CN116791574A

CN116791574A - Filling pile-forming method of ultra-strong earthquake zone ultra-deep covering layer vibroflotation gravel pile machine

Info

Publication number: CN116791574A
Application number: CN202210255829.0A
Authority: CN
Inventors: 孙亮; 韩伟; 石峰
Original assignee: Sinohydro Foundation Engineering Co Ltd
Current assignee: Sinohydro Foundation Engineering Co Ltd
Priority date: 2022-03-15
Filing date: 2022-03-15
Publication date: 2023-09-22

Abstract

The invention discloses a method for forming piles by filling materials of a super-strong earthquake zone super-deep covering layer vibroflotation gravel pile machine, which comprises the following steps: carrying out rapid vibroflotation pore-forming construction on the stratum through a vibroflotation device and the sewage to form a broken stone pile hole; before throwing gravel filler into a gravel pile hole, detecting the initial material surface height of the gravel pile hole through electric waves; after the initial material level is obtained, accurately placing the gravel filler into a gravel pile hole through a loader to form a section of loose pile body, and detecting the material level of the loose pile body; and determining the height of the loose pile body through the height of the material surface of the loose pile body and the height of the initial material surface so as to calculate the pile diameter of the broken stone pile section formed by carrying out vibroflotation encryption on the loose pile body by the vibroflotation device. The method can rapidly and accurately measure the height of the material surface before and after vibroflotation encryption construction, accurately finish the throwing of the gravel filler, ensure that the weight of the gravel filler adopted for forming the gravel pile meets the requirements, accurately control the water pressure according to the vibroflotation speed and the stratum compactness, and ensure that the vibroflotation construction is carried out smoothly.

Description

Filling pile-forming method of ultra-strong earthquake zone ultra-deep covering layer vibroflotation gravel pile machine

Technical Field

The invention relates to the technical field of pile machine construction, in particular to a method for forming piles by filling materials of a super-deep covering layer vibration-impact stone pile machine with super-strong earthquake.

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 forming holes 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 relatively single), and the specification of how much water pressure should be adopted for what type of 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-mentioned regulations have not been applicable to deep coverage formations above 50m, especially deep coverage formations under super-strong seismic zones.

The invention patent with publication number of CN104372788A describes in detail a vibrating and punching stone column crusher and a construction method suitable for a stratum with a deep and thick coverage layer of more than 50m, but 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 generally adopts the loader to feed when carrying out downthehole packing, feeds in a mode of one-to-one correspondence when feeding, has a huge leak, can't judge after the loader shovel material, whether has actually added the rubble filler in the rubble stake hole. If the weights of the crushed stone filler and the weighed crushed stone filler put into the crushed stone pile holes are inconsistent, the weight of the vibroflotation pile formed by the crushed stone filler does not meet the preset weight requirement, so that the quality of the vibroflotation pile cannot be ensured, the continuity of the vibroflotation pile is possibly poor or no continuity is possibly caused, the pile forming is failed, the construction is needed again, and the heavy economic loss is caused by the re-construction of deep hole vibroflotation.

In addition, in the construction of vibroflotation gravel pile machines, the real-time measurement of the pile diameter of the formed gravel pile is one of the key problems of the vibroflotation process automation. In general knowledge, the pile diameter of vibroflotation gravel piles is closely related to the stratum condition, but there is an unavoidable problem that the pile diameter is extremely uneven. The prior art can not accurately reflect the actual pile diameter of the gravel pile, the pile diameter of the gravel pile formed by construction is not in accordance with the requirements, the continuity is poor or no continuity, the pile diameter is broken when strong earthquake happens, threat is caused to the whole operation of the engineering, and huge economic loss is caused by slight carelessness.

Therefore, how to ensure that the accurate vibroflotation construction can be carried out by combining stratum in the vibroflotation construction so as to form the vibroflotation broken stone pile resistant to strong shock is a problem which needs to be solved by the person skilled in the art.

Disclosure of Invention

The invention aims to solve the problems and provide a method for forming piles by filling materials of a super-strong earthquake zone super-deep covering layer vibroflotation gravel pile machine, which is used for accurately controlling the supply quantity of the sewage pressure according to the vibroflotation speed of a vibroflotation device and the compactness of different strata, so that the vibroflotation construction of the super-strong earthquake zone super-deep covering layer strata can be smoothly carried out; the throwing of the gravel filler can be accurately completed, so that the weight of the gravel filler thrown into the gravel pile hole meets the requirement, and the quality of the formed gravel pile meets the requirement; the height of the material surface before and after the vibroflotation encryption construction in the broken stone pile hole can be measured rapidly and accurately, the accurate calculation of the pile diameter is facilitated, the failure rate of vibroflotation construction is reduced, and the safety of the broken stone pile subjected to vibroflotation under strong shock is ensured.

In order to achieve the above object, the present invention provides a method for forming piles by filling materials by a super-deep cover layer vibroflotation gravel pile machine in a super-strong earthquake zone, comprising:

carrying out rapid vibroflotation pore-forming construction on the stratum through a vibroflotation device and the sewage so as to form a broken stone pile hole;

Accurately placing the crushed stone fillers into the crushed stone pile holes in batches through a loader, and performing vibroflotation encryption on the crushed stone fillers placed into the crushed stone pile holes in batches one by one through the vibroflotation device to form N crushed stone pile sections;

calculating and storing the pile diameter of each gravel pile section by using the filling amount of the gravel filling materials placed in the gravel pile holes in each batch;

and comparing the pile diameters of all the calculated gravel pile sections one by one to obtain the minimum pile diameter serving as the guaranteed pile diameter of the gravel pile.

Wherein, accurately put into the rubble stake downthehole with rubble filler through the loader includes:

positioning a packing device with a weighing element at the orifice of the gravel pile hole and aligning the feed port of the packing device with the orifice;

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

and putting 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.

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 holding cylinder with the weighing element.

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, calculating the pile diameter of each gravel pile section using the packing amount of the gravel packing each time placed in the gravel pile hole includes:

before the gravel filler is placed into the gravel pile hole, detecting the initial material level height before the gravel pile hole is unfilled through electric waves;

after the vibration punching encryption of the gravel pile section is finished, detecting the pile section material surface height of the finished gravel pile section through electric waves;

obtaining the height of the broken stone pile section according to the height of the pile section material surface and the initial material surface;

and obtaining the volume of the gravel pile section by utilizing the volume of the gravel filler in the gravel pile hole and the compaction coefficient, and then obtaining the diameter of the gravel pile section according to the volume and the height of the gravel pile section.

Preferably, detecting the initial level of the gravel pile hole by means of electric waves includes:

aligning a transmitting part of the radar detection device with a gravel pile hole before putting gravel filler, and transmitting electric waves to a material surface in the pile hole through the transmitting part;

And receiving the echo of the electric wave emitted by the emitting part to the material surface through the receiving part of the radar detection device, and determining the initial material surface height in the gravel pile hole according to the propagation time difference between the emitted electric wave and the received echo.

Preferably, aligning the transmitting part of the radar detection apparatus with the gravel pile hole before the gravel packing is not put in includes:

the transmitting part moves back and forth and/or moves left and right and/or moves up and down relative to a fixed seat of the radar detection device or a cradle head carrying the radar detection device so as to move to a position vertically aligned with the gravel pile hole downwards.

Preferably, when the rapid vibroflotation pore-forming construction is carried out on the stratum through the vibroflotation device and the sewage, the vibroflotation speed of the vibroflotation device and the current sewage pressure are required to be obtained, and the sewage flow of the supplied sewage is controlled according to the vibroflotation speed.

Preferably, obtaining the vibroflotation speed and the current launching pressure of the vibroflotation device, and controlling the launching flow of the supplied launching water according to the vibroflotation speed comprises:

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

comparing the obtained vibroflotation speed with a vibroflotation speed threshold;

and controlling the flow of the supplied sewage according to the obtained comparison result of the vibroflotation speed and the vibroflotation speed threshold value, thereby adjusting the current sewage pressure, and completing vibroflotation construction by using the vibroflotation speed of the vibroflotation device and the adjusted current sewage 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 value or larger than the upper limit value of the vibroflotation speed threshold value, 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 drainage flow of the supplied drainage according to the comparison result of the current formation compactness and the formation compactness calibration value, so as to adjust the current drainage pressure, and completing the vibroflotation construction by using the vibroflotation device vibroflotation and the adjusted current drainage pressure.

Preferably, obtaining the current formation compaction comprises:

Acquiring the current vibroflotation current of a vibroflotation device;

according to the preset corresponding relation between the vibroflotation current and the formation compactness, the formation compactness corresponding to the current vibroflotation current is calculated;

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

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

1. according to the method for forming the pile by using the filler of the ultra-deep covering layer vibroflotation gravel pile machine, disclosed by the invention, the vibroflotation speed of the vibroflotation device is monitored in real time in the vibroflotation pore-forming construction process, and the supply quantity of the lower water pressure is controlled through the vibroflotation speed, so that the success rate of vibroflotation construction is improved, and the smooth implementation of the deep covering layer stratum vibroflotation construction under strong shock is facilitated.

2. According to the method, when the vibroflotation speed of the vibroflotation device is within the threshold value range of the vibroflotation speed, the supply quantity of the lower water pressure can be accurately controlled according to the compactness of different strata, so that the vibroflotation device and the proper lower water pressure act together to smoothly finish deep hole vibroflotation construction of complex strata, and the difficulty of deep thick coverage stratum vibroflotation under super strong vibration is solved.

3. The method can accurately finish the weight measurement and the throwing of the gravel filler, is simple and convenient to operate and accurate in metering, ensures that the gravel filler thrown into the gravel pile hole is the weighed gravel filler, 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 shock.

4. The method can be used for rapidly and accurately measuring the height of the material surface before and after vibroflotation encryption construction in the gravel pile hole, can reflect the pile diameter of the gravel pile formed by the encryption construction, and solves the technical problem that the prior art cannot accurately reflect the actual pile diameter of the gravel pile.

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. 4 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. 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 schematic diagram of a method for piling filler of the ultra-deep overburden vibroflotation gravel pile machine of the ultra-deep overburden seismic zone of the present 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 in the embodiment of the invention;

FIG. 13 is a schematic illustration of the placement of a radar detection device at the aperture of a gravel pile hole in accordance with the present invention;

FIG. 14 is a schematic view of the radar detection apparatus of the present invention;

fig. 15 is a schematic view of the radar detection apparatus of the present invention mounted on a mast.

Detailed Description

As shown in fig. 1, in order to provide a perspective view of an vibroflotation gravel pile machine 1000 according to the present invention, 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 horizontally arranged retaining structure 14 which can be sleeved outside the telescopic guide rod 10 is arranged on the mast 11, and the 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 be synchronously fed.

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 to twist reverse each other again. In operation, the number and length of the multilayer sleeves may be determined according to the needs of the application. When the vibrating and punching stone pile machine is used, the length of the multi-layer sleeve can be prolonged or shortened, and the stratum with the depth of more than 50 meters can be subjected to vibrating and punching construction by adopting the vibrating and punching stone pile machine. It should be noted that, axiality is the same when every adjacent two-layer sleeve pipe is connected, and is coaxial after the extension of multilayer sleeve pipe length for in the vibroflotation work progress, each layer sleeve pipe is perpendicular state with rubble stake hole transversal.

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 rapidly and high-quality perform vibroflotation pore-forming and filler piling in the construction process of ultra-deep overburden stratum of ultra-strong seismic zone by using a vibroflotation gravel pile machine, as shown in fig. 7, the invention provides a method for piling filler of ultra-strong seismic zone ultra-deep overburden vibroflotation gravel pile machine, which comprises the following steps:

Before vibroflotation construction, the center of a hole site to be vibroflotation construction is positioned and maintained through 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 the formation at the hole site is subjected to vibroflotation construction. The method of the present invention will be described in detail below.

S1, performing rapid vibroflotation pore-forming construction on a stratum through a vibroflotation device and sewage to form a gravel pile hole;

in order to rapidly perform vibroflotation pore-forming construction on the stratum, the pipeline for supplying the sewage passes through the telescopic guide rod and the vibroflotation device and then extends out of the bottom end of the vibroflotation device, so that the sewage is sprayed out of the bottom end of the vibroflotation device to perform water-jet pre-damage on the stratum, and the vibroflotation device is assisted to perform vibroflotation construction.

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 hole forming construction is completed by using the vibroflotation speed and the adjusted current water pressure.

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 for supplying the discharged water 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 of the vibroflotation device 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. Wherein, the depth zero point is the orifice position of the broken Dan Zhuangkong designed in advance, when the bottom end (the drain outlet) of the vibrator is overlapped with the depth zero point, the descending depth of the vibrator is calculated, and the hole depth below the depth zero point is the descending depth of the vibrator.

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:

The lower limit value of the vibroflotation speed threshold is a prescribed minimum vibroflotation speed, and the upper limit value of the vibroflotation speed threshold is a prescribed maximum vibroflotation speed. The minimum vibroflotation speed and the maximum vibroflotation speed can be set according to engineering practice or in combination with equipment parameters, 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 current 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 a 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: forming n (n is more than or equal to 2) instantaneous values of the vibroflotation current continuously acquired 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 vibration current according to the preset correspondence between the vibration 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 an on-site test is analyzed to determine that the vibroflotation current and the formation compactness are in a proportional relation, and the 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 vibration current, calculating the formation compactness corresponding to the current vibration 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 0.5 is determined as the current formation compactness.

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, acquiring current sewer pressure in the vibration flushing 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 pressure of the supply sewage is obtained in S301, the interval time for obtaining the adjacent two instantaneous water pressure 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 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 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 by 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 downwater pressure signal and an average downwater 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 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, respectively, to obtain an average downwater pressure and an average downwater flow, 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;

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 to form 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 flow, the water pressure supplied by the water pump is increased or decreased. 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 compaction threshold = preceding formation compaction 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 drainage 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 deltaP, n=1, 2 and 3 … …, and deltaP is increased every period T until a command for maintaining or reducing the water pressure is received;

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

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

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

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

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

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

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

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

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

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

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

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

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

Starting construction;

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

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

when the acquired current formation compactness Dr is greater than the previously acquired formation compactness Dr0 and is greater than or equal to a first preset value DeltaDr, controlling the water pump to increase the supplied water discharge flow, so as to increase the supplied water discharge 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 water discharge flow, so as to reduce the supplied water discharge 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 by carrying out operation on 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 lower water pressure according to the compactness of different strata so that the vibroflotation device and the proper lower water 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 downwater pressure with the pulsation pressure, and the obtained average downwater pressure is closer to the true value of the downwater pressure supply, thereby realizing accurate control on the downwater pressure and being beneficial to smooth running of vibroflotation construction.

S2, accurately placing the crushed stone fillers into the crushed stone pile holes in batches through a loader, and carrying out vibroflotation encryption on the crushed stone fillers placed into the crushed stone pile holes in batches one by one through the vibroflotation device to form N pieces Dan Zhuangduan; calculating and storing the pile diameter of each gravel pile section by using the filling amount of the gravel filling materials placed in the gravel pile holes in each batch; and comparing the pile diameters of all the calculated gravel pile sections one by one to obtain the minimum pile diameter serving as the guaranteed pile diameter of the gravel pile.

After forming a broken stone pile hole through vibroflotation construction of a vibroflotation device, performing hole cleaning and other treatments on the broken stone pile hole, and returning slurry from the hole to an orifice to thin so as to ensure that vibroflotation Kong Shunzhi is smooth and beneficial to filler settlement, then placing broken stone fillers into the broken stone pile hole in batches, performing vibroflotation encryption on the broken stone fillers placed into the broken stone pile hole in batches one by one through the vibroflotation device to form N broken stone pile sections, calculating the pile diameter of each broken stone pile section by utilizing the filler amount of the broken stone fillers placed into the broken stone pile hole in each batch, and comparing the pile diameters of all calculated broken stone pile sections one by one to obtain the minimum pile diameter serving as the broken stone pile to ensure the pile diameter. According to the invention, continuous and uniform vibroflotation gravel piles are formed in the crushed Dan Zhuangkong from bottom to top through the N gravel pile sections, and the guaranteed pile diameter of the gravel piles meets the preset pile diameter requirement.

The broken stone pile guaranteed pile diameter refers to the smallest broken stone pile diameter among all broken stone pile section pile diameters when each broken stone pile section is tightly combined with soil layers around a hole during the sectional vibroflotation encryption broken stone pile.

Because the pile diameter of the minimum gravel pile section is usually positioned in a strong constraint area of the soil layer, if the pile diameter is ensured to meet the vibroflotation construction requirement, the formed whole gravel pile meets the vibroflotation construction requirement.

The calculation of the pile diameter of each gravel pile section can be generally achieved in the following manner:

before the gravel filler is placed into the gravel pile hole, measuring the initial material level height of the material level in the gravel pile hole before the gravel filler is not filled through electric waves;

after the vibration punching encryption of the gravel pile section is finished, measuring the pile section material surface height of the finished gravel pile section through electric waves;

obtaining the height of the broken stone pile section according to the completed pile section material level height and the initial material level height before filling;

and obtaining the volume of the gravel pile section by utilizing the volume of the gravel filler in the gravel pile hole and the compaction coefficient, and then obtaining the diameter of the gravel pile section, namely the diameter of the gravel pile section, according to the volume of the gravel pile section and the height of the gravel pile section.

And comparing the pile diameters of all calculated gravel pile segments one by one to obtain the minimum pile diameter serving as the guaranteed pile diameter of the gravel pile, wherein the minimum pile diameter comprises the following steps:

and comparing all calculated broken stone pile sections one by one, discarding larger pile diameters, and comparing the smaller pile diameters with the rest pile diameters one by one until the minimum pile diameter serving as the guaranteed pile diameter of the broken stone pile is obtained.

Next, this step will be described in detail.

In the process of putting the gravel fillers into the gravel pile holes in batches, carrying out vibroflotation encryption on the gravel fillers put into the gravel pile holes in batches one by one through a vibroflotation device, and forming N gravel pile sections, before each batch of gravel fillers is carried out, detecting the initial material level h1 in the gravel pile holes before the gravel fillers are not put in once through electric waves emitted by a radar detection device.

The radar detection device 3000 can adopt the structure shown in fig. 13-15, and comprises a fixed seat 31, a connection regulating mechanism 32 arranged on the fixed seat 31, and a radar main body 33 connected with the connection regulating mechanism 32, wherein a transmitting component on the radar main body 33 can move back and forth, move left and right and move up and down relative to the fixed seat 31 through the connection regulating mechanism 32, so that the position of the transmitting component relative to the fixed seat can be adjusted according to actual needs, and the direction of the electric wave transmitted by the transmitting component can be vertically and downwards aligned with the gravel pile hole. The radar detection apparatus 3000 of the present invention may employ related art structures, and the structures thereof will not be described in detail here.

In order to facilitate the detection of the level of the material in the gravel pile hole before the gravel filler is not put in by the radar detection device, the radar detection device can be directly arranged at the orifice of the gravel pile hole (as shown in fig. 13), namely, the fixing seat is directly fixed near the orifice of the gravel pile hole, so that the transmitting component of the radar is vertically aligned downwards to the gravel pile hole; alternatively, the fixing base may be fixedly connected to a holder on which the radar detection apparatus is mounted, for example, the radar detection apparatus may be fixed to the holding structure 14 connected to the mast (as shown in fig. 15).

Before a batch of gravel filler is put into a gravel pile hole, detecting the initial level h in the gravel pile hole through electric waves ₁ Comprising the following steps:

receiving echoes generated after the transmitting part transmits the electric waves to the material surface in the gravel pile hole through the receiving part of the radar detection device;

according to the propagation time difference between the emitted electric wave and the received echo wave of the radar detection device, the height of the upper surface of the gravel pile section formed before the gravel filler is not put in the gravel pile hole from the orifice of the gravel pile hole (the height is half of the product of the time difference and the wave speed) can be determined, so that the initial material surface height h before the gravel filler is not put in the gravel pile hole is determined according to the depth of the gravel pile hole and the determined height of the upper surface of the gravel pile section from the orifice of the gravel pile hole ₁ . Correspondingly, when the radar detection device is arranged on the holder (such as the holding element), the detection principle is basically the same as that of the radar detection device when the radar detection device is arranged on the orifice, and the radar detection device is different from that of the radar detection device when the radar detection device is arranged on the orifice, and the radar detection device is connected with the radar detection device through the emitted electric waves arranged on the holderThe propagation time difference between the received echoes can determine the height of the upper surface of the gravel pile section before the gravel filler is not put into the gravel pile hole from the cradle head, namely, the sum of the height of the upper surface of a part of the gravel pile body, which is correspondingly formed after the last vibroflotation encryption construction in the gravel pile hole, from the orifice of the gravel pile hole and the distance between the orifice and the cradle head, and then determine the initial material level height h before the gravel filler is not put into the gravel pile hole by utilizing the depth of the gravel pile hole, the distance between the orifice and the cradle head and the sum of the distances ₁ 。

Wherein, aim at the rubble stake hole before throwing in rubble filler with radar detection device's transmitting part includes:

When the device is applied, according to actual needs, the transmitting part is controlled to correspondingly move forwards and backwards, leftwards and rightwards or in a pitching manner relative to the fixed seat of the radar detection device, so that the transmitting part moves to the orifice of the gravel pile hole and vertically aligns the gravel pile hole downwards; or controlling the emitting part to move correspondingly forwards and backwards, leftwards and rightwards or pitching relative to a holder (such as a holding element) carrying the radar detection device, so that the emitting part moves to a position vertically aligned downwards to the gravel pile hole relative to the holding element.

After the initial material surface height of a gravel pile hole without putting gravel filler is obtained, accurately putting the gravel filler into the gravel pile hole to form a section of loose pile body, carrying out vibroflotation encryption on the loose pile body by a vibroflotation device to form a section of gravel pile section, and detecting the pile section material surface height h of the gravel pile section in the gravel pile hole by electric waves ₂ 。

Specifically, in the process of filling each batch, the crushed stone filling material is put into the crushed stone pile holes once or a plurality of times by using the loader to form a crushed stone pile section, and when the loading machine is used for filling once, the weighing and the throwing of the crushed stone filling material are accurately finished once, namely, the crushed stone filling material is directly thrown into the crushed stone pile holes after being weighed, so that the accurate throwing of the crushed stone filling material is finished, and the weight of the crushed stone filling material of the crushed stone pile formed by vibroflotation meets the design requirement.

Accurately throwing gravel packing into a gravel pile hole each time to form a section of loose pile body in the gravel pile hole comprises:

The process of realizing the accurate filling (namely, weighing and throwing of the crushed stone filling is 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; and a feeding hopper 21 which is arranged on the support frame 20 and is positioned at the lower part of the material containing cylinder 23 and is used for containing the crushed stone filler weighed by the material containing cylinder 23 and feeding the crushed stone filler into the crushed stone pile hole.

The supporting frame 20 has a frame structure, an upper portion for fixedly supporting the material containing cylinder, a lower portion for fixedly supporting the material charging hopper, and a middle portion for fixedly controlling a shutter switch assembly 22 for opening or closing the shutter. Preferably, a plurality of rollers are provided at the bottom of the support frame to allow movement thereof, and the rollers may be locked so that the support frame 20 can be moved and locked as desired at a desired location, such as the mouth of a gravel pile hole.

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 each time the weight element measures the weight of the gravel packing can be stored, and the weight measured by the same batch can be accumulated to obtain the total weight of the gravel packing (namely the gravel packing amount) of the same batch, which is 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 crushed stone filling materials can smoothly slide to the feeding port at the lower part after falling from the upper opening of the feeding hopper. 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 feeding hopper from the material containing barrel from accumulating in the feeding hopper and not entering into the crushed stone pile hole quickly, the feeding hopper can also adopt a vibrating feeding hopper (not shown in the figure), for example, the feeding hopper is connected with a driving mechanism, and the feeding hopper is driven by the driving mechanism to vibrate at a certain frequency so as to enable the crushed stone filler in the feeding hopper to move towards the feeding 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, and the display element may be disposed on the ground, for example, may be mounted on a supporting frame of the packing device (as shown in fig. 3 a), or may be disposed in a 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.

The control part of the invention for treating the filler weight of the filler 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 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 Dan Zhuangkong 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.

According to the invention, in the process of filling the gravel pile hole each time, the throwing of the gravel filler is accurately realized, so that the real throwing weight of the gravel filler into the gravel pile hole can be obtained, the problem that the pile quality cannot be ensured due to inconsistent throwing weight of the gravel filler and the weighed weight in the prior art, and an operator, especially an owner, cannot observe and take a letter in real time is avoided, and 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 continuous and compact vibroflotation gravel pile with the weight meeting the requirement can be ensured.

Putting a batch of gravel filler into a gravel pile hole through a loader (one time or multiple times), forming a section of loose pile body in the gravel pile hole, carrying out vibroflotation encryption on the loose pile body through a vibroflotation device to form a gravel pile section, and then detecting the pile section material surface height h of the gravel pile section again through electric waves of a radar detection device ₂ 。

Pile section level h of gravel pile section detected by electric wave of radar detection device ₂ In this case, the same manner as for detecting the initial charge level is adopted. Namely, when the radar detection device is arranged at the orifice of the gravel pile hole, determining the height of the upper surface of the gravel pile section from the orifice of the gravel pile hole according to the propagation time difference between the electric wave emitted by the radar detection device and the echo received by the radar detection device; determining the height of the upper surface of the gravel pile section in the gravel pile hole from the pile bottom, namely the height h of the material surface of the gravel pile section according to the depth of the gravel pile hole and the height of the upper surface of the gravel pile section from the orifice of the gravel pile hole ₂ . When the radar detection device is arranged on the holder (such as the holding element), the height of the upper surface of the gravel pile section in the gravel pile hole from the holder can be determined by the propagation time difference between the transmitted electric wave and the received echo wave arranged on the holder, namely, the sum of the height of the upper surface of the gravel pile section formed correspondingly after the gravel pile section is formed in the gravel pile hole from the hole mouth of the gravel pile hole and the distance between the hole mouth and the holder, and then the height h of the material surface of the gravel pile section is determined by the depth of the gravel pile hole, the distance between the hole mouth and the holder and the sum of the distances ₂ 。

And calculating the height of the gravel pile section according to the completed pile section material level and the initial material level before filling, obtaining the volume of the gravel pile section by utilizing the volume of the gravel filling in the gravel pile hole and the compaction coefficient, and calculating the diameter of the gravel pile section, namely the pile diameter of the gravel pile section according to the volume of the gravel pile section and the height of the gravel pile section.

Specifically, the volume of the gravel packing in the gravel pile hole can be calculated by the amount of the gravel packing and the diameter of the gravel pile hole (which is equal to the diameter of a loose column formed by the gravel packing in the gravel pile hole); the compaction coefficient can be obtained through tests, for example, the crushed stone filler is placed in a test container, a vibration punch is used for carrying out vibration punching on the crushed stone filler to form a crushed stone pile, and the crushed stone pile is formed according to the volume of the crushed stone filler before vibration punching and the vibration punching to obtain the compaction coefficient.

The crushed stone filling amount of the crushed stone filling materials put into the crushed stone pile holes in the same batch can be obtained by accurately putting and accumulating the crushed stone filling materials.

And after the broken stone fillers are placed in the broken stone pile holes in batches one by one through the vibroflotator, the pile diameter of each broken stone pile section can be calculated according to the filler amount of the broken stone fillers placed in the broken stone pile holes in each batch in the same mode, then the pile diameters of all the calculated broken stone pile sections are compared one by one, the larger pile diameters are discarded one by one, and the smaller pile diameter and the rest pile diameters are used for two-by-two comparison until the minimum pile diameter serving as the broken stone pile guaranteeing pile diameter is obtained.

The invention solves the technical problem that the average pile diameter calculated by the crushed stone filler volume and the compaction coefficient in the prior art can not accurately reflect the actual pile diameter of the crushed stone pile.

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 for piling filler of a super-strong seismic belt ultra-deep covering layer vibroflotation gravel pile machine comprises the following steps:

2. The method of claim 1, accurately placing gravel packing into a gravel pile hole by a loader comprising:

positioning a packing device with a weighing element at the orifice of the gravel pile hole, and aligning the feed port of the packing device 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;

3. The method of claim 2, placing the gravel pack into a packing apparatus having a weighing element by a loader comprising the step of placing the gravel pack into a holding cylinder having a weighing element.

4. A method according to claim 3, the throwing of the weighted gravel pack directly into the gravel pile hole via the pack device port of the alignment aperture comprising:

5. The method of claim 1, calculating a pile diameter of each gravel pile section using a packing amount of gravel packing placed in a gravel pile hole at a time, comprising:

after the vibration punching encryption of the gravel pile section is finished, detecting the pile section material level of the finished gravel pile section through electric waves;

6. The method of claim 5, detecting an initial level of a gravel pile hole by an electrical wave comprising:

7. The method of claim 6, aligning a transmitting component of a radar detection apparatus with a gravel pile hole prior to a non-deployment of a gravel packing, comprising:

8. The method according to any one of claims 1-7, wherein the vibroflotation speed of the vibroflotation device and the current drainage pressure are obtained when the formation is subjected to rapid vibroflotation hole forming by the vibroflotation device and the drainage, and the drainage flow for supplying the drainage is controlled according to the vibroflotation speed.

9. The method of claim 8, obtaining a vibroflotation speed of the vibroflotation device and a current launch pressure, and controlling a launch flow rate of the supply launch according to the vibroflotation speed comprising:

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.

10. The method of claim 9, the obtaining the vibroflotation speed of the vibroflotation device comprising: and obtaining the lowering depth of the vibroflotation device in unit time.