CN116791566A - Orifice filling method for super-strong seismic zone super-deep covering layer vibroflotation gravel pile machine construction - Google Patents

Abstract

The invention discloses an orifice filling method for super-deep covering layer vibroflotation gravel pile machine construction of a super-strong earthquake zone, which comprises the following steps: after forming a broken pile hole through vibroflotation hole making construction of a vibroflotation device, arranging a filling device with a weighing element at the orifice of the broken pile hole, and enabling a feeding port of the filling device to be aligned with the orifice; placing the crushed stone filler into a filler device with a weighing element through a loader to obtain and store the weight of the crushed stone filler; and (3) throwing the crushed stone filler with the obtained weight into the crushed stone pile hole directly through a filler device feeding hole of the alignment hole, so as to form the vibroflotation crushed stone pile by vibroflotation of the crushed stone filler by using a vibroflotation device. The method of the invention completes the weight measurement and the throwing of the gravel filler in one step, ensures that the weight of the gravel filler thrown into the gravel pile hole meets the requirement, and ensures the safety of the vibroflotation gravel pile under strong shock.

Description

Orifice filling method for super-strong seismic zone super-deep covering layer vibroflotation gravel pile machine construction

Technical Field

The invention relates to the technical field of pile machine construction, in particular to an orifice filling method for construction of a strong earthquake zone ultra-deep covering layer vibroflotation gravel pile machine.

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 of a vibroflotation stone pile machine 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, the strata under different geological conditions are different in construction method, if a special stratum with a complex 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.

However, the specifications of water supply pressure and water supply amount in the existing technical Specification for Foundation treatment by the Water and electricity Hydraulic engineering vibroflotation (DL/T524-2016) are summarized according to the experience of engineering practice (the existing construction level of the domestic vibroflotation gravel pile is within 35m, and the stratum is shallow Kong Zhenchong which is relatively single), and the water pressure of the stratum is not specifically specified. For deep coverage above 50m, there are often weak interlayers (e.g., lake or sea sedimentary silty clay) and relatively dense hard layers (e.g., sand or sand-gravel), which are quite different from the problems encountered in pore-forming, and therefore the above specifications have not been applicable to deep coverage layers above 50 m.

The invention patent with publication number CN104372788A describes in detail the vibroflotation gravel pile machine and the construction method suitable for the stratum with the deep and thick coverage layer of more than 50m, but the patent does not disclose how the stratum should be supplied with water. If the water supply and stratum conditions are not met, resource waste is caused, and if the water supply and stratum conditions are heavy, vibroflotation construction is failed and re-construction is needed, and economic loss caused by re-construction of deep hole vibroflotation is huge.

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.

Therefore, how to ensure that accurate packing can be performed in combination with the stratum in vibroflotation construction to form the vibroflotation gravel pile for earthquake resistance is a problem which needs to be solved by those skilled in the art.

Disclosure of Invention

The invention aims to solve the problems and provides a method for vibrating and punching crushed stone pile orifice filler with an ultra-deep covering layer in an ultra-strong earthquake zone, which is used for completing weight measurement and throwing of crushed stone filler in one step, ensuring that the weight of the crushed stone filler thrown into a crushed stone pile hole meets the requirements, and ensuring the safety of the vibrating and punching crushed stone pile under strong earthquake.

In order to achieve the above object, the present invention provides an orifice packing method for construction of a super-seismic ultra-deep overburden vibroflotation gravel pile machine, the vibroflotation gravel pile machine including a vibroflotation device, the method comprising:

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

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

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

Wherein placing the crushed stone filler into the filler device with the weighing element by the loader comprises the step of placing the crushed stone filler into a containing cylinder with the weighing element.

Preferably, the charging barrel is a cylinder.

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.

When the vibroflotation device is used for vibroflotation hole forming construction, the vibroflotation speed and the current water pressure of the vibroflotation device are also obtained, and the current water pressure is adjusted according to the obtained vibroflotation speed, so that the vibroflotation construction is completed by using the vibroflotation speed and the adjusted current water pressure.

Preferably, obtaining the vibroflotation speed and the current running water pressure of the vibroflotation device, and adjusting the current running water pressure according to the obtained vibroflotation speed, so as to complete the vibroflotation construction by using the vibroflotation speed and the adjusted current running water pressure, comprising:

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

comparing the obtained vibroflotation speed with a vibroflotation speed threshold;

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

Preferably, the obtaining the vibroflotation speed of the vibroflotation device includes: and obtaining the lowering depth of the vibroflotation device in unit time.

Preferably, the controlling the flow rate of the sewage for supplying the sewage according to the obtained comparison result of the vibroflotation speed and the vibroflotation speed threshold value comprises:

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

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

Preferably, the controlling the flow rate of the sewage supplied according to the current formation compactness obtained in the vibroflotation construction process includes:

Comparing the current formation compactness with a formation compactness calibration value;

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

Compared with the prior art, the orifice filling method for the construction of the ultra-deep covering layer vibroflotation gravel pile machine for the ultra-strong earthquake zone has the following advantages:

1. according to the orifice filling method for the construction of the ultra-deep covering layer vibroflotation gravel pile machine for the ultra-strong earthquake, disclosed by the invention, the weight measurement and the throwing of the gravel filling are completed in one step, namely, the accurate throwing of the gravel filling is realized, the operation is simple and convenient, the metering is accurate, the gravel filling thrown into a gravel pile hole is the weighed gravel filling, the weight of the gravel filling is ensured to meet the requirements, and meanwhile, the crushed stone filling can be directly monitored by a business owner, and the quality and the safety of the formed vibroflotation gravel pile under strong earthquake are ensured.

2. The method monitors the vibroflotation speed of the vibroflotation device in real time in the vibroflotation pore-forming construction process, and controls the supply quantity of the lower water pressure through the vibroflotation speed, thereby improving the success rate of vibroflotation construction and being beneficial to smooth implementation of deep and thick coverage stratum vibroflotation construction under strong shock.

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

Drawings

FIG. 1 is a perspective view of an vibroflotation gravel pile machine of the present invention;

FIG. 2 is a schematic illustration of a prior art vibroflotation gravel pile machine orifice packing method;

FIG. 3a is a schematic illustration of the port packing performed by the first structural packing apparatus of the present invention (with gravel packing not being delivered to the gravel pile hole);

FIG. 3b is a schematic illustration of the port packing performed by the second structural packing apparatus of the present invention (with gravel packing not being delivered to the gravel pile hole);

FIG. 3c is a schematic representation of the control portion of the present invention for processing the results of a packing;

FIG. 4 is a schematic illustration of the method of filling the orifice of the vibroflotation gravel pile machine of the present invention (with gravel filler delivered to the gravel pile hole);

FIG. 5 is a schematic view of the structure of the cartridge of the present invention;

FIG. 6 is a schematic view of the structure of the hopper of the present invention;

FIG. 7 is a flow chart of a method for filling the hole in the construction of the ultra-deep overburden vibroflotation gravel pile machine in the ultra-strong seismic zone of the invention;

FIG. 8 is a schematic block diagram of a launch control system of the present invention;

FIG. 9 is a flow chart of a method of obtaining current formation compaction according to an embodiment of the present invention;

FIG. 10 is a flow chart of a method for controlling sewage provided by an embodiment of the present invention;

FIG. 11 is a flow chart of a method for obtaining current sewer pressure during vibroflotation construction in accordance with an embodiment of the present invention;

FIG. 12 is a flow chart of controlling the flow of the sewer water to be supplied according to the comparison result of the current formation compactness and the formation compactness threshold value according to the embodiment of the invention.

Detailed Description

Referring to fig. 1, a perspective view of an vibroflotation gravel pile machine 1000 according to the present invention is shown, and it can be seen that the vibroflotation gravel pile machine 1000 according to 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 system 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 telescopic guide rod 10 is hoisted through a steel wire rope of the main hoisting device and the mast 11, so that the telescopic guide rod is vertically arranged under the action of dead weight. The automatic feeding system is arranged at the rear part of the host machine of the hoisting system and can be used as a counterweight of the host machine, and comprises an air pipe hoisting device, a cable hoisting device and a water pipe hoisting device, wherein the three devices and the host hoisting device are arranged to feed synchronously.

The axial length of the telescopic guide rod 10 is adjustable, the lowering or lifting position of the vibroflotation device relative to the ground can be changed, the telescopic guide rod is provided with a plurality of layers of sleeves which are 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. In operation, the number and length of the multi-layer sleeves can be determined according to the needs of the application. When the pile is used, the length of the multi-layer sleeve can be lengthened or shortened, and the pile can be used for carrying out vibroflotation construction on a stratum with the depth of more than 50 meters. It should be noted that, the axiality is the same when every two adjacent layers of sleeve pipes are connected, namely, the lengths of the layers of sleeve pipes are coaxial after being extended, so that the cross sections of the layers of sleeve pipes and the broken stone pile holes are in a vertical state in the vibroflotation construction process.

The telescopic guide rod 10 adopts a telescopic guide rod in the prior art, a connecting section of the telescopic guide rod is used for being connected with a steel wire rope of a main hoisting device, a working section of the telescopic guide rod is used for being indirectly connected with a vibroflotation device 13, and a shock absorber 12 is arranged between the working section of the lower part of the guide rod 10 and the vibroflotation device 13 during assembly.

In order to accurately finish weighing and throwing of gravel fillers in one step in the construction process of ultra-deep covering layers of ultra-strong seismic zones by using an vibroflotation gravel pile machine, the gravel fillers thrown into gravel pile holes are weighed, the weight of the gravel fillers can be ensured to meet the requirement, and the weight of the formed vibroflotation gravel pile can be directly monitored by owners, so that the quality and the safety of the formed vibroflotation gravel pile under strong shock are ensured.

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

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

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

The process according to the invention is described in detail below with reference to the figures and examples.

S1, performing vibroflotation hole making construction through a vibroflotation device of a vibroflotation gravel pile machine to form a gravel pile hole

Before vibroflotation construction, the center of a hole site to be vibroflotation construction is positioned and maintained by a satellite positioning system (such as a GPS positioning system or a Beidou positioning system and the like), so that a vibroflotation device on a vibroflotation gravel pile machine can be aligned to the hole site to be constructed, and vibroflotation hole construction is carried out on stratum at the hole site.

When the vibroflotation device is used for vibroflotation hole forming construction, the vibroflotation speed and the current water pressure of the vibroflotation device are required to be obtained, and the current water pressure is adjusted according to the obtained vibroflotation speed, so that the vibroflotation construction is completed by using the vibroflotation device and the adjusted current water pressure. Correspondingly, before the vibroflotation hole making construction is carried out by using the vibroflotation device, a pipeline for supplying the sewage passes through the telescopic guide rod and the vibroflotation device and then extends out from the bottom end of the vibroflotation device, so that the sewage is sprayed out from the bottom end of the vibroflotation device to carry out water-jet pre-damage on the stratum.

Next, a process of controlling the pressure of the water under the control of the vibroflotation hole making process by using the vibroflotation device will be described (as shown in fig. 10).

S101, obtaining the vibroflotation speed of a vibroflotation device and the current drainage pressure in the vibroflotation construction process;

S102, comparing the obtained vibroflotation speed with a vibroflotation speed threshold;

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

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

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

The calculated starting point of the descending depth of the vibroflotation device is a depth zero point. When the bottom end (a drainage outlet) of the vibroflotation device is overlapped with the depth zero point, the descending depth of the vibroflotation device is calculated, and the hole depth below the depth zero point is the descending depth of the vibroflotation device.

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

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

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

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

As shown in fig. 8, the depth of drop detection device transmits the depth of drop detected in time t to the remote terminal unit RTU, and the RTU wirelessly transmits a signal to the controller 1, and the controller 1 calculates the depth of drop per unit time, thereby obtaining the vibroflotation speed of the vibroflotation device.

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

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

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

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

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

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

The method for obtaining the current formation compactness in the vibroflotation construction process, as shown in fig. 9, comprises the following steps:

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

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

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

As shown in fig. 8, the vibroflotation device 13 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 connected wirelessly or by a 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 13 from the vibroflotation 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 13; when the vibroflotation device 13 is started, a vibroflotation current signal is generated by the current detection sensor, and the vibroflotation current signal is transmitted to the controller 1 in real time in a wired or wireless mode. The controller 1 determines the vibroflotation current transmitted from the current detection sensor in real time as the present vibroflotation current. The current detection sensor may be any sensor capable of detecting current in the prior art. Such as a current transformer.

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

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

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

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

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

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

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

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

Because the plunger pump water supply has the characteristics of larger fluctuation of the pulsating pressure and the instantaneous flow, the plunger pump water supply has the advantages that: s101, obtaining current sewer pressure in the vibroflotation construction process, as shown in FIG. 11, comprises the following steps:

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

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

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

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

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

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

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

In the above two embodiments, as shown in fig. 8, a water supply pressure detection sensor 41 and a water supply flow rate detection sensor 42 are installed on the water outlet pipe of the water pump 4, and are respectively used for detecting the instantaneous water outlet pressure and the instantaneous water outlet flow rate of the water supplied from the water pump 4 in real time. The water supply pressure detection sensor 41 and the water supply flow rate detection sensor 42 may employ any of the sensors capable of detecting water pressure and water flow rate in the related art. For example, the water supply pressure detection sensor 41 may be a pressure transmitter, and the water supply flow rate detection sensor 42 may be an electromagnetic flowmeter.

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

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

As shown in fig. 8, the water supply pressure detection sensor 41 and the water supply flow rate detection sensor 42 transmit an average sewer pressure signal and an average sewer flow rate signal to the remote terminal unit RTU, which transmits signals to the controller 1 by wireless.

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

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

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

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

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

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

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

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

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

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

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

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

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

The above embodiment is further explained by means of a preferred example. As shown in fig. 12:

The construction is started,

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Starting construction;

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

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

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

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

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

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

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

As shown in fig. 8, the water pump 4 of this embodiment is connected to the controller 1 through the water pump variable frequency cabinet 5, and the water pump variable frequency cabinet 5 and the controller 1 are connected wirelessly, or may be connected by a wire. The controller 1 controls the rotation speed of the water pump 4 by controlling the water pump variable frequency cabinet 5 to change the output frequency, so that the discharge flow of the water supplied by the water pump 4 is changed, and when the discharge flow of the water discharged by the water pump outlet pipeline is increased, the discharge pressure is also increased; when the discharge flow rate of the water discharged from the water outlet pipeline of the water pump is reduced, the pressure of the water is also reduced.

The vibroflotation gravel pile machine that this embodiment adopted, flexible guide arm pass through the bumper shock absorber and connect vibroflotation ware, and the drainage control process is as follows:

1. after the vibroflotation device 13 is started, the lowering depth detection device detects the lowering depth of the vibroflotation device in real time, the water supply pressure detection sensor 41 detects the instantaneous lowering pressure in real time, and the water supply flow detection sensor 42 detects the instantaneous lowering flow in real time;

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

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

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

The invention monitors the vibroflotation speed of the vibroflotation device in real time in the vibroflotation pore-forming construction process, and controls the supply quantity of the lower water pressure through the vibroflotation speed, thereby improving the success rate of vibroflotation construction and being beneficial to smooth implementation of deep-thickness coverage stratum vibroflotation construction. And when the vibroflotation speed of the vibroflotation device is within the threshold value range of the vibroflotation speed, the invention can accurately control the supply amount of the drainage pressure according to the compactness of different strata so that the vibroflotation device and the proper drainage pressure jointly act to smoothly finish the deep hole vibroflotation construction of the complex stratum, thereby solving the difficult problem of the deep-thick coverage stratum vibroflotation construction. In addition, the invention carries out average treatment on the instantaneous downward water pressure with the pulsating pressure, and the obtained average downward water pressure is closer to the true value of the supply of the downward water pressure, thereby realizing the accurate control of the downward water pressure and being beneficial to the smooth proceeding of vibroflotation construction.

S2, after forming a gravel pile hole through vibroflotation hole-making construction of a vibroflotation device, accurately throwing the gravel filler into the gravel pile hole, and vibroflotation encrypting the gravel filler by the vibroflotation device to form a vibroflotation gravel pile.

After a broken stone pile hole is formed through vibroflotation construction of a vibroflotation device in the step S1, the broken stone pile hole is subjected to hole cleaning and other treatments, and slurry returned from the hole to an orifice is required to be thinned, so that the vibroflotation Kong Shunzhi is ensured to be smooth, the filler is easy to sink, then the broken stone filler is placed into the broken stone pile hole in batches, the broken stone filler placed into the broken stone pile hole in batches one by one through the vibroflotation device is subjected to vibroflotation encryption, N broken stone pile sections are formed, and the N broken stone pile sections form continuous and uniform vibroflotation broken stone piles in the broken stone 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. 3 a-4, 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. 3 a-5, the charging barrel 23 is a cylinder, the upper opening and the lower opening of the charging barrel are arranged at the bottom of the charging barrel, and an openable or closable discharging valve 231 rotatably connected with one side of the charging barrel is arranged at the bottom of the charging barrel (a connecting seat can be arranged at one side of the charging barrel according to requirements in assembly, the discharging valve is rotatably arranged on the connecting seat, and other components can be arranged according to requirements of course). 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 6, 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. 3 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. 3 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. 3 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. 3c shows a schematic view of a control part of the present invention for treating the packing weight of a packing device, comprising: the weighing device comprises a processor for processing the output of the weighing element, a memory for storing data output by the processor and a display element for displaying the data output by the processor.

When the filling device is adopted, each time before the loading machine puts the crushed stone filling into the material containing barrel, the material containing valve is in a closed state, after the loading machine puts the crushed stone filling into the material containing barrel, the crushed stone filling in the material containing barrel is weighed through the weighing element on the material containing valve, then the weighed weight is stored so as to be accumulated and can be synchronously displayed on the display element, and then the valve switch assembly is controlled to open the material containing valve, so that the crushed stone filling in the material containing barrel completely falls into the material charging hopper and is put into the crushed stone pile hole through the material charging opening of the material charging hopper (as shown in fig. 4), 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.

In summary, the method can finish weighing and throwing of the gravel filler once after forming the gravel pile hole, so that the problem that the throwing weight of the gravel filler is inconsistent with the weighed weight and cannot be observed by operators, especially owners in real time in the prior art is avoided, and therefore, in the process of forming the vibroflotation gravel pile by vibroflotation of the gravel filler with the weight reaching the requirement by using a vibroflotation device, the vibroflotation gravel pile with the weight meeting the requirement can be formed continuously and compactly, the quality of the formed vibroflotation gravel pile is ensured, and the earthquake liquefaction resistance and the earthquake resistance of the composite foundation with the vibroflotation gravel pile are fundamentally improved.

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 (10)

1. An orifice packing method for construction of a super-strong earthquake zone super-deep covering layer vibroflotation gravel pile machine, wherein the vibroflotation gravel pile machine comprises a vibroflotation device, and the method comprises the following steps:

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

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

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

2. 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.

3. The method of claim 2, the cartridge being a cylinder.

4. A method according to claim 3, wherein the bottom of the cartridge is provided with an openable or closable discharge flap, and the weighing element is arranged on the discharge flap.

5. The method of claim 4, the casting the weighted gravel pack directly into the gravel pile hole via a packing device port aligned with the aperture comprising:

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.

6. The method according to any one of claims 1-5, further comprising obtaining a vibroflotation speed and a current water pressure of the vibroflotation device during vibroflotation hole forming construction, and adjusting the current water pressure according to the obtained vibroflotation speed, so as to complete vibroflotation construction by using the vibroflotation speed and the adjusted current water pressure.

7. The method of claim 6, obtaining a vibroflotation speed and a current downforce pressure of the vibroflotation device, and adjusting the current downforce pressure according to the obtained vibroflotation speed, so as to complete vibroflotation construction by using the vibroflotation speed of the vibroflotation device and the adjusted current downforce pressure, comprising:

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

comparing the obtained vibroflotation speed with a vibroflotation speed threshold;

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

8. The method of claim 7, the obtaining the vibroflotation speed of the vibroflotation device comprising: and obtaining the lowering depth of the vibroflotation device in unit time.

9. The method of claim 7 or 8, the controlling the flow of the sewage to be supplied according to the comparison of the obtained jounce speed and the jounce speed threshold value comprising:

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

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

10. The method of claim 9, the controlling the flow of the offal of the supply offal in accordance with the current formation compaction obtained during the vibroflotation process comprising:

Comparing the current formation compactness with a formation compactness calibration value;

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