CN116791563A

CN116791563A - Method for forming effective pile diameter vibroflotation gravel pile under super-strong earthquake zone

Info

Publication number: CN116791563A
Application number: CN202210254299.8A
Authority: CN
Inventors: 石峰; 郭万红; 韩伟; 孙亮
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 method for forming an effective pile diameter vibroflotation gravel pile under a super-strong earthquake zone, which comprises the following steps: after the gravel pile hole is formed, a filling device with a weighing element is arranged at the orifice of the gravel pile hole, and a feeding port of the filling device is 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; putting the crushed stone filling materials with the obtained weight into a crushed stone pile hole, and carrying out vibroflotation encryption construction on the crushed stone filling materials by using a vibroflotation device; during construction, the vibroflotation encryption of the vibroflotation device is controlled by a method for detecting the amplitude of the vibroflotation device through the flow velocity, so that the vibroflotation gravel pile with the effective pile diameter is formed. 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

Method for forming effective pile diameter vibroflotation gravel pile under super-strong earthquake zone

Technical Field

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

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 method for forming an effective pile diameter vibroflotation gravel pile under a super-strong earthquake zone, which can quickly vibroflotate and make 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, the present invention provides a method for forming an effective pile diameter vibroflotation gravel pile under a super-strong seismic zone, 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;

Putting the crushed stone filler with the obtained weight into a crushed stone pile hole directly through a filler device feeding port of an alignment hole, and carrying out vibroflotation encryption construction on the crushed stone filler by using a vibroflotation device;

and during the vibration punching encryption construction of the broken stone filler by using the vibration punching device, controlling the vibration punching encryption of the vibration punching device by using a method for detecting the vibration amplitude of the vibration punching device through the flow velocity so as to form the vibration punching broken stone pile with the effective pile diameter.

Wherein, control the vibroflotation encryption of vibroflotation through the method of flow velocity detection vibroflotation amplitude to form the vibroflotation gravel stake that has effective stake footpath includes:

a flow velocity sensor arranged in the vibroflotator generates a real-time electric signal corresponding to the amplitude of the vibroflotator;

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

Preferably, the flow rate sensor provided in the vibroflotation device includes:

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

a cylinder body which is arranged at the other end of the supporting rod and is filled with liquid;

a piston mounted inside the vibroflotation housing and extending into the cylinder, the piston comprising a piston rod and a piston head, the piston head dividing the cylinder interior into a first cavity and a second cavity;

A conduit connecting the first cavity and the second cavity;

a flow rate detector mounted on the pipe;

wherein, during the movement of the piston within the cylinder as the vibroflotator housing vibrates, the liquid within the cylinder flows through the flow rate detector via the pipe line, causing the flow rate detector to generate an electrical signal corresponding to the amplitude of vibration of the vibroflotator housing.

a cylinder body which is arranged on the inner side of the vibrator shell and is filled with liquid;

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

the piston is arranged at the other end of the supporting rod and comprises a piston rod and a piston head, and the piston head stretches into the cylinder body to divide the inner cavity of the cylinder body into a first cavity and a second cavity;

a conduit connecting the first cavity and the second cavity;

a flow rate detector mounted on the pipe;

wherein, during the movement of the cylinder body relative to the piston as the vibroflotation housing vibrates, the liquid in the cylinder body flows through the flow velocity detector via the pipeline, so that the flow velocity detector generates an electric signal corresponding to the vibration amplitude of the vibroflotation housing.

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

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

when the amplitude of the real-time electric signal is smaller than or equal to the preset amplitude, 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 the crushed stone filler 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 amplitude of the real-time electric 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 preceding electric signal and the amplitude of the following electric signal obtained by the flow sensor in the vibroflotation period;

when the amplitude of the subsequent electric signal is smaller than that of the previous electric signal and is kept for a period of time, 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 the crushed stone filler 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, 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, when the vibroflotation device vibroflotation hole forming construction is performed, the vibroflotation device is controlled by water-gas linkage so as to rapidly complete the vibroflotation construction of the broken stone pile hole, and the method comprises the following steps:

controlling the discharge flow of the supplied sewage according to the current stratum compactness obtained in the vibroflotation construction process; and

controlling the down-gas pressure of the supplied down-gas according to the current stratum compactness obtained in the vibroflotation construction process;

The vibroflotation device completes vibroflotation construction of the broken stone pile hole under the synergistic effect of the drainage and the air supply by controlling the drainage flow of the drainage supplied by the vibroflotation broken stone pile machine and the air supply pressure of the drainage.

Preferably, the obtaining the current formation compactness in the vibroflotation construction process 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 controlling the flow of the discharged water for supplying the discharged water according to the current formation compactness obtained in the vibroflotation construction process includes:

acquiring the current sewage pressure of the supplied sewage;

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 rate of the sewage supplied by the second water pump by comparing the current sewage pressure with the target sewage pressure, so that the current sewage pressure is positioned in the target sewage pressure range.

Preferably, the obtaining the current sewage pressure of the supply sewage includes:

acquiring a plurality of instantaneous downwater pressures of the supplied downwater;

the instantaneous water pressure is subjected to average treatment to obtain average water pressure;

the resulting average downwater pressure is determined as the current downwater pressure.

Compared with the prior art, the method for forming the effective pile diameter vibroflotation gravel pile under the super-strong earthquake zone has the following advantages:

1. the method for forming the effective pile diameter vibroflotation gravel pile under the super-strong earthquake zone can accurately finish the weight measurement and the throwing of the gravel filler, namely, the method is simple and convenient to operate and accurate in metering, ensures that the gravel filler thrown into the 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 the safety of the formed vibroflotation gravel pile under strong earthquake.

2. According to the method, for the deep and thick covered complex stratum, when the drainage effect is not obvious, the supply quantity of the drainage pressure and the drainage pressure can be respectively and accurately controlled according to the compactness of different stratum, so that the deep hole vibroflotation construction of the complex stratum can be smoothly completed by the vibroflotation device under the synergistic effect of the proper drainage pressure and the drainage pressure, and the difficult problem of the deep and thick covered stratum vibroflotation construction of more than 50m is solved.

3. According to the method, the internal water pressure of the telescopic guide rod is always higher than the external slurry pressure through the accurate control of the water pressure, so that external slurry is prevented from entering the telescopic guide rod from a gap of the telescopic guide rod; and the current water feeding flow is controlled to be positioned in the target water feeding flow range in the vibroflotation construction process, and the air feeding pressure is controlled to be positioned in the target air feeding pressure range so as to remove a small amount of sand and stones entering the telescopic guide rod, so that the telescopic guide rod can freely stretch and retract under the actions of water feeding and air feeding, and the deep hole vibroflotation construction of the complex stratum based on the telescopic guide rod can be reliably carried out.

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 forming an effective pile diameter vibroflotation gravel pile under a super seismic zone 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 water-gas linkage control system of the 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 water supply, air supply, water discharge and air discharge according to an embodiment of the present invention;

FIG. 6 is a flow chart of a method for controlling the flow of the offal supplied to the sewer according to the current formation compaction obtained during vibroflotation construction in accordance with an embodiment of the present invention;

FIG. 7 is a flow chart of a method for controlling down-gas pressure of supplied down-gas according to current formation compactness obtained during vibroflotation construction in accordance with an embodiment of the present invention;

FIG. 8 is a flow chart of a method of controlling the flow of water to supply the water supply according to an embodiment of the present invention;

FIG. 9 is a flow chart of a method of controlling the upper pressure of an supplied upper gas according to an embodiment of the present invention;

FIG. 10 is a schematic view of the present invention with a flow rate sensor disposed within the vibroflotator housing;

FIG. 11a is an enlarged schematic view of a first example of portion A of FIG. 10;

FIG. 11b is an enlarged schematic view of a second example of portion A of FIG. 10;

FIG. 12 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. 13 is a flowchart of a first embodiment of the vibroflotation encryption control performed by the encryption control section in fig. 12;

fig. 14 is a flowchart of a second embodiment of vibration encryption control by the encryption control section in fig. 12;

FIG. 15 is a schematic illustration of a prior art vibroflotation gravel pile machine orifice packing method;

FIG. 16a is a schematic illustration of the port packing performed by the first structural packing apparatus of the present invention (with gravel packing not delivered to the gravel pile hole);

FIG. 16b is a schematic illustration of a second structural packing apparatus of the present invention for port packing (with gravel packing not delivered to the gravel pile hole);

FIG. 16c is a schematic illustration of the control portion of the present invention for processing the filler results;

FIG. 17 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. 18 is a schematic view of the cartridge of the present invention;

fig. 19 is a schematic view of the structure of the hopper of the present invention.

Detailed Description

As shown in fig. 1, which is a schematic diagram of a method for forming an effective pile diameter vibroflotation gravel pile under a super-strong seismic zone according to the invention, as can be seen from fig. 1, the method of the invention comprises:

Referring to fig. 2, which is a perspective view of an vibroflotation gravel pile machine 1000 used in the method of 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.

When the vibroflotation and hole forming construction of the vibroflotation device of the vibroflotation gravel pile machine is performed, the vibroflotation construction of the gravel pile hole is rapidly completed by controlling the vibroflotation device in a water-gas linkage way, and the vibroflotation and hole forming construction method comprises the following steps:

in the vibroflotation construction process, the water supply flow rate for supplying water and the air supply pressure for supplying air are controlled in real time, so that the telescopic guide rod can be freely telescopic under the combined action of water supply and air supply; acquiring the current stratum compactness in the vibroflotation construction process; according to the current formation compactness, the water discharge flow of the supplied sewer and the air pressure of the supplied sewer are controlled in real time, so that the vibroflotation device and the sewer work together to complete vibroflotation construction of the broken stone pile hole.

The invention is suitable for deep hole vibroflotation with complex stratum, and ensures the smooth progress of deep hole vibroflotation construction by automatically controlling the water supply and the air supply in the vibroflotation construction process and automatically controlling the water supply and the air supply according to the current stratum compactness.

As shown in fig. 5, the embodiment provides a water-gas linkage control method of an vibroflotation gravel pile machine, which includes:

s100, a pipeline for supplying water and air goes deep into the lower part of the telescopic guide rod from the top of the telescopic guide rod, so that the water and the air form water flow and air flow from bottom to top in the telescopic guide rod under the action of a baffle at the lower part of the telescopic guide rod and flow out from the top of the telescopic guide rod;

S101, 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;

s102, enabling a pipeline for supplying the down gas to penetrate through the telescopic guide rod and extend out of the side wall of the bottom sleeve of the telescopic guide rod, so that the down gas is sprayed out of the bottom of the telescopic guide rod to perform gas-flushing pre-damage on a stratum;

s103, controlling the internal water pressure of the telescopic guide rod to be always larger than the external slurry pressure in the vibroflotation construction process so as to prevent external slurry from entering the telescopic guide rod from a gap of the telescopic guide rod; at the same time

S104, controlling water feeding flow for supplying water and air feeding pressure for supplying air feeding so as to remove a small amount of sand and stone entering the telescopic guide rod under the synergistic effect of the water feeding and the air feeding;

s105, controlling the discharge flow of the supplied sewage according to the current stratum compactness obtained in the vibroflotation construction process; and

s106, controlling the down-gas pressure of the supplied down-gas according to the current stratum compactness obtained in the vibroflotation construction process;

s107, controlling the flow rate of the sewage and the pressure of the sewage, so that the vibroflotation device completes vibroflotation construction under the synergistic effect of the sewage and the sewage.

The following describes the sewage control method of the present embodiment in detail with reference to the accompanying drawings.

As shown in fig. 4, obtaining the current formation compaction during the vibroflotation construction process includes:

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. 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, 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 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 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, S105 controls the flow of the sewer water to be supplied according to the current formation compactness obtained in the vibroflotation construction process, as shown in fig. 6, including:

s301, acquiring the current sewage pressure of the supplied sewage;

s302, 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;

s303, controlling the water discharge flow of the second water pump for supplying the water discharge by comparing the current water discharge pressure with the target water discharge pressure, so that the current water discharge pressure is positioned in the target water discharge pressure range.

The controller converts a difference signal between the current sewage pressure and the target sewage pressure into a control signal to control the sewage flow of the second water pump for supplying the sewage, so that the current sewage pressure is positioned in the target sewage pressure range.

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: s301 obtains a current sewage pressure of the supply sewage, including:

s401, acquiring a plurality of instantaneous sewage pressures for supplying sewage;

s402, carrying out average treatment on the instantaneous water pressures to obtain average water pressure;

and S403, determining the obtained average sewer pressure as the current sewer pressure.

Wherein, when a plurality of instantaneous water pressure of the supply sewage is obtained in S401, the interval time of obtaining the adjacent two instantaneous water pressures is equal.

In one implementation of this embodiment, S402 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, S402 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 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 implementation of the above two embodiments, as shown in fig. 3, a second water supply pressure detection sensor 41 and a second water supply flow rate detection sensor 42 are installed on the water outlet pipe of the second water pump 4, and are respectively used for detecting the instantaneous sewage pressure and the instantaneous sewage flow rate of the sewage supplied by the second water pump 4 in real time. The second water supply pressure detection sensor 41 and the second water supply flow rate detection sensor 42 may employ any sensor capable of detecting water pressure and water flow rate in the related art. For example, the second water supply pressure detection sensor 41 may employ a pressure transmitter, and the second water supply flow rate detection sensor 42 may employ an electromagnetic flowmeter.

A pressure signal averaging circuit is added to the inside of the second water supply pressure detecting sensor 41 for averaging the n instantaneous downwater pressures continuously detected by the second 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 second water supply flow detection sensor 42, and is used for averaging the continuous n instantaneous water flows to obtain an average water flow rate, and the controller 1 determines the collected average water flow rate as the current water flow rate.

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

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

S302, 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 drainage pressure 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 drainage pressure and the formation compactness through a large amount of data obtained by the test pile.

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, S303 controls the second pump to supply the water discharge flow of the water discharge by comparing the current water discharge pressure with the target water discharge pressure, so that the current water discharge pressure is located in the target water discharge pressure range, and the method specifically comprises: when the current sewage pressure is greater than the target sewage pressure upper limit, controlling the second water pump 4 to reduce the sewage flow; when the current sewage pressure is smaller than the lower limit of the target sewage pressure, the second water pump 4 is controlled to increase the sewage flow; when the current sewage pressure is within the target sewage pressure range, the second water pump 4 is controlled to maintain the sewage flow rate.

As shown in fig. 3, in this embodiment, the second water pump 4 is connected to the controller 1 through the second water pump variable frequency cabinet 5, and the second 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 second water pump 4 by controlling the second water pump variable frequency cabinet 5 to change the output frequency, so as to change the discharge flow of the second water pump 4 for supplying the discharge water, and when the discharge flow of the second water pump discharged from the water outlet pipeline is increased, the discharge water pressure is also increased; when the discharge flow rate of the second water pump water outlet pipeline is reduced, the discharge pressure is also reduced.

In the vibroflotation construction process, if only the drainage is supplied, the auxiliary supply of the drainage is carried out when the construction effect is not obvious.

The following describes the air control method in this embodiment in detail with reference to the drawings.

Wherein, S106 controls the down-gas pressure of the supplied down-gas according to the current formation compactness obtained in the vibroflotation construction process, as shown in fig. 7, including:

s501, acquiring the down-draft pressure of the supplied down-draft;

s502, searching a target barometric pressure corresponding to the current formation compactness according to a preset correspondence between barometric pressure and formation compactness;

s503, comparing the obtained down air pressure with the target down air pressure, and controlling the down air pressure of the second air compressor to supply down air, so that the obtained down air pressure is within the target down air pressure range.

The controller converts the acquired difference signal between the down air pressure and the target down air pressure into a control signal to control the down air pressure supplied by the second air compressor to be within the target down air pressure range.

The current formation compactness is obtained through the launch control method.

In this embodiment S501, the obtaining of the down-draft pressure of the supplied down-draft specifically includes: and detecting the instantaneous downward air pressure of the downward air supplied by the second air compressor in real time, and acquiring the instantaneous downward air pressure with equal interval time.

In one implementation of this embodiment, the method for obtaining the downdraft pressure is as follows:

As shown in fig. 3, a gas storage tank is disposed at the outlet of the second air compressor 8, and a second gas supply pressure detection sensor 81 is mounted on the gas outlet pipe of the gas storage tank for detecting the instantaneous downdraft pressure of the downdraft supplied from the second air compressor 8. The second air supply pressure detection sensor 81 may be any sensor capable of detecting air pressure in the related art. For example, a pressure transmitter may be employed.

In addition, a second air supply flow rate detection sensor 82 is installed on an air outlet pipe of the air tank of the second air compressor 8 for detecting the lower air flow rate of the lower air supplied from the second air compressor 8. The second supply air flow rate detection sensor 82 may be any sensor capable of detecting the amount of air flow in the related art. For example, a vortex shedding flowmeter may be employed.

The second air supply pressure detection sensor 81 and the second air supply flow rate detection sensor 82 transmit the detected pressure signal and flow rate signal to the remote terminal unit RTU, which transmits the signals to the controller 1 by wireless.

Wherein, S502 searches for a target down-gas pressure corresponding to the current formation compactness according to a preset relationship between the down-gas pressure and the formation compactness, and the specific implementation manner is as follows:

the controller is preset with the corresponding relation between the down-gas pressure and the formation compactness. The corresponding relation between the down-pressure 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 down-pressure and the formation compactness through a large amount of data obtained by the test pile.

In one implementation of this example, the relationship between barometric pressure and formation compaction is shown in table 3. 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 down-pressure is obtained through field test data.

TABLE 3 correspondence between downdraft pressure and formation compaction

Down-draft pressure P (MPa)	Formation solidity Dr
		0	Soft and soft
0.3～0.5	In (a)
		0.7～0.8	Hard

The controller 1 finds a target barometric pressure corresponding to the current formation compaction by looking up table 3. As shown in table 3, the lower gas pressure for each level of formation compaction sets upper and lower limits. For example, when the controller 1 determines the current formation compactness as a middle level through the lookup table 1, the target downgas pressure corresponding to the middle level current formation compactness is found to be 0.3-0.5 MPa through the lookup table 3.

It should be noted that table 3 only shows one correspondence between the downdraft pressure 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, S503 controls the air pressure of the air supplied by the second air compressor by comparing the obtained air pressure with the target air pressure, so that the obtained air pressure is within the target air pressure range, and specifically includes:

When the acquired lower air pressure is greater than the upper limit of the target lower air pressure, controlling the second air compressor to reduce the lower air pressure; when the acquired lower air pressure is smaller than the lower limit of the target lower air pressure, controlling the second air compressor to increase the lower air pressure; and when the acquired lower air pressure is within the target lower air pressure range, controlling the second air compressor to maintain the lower air pressure.

In one implementation of this embodiment, as shown in fig. 3, a second electric control valve 9 is mounted on the air outlet pipe of the air tank, and the air pressure is controlled by controlling the valve opening of the second electric control valve 9. As shown in fig. 3, the controller 1 of the present embodiment transmits a valve opening signal to the remote terminal unit RTU by wireless, and controls the valve opening of the second electric control valve 9 by the RTU. When the valve of the second electric regulating valve 9 is opened, the lower air flow is increased, and the lower air pressure is also increased; when the valve of the second electric control valve 9 is opened, the lower air flow rate decreases, and the lower air pressure also decreases.

For the deep and covered complex stratum, the embodiment respectively and automatically controls the supply quantity of the lower water pressure and the lower air pressure according to the compactness of different strata, thereby smoothly completing deep hole vibroflotation construction by matching with a vibroflotation device.

Deep hole vibroflotation construction based on a telescopic guide rod needs to be matched with water supply.

The water supply control method of this embodiment will be described in detail with reference to the accompanying drawings.

Water supply control principle in this embodiment: 1. controlling the water pressure, controlling the water pressure in the telescopic guide rod to be always larger than the mud pressure of the gravel pile hole, forcing the water in the telescopic guide rod to flow from the sleeve gap of the telescopic guide rod to mud in the gravel pile hole, and realizing the water pressure dynamic balance in the pipe so as to prevent sand in the mud from entering and being blocked in the sleeve gap; 2, controlling the water feeding flow, and in the process that the water feeding flows upwards from the top of the bottom sleeve to the top sleeve and then is discharged, keeping the water feeding flow in the telescopic guide rod at a certain level, so as to bring out a small amount of sand and stone which accidentally enters the telescopic guide rod, and avoiding being blocked in a sleeve gap.

Based on the principle, the water feeding flow is controlled in real time on the basis of guaranteeing the dynamic balance of the water pressure in the pipe, so that the pipe clamping can be avoided, and the purpose of freely stretching the stretching guide rod is achieved.

Wherein, S103 is in the shake-wash work progress, and the inside upper water pressure of control flexible guide arm is greater than outside mud pressure all the time, and concrete implementation is as follows:

the internal water pressure of the telescopic guide rod comprises the water pressure (ρ) _{Water and its preparation method} gh) and the water pressure (delta P) supplied by the first water pump, the water pressure inside the telescopic guide rod is always larger than the external mud pressure, namely the water pressure (rho) inside the telescopic guide rod is controlled _{Water and its preparation method} gh) and the first water pump supply a water pressure (deltaP) which is greater than the mud pressure (ρ) in the gravel pile hole outside the telescopic guide rod _Pulp gh), i.e. the water supply pressure (delta P) of the first water pump is controlled to be larger than the mud pressure (rho) in the gravel pile hole outside the telescopic guide rod _Pulp gh) and the hydrostatic pressure (ρ) in the telescopic guide rod _{Water and its preparation method} gh), i.e. ΔP > ρ _Pulp gh-ρ _{Water and its preparation method} gh。

Wherein ρ is _{Water and its preparation method} ＝1g/cm ³ ，ρ _Pulp ＝1.4g/cm ³ G is approximately 10m/s, and if h=100 m, ΔP > 0.4MPa.

According to the calculation, when the hole depth is 100m, the hydraulic dynamic balance in the telescopic guide rod can be kept by controlling the water pressure supplied by the first water pump to be greater than 0.4MPa, so that sand in mud is prevented from entering and being blocked in a sleeve gap.

In particular, the first water pump 6 may be a water pump with a minimum pump pressure of greater than 0.4MPa. For example, plunger pump BW320 is used with a minimum pump pressure of 1.5MPa.

Specifically, the internal water pressure of the telescopic guide rod is controlled to be always larger than the external slurry pressure, namely, the water pressure supplied by the first water pump is controlled to be realized in the following manner: acquiring the current water supply pressure of supply water; controlling the water supply pressure of the first water pump to supply water by comparing the current water supply pressure with the reference water supply pressure, so that the current water supply pressure is greater than or equal to the reference water supply pressure; wherein, the sum of the reference water pressure and the internal water pressure of the telescopic guide rod is always larger than the external mud pressure.

The specific embodiment of obtaining the current upper water pressure can be seen from the current lower water pressure. When the hole depth is 100m, the reference water pressure is 0.4MPa.

Under the condition that the current water supply pressure is larger than the reference water supply pressure, the embodiment brings out a small amount of sand and stone which accidentally enters the telescopic guide rod through controlling the water supply flow in real time, and the sand and stone are prevented from being clamped in a sleeve gap.

Wherein, S104 controls the flow rate of the water supply and, as shown in fig. 8, includes:

s601, acquiring the current water supply flow of the water supplied by a first water pump;

s602, controlling the water supply flow of the first water pump to supply water by comparing the current water supply flow with the target water supply flow, so that the current water supply flow is positioned in the range of the target water supply flow.

The controller converts a difference signal of the current water feeding flow and the target water feeding flow into a control signal, and controls the first water pump to supply the water feeding flow of the water feeding, so that the current water feeding flow is located in the range of the target water feeding flow.

Wherein, the specific implementation mode of obtaining the current water supply flow of the first water pump to supply water in S601 refers to obtaining the current water supply flow.

In this embodiment S602, by comparing the current water supply flow with the target water supply flow, the water supply flow of the first water pump is controlled, which specifically includes: when the current water feeding flow is larger than the upper limit of the target water feeding flow, controlling the first water pump 6 to reduce the water feeding flow; when the current water feeding flow is smaller than the lower limit of the target water feeding flow, the first water pump 6 is controlled to increase the water feeding flow; when the current water feed flow is within the target water feed flow range, the first water pump 6 is controlled to maintain the water feed flow.

In one implementation of the present example, the target upper water flow range is set to 280+ -10L/min. The maximum flow 320L/min of the plunger pump BW320 is greater than the target water flow. Other first water pumps 6 that meet the water supply requirements of the present embodiment are also selectable.

As shown in fig. 3, a first water supply pressure detection sensor 61 and a first water supply flow rate detection sensor 62 are installed on the water outlet pipe of the first water pump 6 for detecting the instantaneous water supply pressure and the instantaneous water supply flow rate of the water supplied from the first water pump 6 in real time, respectively. The first water supply pressure detection sensor 61 and the first water supply flow rate detection sensor 62 may employ any sensor capable of detecting water pressure and water flow rate in the related art. For example, the first water supply pressure detection sensor 61 may employ a pressure transmitter, and the first water supply flow rate detection sensor 62 may employ an electromagnetic flowmeter.

As shown in fig. 3, the first water pump 6 is connected with the controller 1 through the first water pump variable frequency cabinet 7, and the first water pump variable frequency cabinet 7 and the controller 1 are in wireless connection, or can be in wired connection. The controller 1 controls the rotation speed of the first water pump 6 by changing the output frequency of the first water pump variable frequency cabinet 7, so as to change the water feeding flow of the first water pump 6 for feeding water, and the current water feeding flow is positioned in the target water feeding flow range.

In one implementation manner of this embodiment, the plunger pump is used to supply the water, the method for obtaining the current water flow and the current water pressure by the controller 1 refers to the method for obtaining the current water flow and the current water pressure by the controller 1 by using the plunger pump to supply the water, and the method for obtaining the current water flow and the current water pressure by the controller 1 is not repeated.

Deep hole vibroflotation construction based on telescopic guide rod, if only supplying water, auxiliary supplying air when construction effect is not obvious.

Wherein, S104 controls the upper air pressure of the supplied upper air, as shown in fig. 9, including:

s701, obtaining the air supply pressure of the air supply of the first air compressor;

s702, controlling the upper air pressure of the upper air supplied by the first air compressor by comparing the acquired upper air pressure with the target upper air pressure, so that the acquired upper air pressure is within the target upper air pressure range.

Wherein, S701 obtains the upper air pressure of the upper air supplied by the first air compressor, which specifically includes: and detecting the instantaneous upper air pressure of the upper air supplied by the first air compressor in real time, and acquiring the instantaneous upper air pressure with equal interval time.

In one implementation of this embodiment, the method for obtaining the barometric pressure is as follows:

As shown in fig. 3, an air storage tank is arranged at the outlet of the first air compressor, and a first air supply pressure detection sensor is installed on the air outlet pipe of the air storage tank and used for detecting the instantaneous air supply pressure of the air supplied by the first air compressor. The first air supply pressure detection sensor may be any sensor capable of detecting air pressure in the related art. For example, a pressure transmitter may be employed.

In addition, a first air supply flow detection sensor is arranged on an air outlet pipeline of the air storage tank of the first air compressor and used for detecting the upper air flow of the upper air supplied by the first air compressor. The first supply air flow rate detection sensor may be any sensor capable of detecting the amount of air flow in the related art. For example, a vortex shedding flowmeter may be employed.

The first air supply pressure detection sensor and the first air supply flow detection sensor transmit the detected pressure signal and flow signal to the remote terminal unit RTU, which transmits the signals to the controller 1 by wireless.

The step S702 of comparing the obtained upper air pressure with the target upper air pressure, controlling the upper air pressure of the upper air supplied by the first air compressor to enable the obtained upper air pressure to be within the target upper air pressure range, and specifically includes:

when the acquired upper air pressure is greater than the upper limit of the target upper air pressure, controlling the first air compressor to reduce the upper air pressure; when the acquired upper air pressure is smaller than the lower limit of the target upper air pressure, controlling the first air compressor to increase the upper air pressure; and when the acquired upper air pressure is within the target upper air pressure range, controlling the first air compressor to maintain the upper air pressure.

In one embodiment of the present example, the target upper pressure range is set to 0.3 to 0.4MPa.

As shown in fig. 3, a first electric regulating valve is installed on an air outlet pipe of the air storage tank, and the air charging pressure is controlled by controlling the valve opening of the first electric regulating valve. As shown in fig. 3, the controller 1 of the present embodiment transmits a valve opening signal to the remote terminal unit RTU by wireless, and controls the valve opening of the first electric control valve by the RTU. When the valve of the first electric regulating valve is opened, the upper air flow is increased, and the upper air pressure is also increased; when the valve of the first electric regulating valve is opened, the upper air flow is reduced, and the upper air pressure 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 water-gas linkage automatic control process is as follows:

1. after the vibroflotation device 3 is started, the second water supply pressure detection sensor 41 detects instantaneous water pressure in real time, the second water supply flow detection sensor 42 detects instantaneous water flow in real time, the second air supply pressure detection sensor 81 detects instantaneous air pressure in real time, the second air supply flow detection sensor 82 detects instantaneous air flow in real time, the first water supply pressure detection sensor 61 detects instantaneous water pressure in real time, the first water supply flow detection sensor 62 detects instantaneous water flow in real time, the first air supply pressure detection sensor detects instantaneous air pressure in real time, and the first air supply flow detection sensor detects instantaneous air flow in real time;

2. The controller 1 obtains current vibroflotation current, current water pressure, current water discharge flow, lower air pressure, lower air flow, current water pressure, current water discharge flow, upper air pressure and upper air 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; determining a target barometric pressure corresponding to the current formation compaction by looking up table 3;

4. the controller 1 compares the obtained current launching pressure with the target launching pressure which is determined by searching, converts the difference signal into a control signal to control the output frequency of the second water pump variable-frequency cabinet 5, and changes the launching flow of the second water pump 4 by controlling the rotating speed of the second water pump 4 so as to change the launching pressure, so that the current launching pressure is positioned in the target launching pressure range;

the controller 1 compares the obtained down-pressure with the target down-pressure determined by searching, and converts the difference signal into a control signal to control the valve opening of the second electric regulating valve 9, so as to change the down-pressure to enable the down-pressure to be in the target down-pressure range;

The controller 1 compares the obtained current water feeding flow with the target water feeding flow, converts the difference signal into a control signal to control the output frequency of the first water pump variable-frequency cabinet 7, and controls the rotation speed of the first water pump 6 to change, so that the current water feeding flow is positioned in the range of the target water feeding flow by the first water pump 6;

the controller 1 compares the acquired upper air pressure with the target upper air pressure, and converts the difference signal into a control signal to control the valve opening of the first electric regulating valve, so that the upper air pressure is changed, and the upper air pressure is located in the target upper air pressure range.

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. 16 a-17, 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. 16 a-18, 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 19, 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, 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. 16 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. 16 b).

Further, the packing device of the present invention may further comprise 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. 16 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. 16c 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 figure 17), 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 controls the vibroflotation encryption of the vibroflotation device by a method of detecting the amplitude of the vibroflotation device by the flow velocity during the vibroflotation encryption of the broken stone filler in the broken stone pile hole by the vibroflotation device so as to form the broken stone pile with effective pile diameter.

Placing the gravel filler into the gravel pile hole, and enabling the vibroflotation device to vibroflotate and encrypt the surrounding gravel filler;

during the vibroflotation encryption of the surrounding crushed stone filler by the vibroflotation device, a flow velocity sensor arranged in the vibroflotation device generates a real-time electric signal corresponding to the amplitude of the vibroflotation device;

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 electric signal generated by a flow velocity 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 electric signal is smaller than or equal to the preset amplitude, 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 the crushed stone filler 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 amplitude of the electric 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.

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

Fig. 10 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 a flow rate sensor 1311 and a support rod 1312 for fixing the flow rate sensor 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. 10 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 a flow rate 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 vibrator is gradually compacted, and the vibrating gravel pile body which is approximately circumference-shaped and has the highest compactness in the vibration receiving range around the vibrator and basically equivalent to the lateral pressure provided by the original stratum when reaching the periphery of the gravel 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-impact encryption of the surrounding crushed stone filler by the vibration-impact device, a flow velocity sensor arranged in the vibration-impact device generates a real-time electric signal corresponding to the vibration amplitude of the vibration-impact device;

controlling vibration and impact encryption of the vibration and impact device according to the real-time electric signals generated by the flow velocity sensor arranged in the vibration and impact device, so that the diameter of the broken stone filling material filled in the broken stone pile hole to form a broken stone pile is equal to the effective pile diameter

Fig. 11a shows an example of a flow rate sensor 1311 provided in a vibroflot according to the present invention, as shown in fig. 11a, the flow rate sensor 1311 includes: a support bar 1312 having one end mounted to the housing of the vibroflotation motor 1304; a cylinder 1313 containing a liquid mounted to the other end of the support rod 1312; a piston 1314 including a piston rod 13141 and a piston head 13142 mounted inside the vibroflotation housing 1308 and extending into the cylinder 1313, the piston head 13142 dividing the cylinder interior into a first cavity (cavity on the left side of fig. 11 a) and a second cavity (cavity on the right side of fig. 11 a); a conduit 1315 connecting the first cavity and the second cavity; a flow rate detector 1316 mounted on the pipe; during movement of the piston within the cylinder as the vibroflotator housing vibrates, liquid within the cylinder flows through the flow rate detector via the conduit, causing the flow rate detector to generate an electrical signal corresponding to the amplitude of vibration of the vibroflotator housing.

Fig. 11b shows another example of the flow rate sensor 1311 provided in a vibroflot according to the present invention, as shown in fig. 11b, the flow rate sensor 1311 includes: a cylinder 1313 mounted inside the vibrator housing 1308 and containing a liquid therein; a support bar 1312 having one end mounted to the housing of the vibroflotation motor 1304; a piston 1314 including a piston rod 13141 and a piston head 13142 mounted to the other end of the support rod 1312, the piston head 13141 extending into the cylinder 1313 dividing the cylinder interior into a first cavity (the cavity on the left side of fig. 11 b) and a second cavity (the cavity on the right side of fig. 11 b); a conduit connecting the first cavity and the second cavity; a flow rate detector mounted on the pipe; during movement of the cylinder body relative to the piston as the vibroflotator housing vibrates, liquid within the cylinder body flows through the flow rate detector via the conduit, causing the flow rate detector to generate an electrical signal corresponding to the amplitude of vibration of the vibroflotator housing.

Any of the existing sensors that convert flow rate into an electrical signal may be used with the present invention.

Fig. 12 shows a control section for controlling vibroflotation of a vibroflotation filler to carry out vibroflotation encryption control, which includes a flow rate sensor 1311 for generating an electric signal corresponding to the amplitude of the vibroflotation filler, an amplifier for amplifying the electric signal output from the flow rate sensor 1311, an analog-to-digital converter for analog-to-digital converting the electric signal output from the amplifier, a processor for processing the output from the analog-to-digital converter, 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 amplifier, analog to digital converter, processor, memory and display of the present invention may be located on the surface and the amplifier may be connected to the flow sensor 1311 by a cable.

It should be noted that when the processor processes the amplitude of the electrical signal, the processor processes the "amplitude of the electrical signal" into the "absolute value of the amplitude of the electrical signal" and then performs other processes.

Compared with the method for mounting the pressure sensor on the vibrator shell, the service life of the flow velocity sensor can be greatly prolonged. That is, since the flow rate 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 on the vibrator housing, and thus is not easily damaged.

Fig. 13 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 encryption of the broken stone filler by the vibration-impact device, a flow velocity sensor arranged in the vibration-impact device generates a real-time electric signal corresponding to the vibration amplitude of the vibration-impact device shell;

Step S302, obtaining the amplitude absolute value of the real-time electric signal by carrying out analog-digital conversion on the real-time electric signal;

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

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 vibroflotation device upwards, and vibroflotation is carried out on the broken stone filler at 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 gravel filler embedded in the soil layer around the gravel pile hole.

Fig. 14 shows a control flow of a second embodiment of controlling a vibroflotation device to perform vibration encryption control, including:

step S401, during the vibration impact encryption of the broken stone filler by the vibration impact device, a flow velocity sensor arranged in the vibration impact device generates a real-time electric signal corresponding to the vibration amplitude of the vibration impact device shell;

step S402, obtaining the absolute value of the amplitude of the previous electric signal and the absolute value of the amplitude of the subsequent electric signal by carrying out analog-digital conversion on the real-time electric signal;

step S403, judging whether the absolute value of the amplitude of the subsequent electric signal is smaller than or equal to the absolute value of the amplitude of the previous electric signal;

Step S404, if the judgment result of step S403 is yes, further judging whether the absolute value of the amplitude of the subsequent electric 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 filler 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;

and step S406, if the judgment result of the step S403 or the step S404 is negative, controlling the vibroflotation device to continuously vibroflotate the gravel filler 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 forming an effective pile diameter vibroflotation gravel pile under a super seismic zone, comprising:

2. The method of claim 1, wherein controlling vibroflotation encryption of the vibroflotation by a method of flow rate detection of vibroflotation amplitude to form a vibroflotation gravel pile having an effective pile diameter comprises:

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

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

a conduit connecting the first cavity and the second cavity;

a flow rate detector mounted on the pipe;

4. The method of claim 2, the flow rate sensor disposed within the vibroflotator comprising:

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

A conduit connecting the first cavity and the second cavity;

a flow rate detector mounted on the pipe;

5. The method of claim 3 or 4, controlling vibroflotation encryption of a vibroflotation device based on the real-time electrical signal generated by a flow rate 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 electrical signal generated by a flow rate 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, wherein during vibroflotation and hole forming construction of the vibroflotation device, the vibroflotation and hole forming construction of the gravel pile hole is rapidly completed by controlling the vibroflotation device in a water-gas linkage manner, and the method comprises the following steps: