurry density in the gravel pile holes and the gravel piles with different water permeability. The corresponding relation between the slurry density and the gravel piles with different water permeability is obtained through tests, namely, test pile holes are formed in the site before formal construction, and the controller analyzes and determines the corresponding relation between the slurry density and the gravel piles with different water permeability through a large amount of data obtained through the test pile holes. The preset mud density threshold is a mud density value corresponding to the gravel pile with the water permeability meeting the preset requirement.

When the method is applied, the preset slurry density threshold value is determined according to the actual construction condition, and in the invention, the preset slurry density threshold value is smaller than or equal to 1.10g/cm ³ 。

And the rated maximum downflow are determined according to a vibroflotator and a water pump and an air pump adopted in the construction of the vibroflotation gravel pile machine. The current underflow rate, is typically 70-75% of the rated maximum underflow rate and the rated maximum underflow rate.

When the comparison result shows that the current mud density value exceeds the preset mud density threshold value, the lower water flow rate for supplying lower water and the lower air flow rate for supplying lower air are controlled to be increased, so that the lower water flow rate and the lower air flow rate are respectively increased to 80-90% of the rated maximum lower water flow rate and the rated maximum lower air flow rate from the current lower water flow rate and the lower air flow rate, and meanwhile, the vibrator moves up and down (the upper and lower moving range is generally controlled to be within 2 meters up and down) so as to reduce the mud density in holes to be smaller than or equal to the preset mud density threshold value.

When the density of the slurry suddenly and abnormally increases in the cleaning process of the gravel pile holes and the duration reaches more than 2 minutes, the sign of partial hole collapse is predicted to occur, and the chemical slurry wall protection treatment is needed to be carried out on the gravel pile holes at the moment, and then the cleaning process is continued.

Wherein, the method of adopting chemical mud to protect the wall is used for carrying out comprehensive treatment on the broken stone pile hole, and the method is carried out by adopting the following formula in weight ratio: adding 0.5-2 parts of polyacrylamide into 1000 parts of water, specifically, when chemical slurry wall protection treatment is needed, taking the volume of a broken stone pile hole as the volume of required water, then calculating the weight of the water corresponding to the volume, adding the polyacrylamide into the water, and adding 0.5-2 parts of polyacrylamide into 1000 parts of water according to the weight ratio. Wherein, the greater the detected mud density in the holes, the greater the probability of possible hole collapse, the more polyacrylamide is added.

The invention can ensure that the density of the slurry in the pile hole meets the requirement by controlling the density of the slurry in the gravel pile hole in the clearance Kong Guocheng, and ensure that the water permeability of the gravel pile formed by the follow-up filling and vibroflotation encryption meets the preset requirement, so as to ensure that the gravel pile can vertically upload the ultra-static pore water pressure in the deep part of the stratum to the gravel cushion layer under the strong shock condition, and the vibroflotation gravel pile is not broken under the strong shock.

After the hole cleaning treatment is completed, the gravel fillers are placed into the gravel pile holes in batches, the gravel fillers placed into the gravel pile holes in batches one by one are subjected to vibroflotation encryption through a vibroflotation device to form N gravel pile sections, and accordingly continuous and uniform vibroflotation gravel piles with effective pile diameters are formed in the gravel pile holes from bottom to top through the N gravel pile sections.

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.

As shown in fig. 6, in order to schematically illustrate the structure of a vibroflotation device used in the vibroflotation gravel pile machine of the present invention, the vibroflotation device 1000 of the present invention is different from the conventional vibroflotation device in that a pickup 1311 for picking up sound and a support bar 1312 for fixing the pickup 1311 are installed inside a housing 1308 of the vibroflotation device, and the support bar 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. 6 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 sewer pipe 1310, and a pickup 1311.

After a batch of gravel packing is placed into the gravel pile hole, the vibroflotator begins vibroflotation encryption of the gravel packing by energizing 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 encryption technology is as follows:

in the process of vibroflotation of the vibroflotation device 13 on the surrounding broken stone filler, a pickup arranged on the inner side of a vibroflotation device shell is used for detecting a vibroflotation device real-time vibration signal when the vibroflotation device vibroflotates broken stone embedded in a soil layer around a broken stone pile hole;

and controlling the vibroflotation of the gravel pile by the vibroflotation device according to the real-time vibration signal of the vibroflotation device detected by the pick-up device arranged on the inner side of the vibroflotation device shell, so that the pile diameter of the gravel pile formed by filling the gravels in the gravel pile holes by the vibroflotation device is equal to the effective pile diameter.

According to the real-time vibration signal of the vibroflotation device detected by the sound pickup 1311 arranged on the inner side of the vibroflotation device shell, the control of the vibroflotation device on the vibroflotation of the gravel pile comprises the following steps:

the real-time vibration signal of the vibrator is detected by the pickup to be converted from a time domain to a frequency domain, so that the main frequency of the real-time vibration signal of the vibrator is obtained;

Comparing the main frequency of the real-time vibration signal of the vibroflotation device with a preset frequency;

when the main frequency of the real-time vibration signal of the vibroflotation device reaches or is close to the preset frequency, judging that the pile diameter of the crushed stone pile to be formed is equal to the effective pile diameter, and lifting the vibroflotation device upwards to vibroflotate crushed stone in the middle part of the crushed stone pile to be formed, so that the crushed stone pile with the pile diameter equal to the effective pile diameter is finally formed;

when the main frequency of the real-time vibration signal of the vibroflotation device is larger than the preset frequency, the vibroflotation device is controlled to continuously vibroflotate the gravels embedded in the soil layer around the gravel pile hole.

The preset frequency of the invention is the main frequency of the vibrator vibration signal obtained in advance when the amplitude of the vibrator is reduced to the minimum.

According to the real-time vibration signal of the vibroflotation device detected by the pickup arranged on the inner side of the vibroflotation device shell, the control of the vibroflotation device on the vibroflotation of the gravel pile comprises the following steps:

the method comprises the steps that the front vibroflotation vibration signal detected by the pickup in front and the rear vibroflotation vibration signal detected by the pickup in rear are subjected to time domain to frequency domain conversion, so that the main frequency of the front vibroflotation vibration signal and the main frequency of the rear vibroflotation vibration signal are obtained;

Analyzing the main frequency of the vibration signal of the front vibrator and the main frequency of the vibration signal of the rear vibrator obtained in the vibration punching period;

when the main frequency of the vibration signal of the rear vibroflotator is smaller than that of the vibration signal of the front vibroflotator and is kept for a period of time, the pile diameter of the crushed stone pile to be formed is judged to be equal to the effective pile diameter, and the vibroflotator is lifted upwards to carry out vibroflotation on crushed stone in the middle part of the vibroflotation crushed stone pile to be formed, so that the crushed stone pile with the pile diameter equal to the effective pile diameter is finally formed.

The pickup provided inside the vibroflotation housing of the present invention includes a sound sensor and an audio amplifier.

The pickup provided inside the vibroflotation housing of the present invention may be a sound sensor.

Fig. 7 shows a control section for controlling vibroflotation of a vibroflotation filler, comprising a sound pickup 1311 for converting a vibration signal on a housing of the vibroflotation filler into a corresponding electric signal, an audio analysis module for audio analysis of the electric signal output from the sound pickup 1311, a processor for processing audio output from the audio analysis module, a memory for storing data output from the processor, and a display for displaying data output 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 sound pickup 1311 of the present invention may include a sound sensor and an audio amplifier, or may include only a sound sensor.

The audio analysis module, processor, memory and display of the present invention may be located on the ground and the audio analysis module may be connected to the microphone by a cable. In addition, the audio analysis module of the present invention may be a fourier transformer that converts the vibration signal from the time domain to the frequency domain.

Compared with another patent application of the pressure sensor arranged on the vibrator outer shell, the service life of the sound sensor can be greatly prolonged. That is, since the sound sensor 1311 is installed inside the vibrator housing, it is not pressed by the crushed stone packing and the vibrator like the pressure sensor installed on the vibrator housing, and thus is not easily damaged.

Fig. 8 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 impact of the vibration impact device on the crushed stone filler, detecting real-time vibration signals of a vibration impact device shell by a sound pickup;

step S302, performing time domain to frequency domain conversion on the real-time vibration signal of the vibroflotation device detected by the pickup to obtain the main frequency of the real-time vibration signal of the vibroflotation device

Step S303, judging whether the main frequency of the real-time vibration signal of the vibroflotation device reaches or approaches to a preset frequency;

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

step S401, detecting real-time vibration signals of a vibrator shell through a sound pick-up during the vibration of the broken stone filler by the vibrator, and obtaining a front vibrator vibration signal detected by the sound pick-up before and a rear vibrator vibration signal detected by the sound pick-up after;

Step S402, converting the time domain to the frequency domain of a front vibroflotation signal detected by the pickup and a rear vibroflotation signal detected by the pickup, so as to obtain a main frequency of the front vibroflotation signal and a main frequency of the rear vibroflotation signal;

step S403, judging whether the main frequency of the vibration signal of the rear vibrator is smaller than that of the vibration signal of the front vibrator;

step S404, if the judgment result of the step S403 is yes, further judging whether the main frequency of the vibrator vibration signal detected later 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, the present invention is not limited thereto, and those skilled in the art can make modifications according to the principles of the present invention, and thus, all modifications made according to the principles of the present invention should be construed as falling within the scope of the present invention.

Claims (10)

1. A method of vibroflotation gravel pile water permeability control comprising:

the method comprises the following steps of controlling the sewage of a vibroflotation gravel filling pile machine comprising a telescopic guide rod and a vibroflotation device, and rapidly completing vibroflotation construction of a gravel filling gravel pile hole;

cleaning the broken pile holes, and obtaining the slurry density in the broken pile holes in the cleaning process through a slurry pump;

controlling the flow rate of the sewage supplied by the sewage pump and the flow rate of the sewage supplied by the sewage pump according to the mud density obtained by the mud pump so that the mud density in the gravel pile hole meets the requirement;

continuing to perform hole cleaning treatment with the mud density meeting the requirements until the hole cleaning treatment is finished;

and after the hole cleaning treatment is finished, throwing the gravel packing into a gravel pile hole, and carrying out vibroflotation encryption construction on the gravel packing in the gravel pile hole by utilizing a vibroflotation device to form a vibroflotation gravel packing pile with an effective pile diameter.

2. The method of claim 1, the obtaining, by a mud pump, a mud density in a gravel pile hole during a hole cleaning process comprising:

pumping up the slurry in the gravel pile hole to a slurry densimeter by using a slurry pump;

and detecting the mud density of the pumped mud by a mud densimeter, and obtaining the current mud density value in the gravel pile hole.

3. The method of claim 2, the mud densitometer being mounted on the surface.

4. A method according to claim 2 or 3, controlling the flow of the sewer water supplied to the sewer water and the flow of the sewer gas supplied to the sewer gas based on the obtained mud density so that the mud density in the gravel pile holes meets the requirements comprising:

after the current mud density value in the gravel pile hole is obtained, comparing the current mud density value with a preset mud density threshold value;

and controlling the flow rate of the sewer water supplied by the sewer water supply and the flow rate of the sewer gas supplied by the sewer gas according to the comparison result of the current mud density value and the preset mud density threshold value so that the mud density in the gravel pile hole meets the requirement.

5. The method of claim 4, wherein controlling the flow rate of the downwater supplied to the sewage and the flow rate of the downgas supplied to the sewage based on a comparison of the current mud density value and a preset mud density threshold value comprises:

When the comparison result is that the current mud density value is within the preset mud density threshold value, controlling to perform hole cleaning treatment under the current discharging flow and the current discharging flow;

and when the current mud density value exceeds the preset mud density threshold value, controlling the flow rate of the sewer water supplied by the sewer water supply and the flow rate of the sewer gas supplied by the sewer gas supply so that the mud density value is within the preset mud density threshold value.

6. The method of claim 5, wherein when the comparison result shows that the current mud density value exceeds the preset mud density threshold value, the chemical mud wall protection treatment is performed on the gravel pile hole if the hole collapse phenomenon occurs in the process of controlling the down flow rate of the supplied down water and the down flow rate of the supplied down gas.

7. The method of claim 1, wherein the rapid completion of the vibroflotation construction of the gravel pack gravel pile hole by controlling the launch of a vibroflotation gravel pack pile machine comprising a telescoping guide rod and a vibroflotation device comprises:

the pipeline for supplying the sewage passes through the telescopic guide rod and the vibroflotation device and then extends 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 the stratum;

acquiring the current stratum compactness in the vibroflotation construction process;

acquiring an instantaneous downwater pressure of the supplied downwater, and determining the acquired instantaneous downwater pressure as a current downwater pressure;

Searching a target launching pressure corresponding to the current formation compactness according to the corresponding relation between the preset launching pressure and the formation compactness;

and controlling the flow of the sewer to enable the current sewer pressure to reach the target sewer pressure so as to finish the vibroflotation construction of the gravel pile hole by using the vibroflotation of the vibroflotation device and the target sewer pressure.

8. The method of claim 7, the obtaining a current formation compaction comprising:

acquiring the current vibroflotation current of a vibroflotation device;

searching the formation compactness corresponding to the current vibroflotation current according to the preset corresponding relation between the vibroflotation current and the formation compactness;

and determining the found formation compactness as the current formation compactness.

9. The method of claim 8, the obtaining a present vibroflotation current of a vibroflotation device comprising:

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.

10. The method of claim 1, wherein the vibroflotation encryption construction of the gravel packing in the gravel pile hole with the vibroflotation device to form the vibroflotation gravel packing pile with the effective pile diameter comprises:

during the vibration punching encryption construction of the broken stone filler in the broken stone pile hole by using the vibration punching device, detecting real-time vibration signals of the vibration punching device when the vibration punching device performs vibration punching on the broken stone filler embedded in the soil layer around the broken stone pile hole of the broken stone filler pile by using a sound pick-up arranged on the inner side of a shell of the vibration punching device;

And controlling the vibroflotation of the vibroflotation device to the gravel packing pile according to the real-time vibration signal of the vibroflotation device detected by the pick-up device arranged on the inner side of the vibroflotation device shell, so that the vibroflotation device vibroflotates to fill the gravel packing in the gravel packing gravel pile hole to form the gravel packing pile with the pile diameter equal to the effective pile diameter.