CN117661546A - Method for obtaining shape of underground gravel pile - Google Patents
Method for obtaining shape of underground gravel pile Download PDFInfo
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- CN117661546A CN117661546A CN202211020713.5A CN202211020713A CN117661546A CN 117661546 A CN117661546 A CN 117661546A CN 202211020713 A CN202211020713 A CN 202211020713A CN 117661546 A CN117661546 A CN 117661546A
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- 238000000034 method Methods 0.000 title claims abstract description 40
- 239000004575 stone Substances 0.000 claims abstract description 54
- 239000000945 filler Substances 0.000 claims abstract description 29
- 238000010276 construction Methods 0.000 claims abstract description 28
- 238000012856 packing Methods 0.000 claims abstract description 18
- 238000004080 punching Methods 0.000 claims abstract description 15
- 239000002689 soil Substances 0.000 claims abstract description 11
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 197
- 239000010865 sewage Substances 0.000 claims description 18
- 238000005259 measurement Methods 0.000 claims description 11
- 239000000463 material Substances 0.000 claims description 10
- 238000005553 drilling Methods 0.000 claims description 9
- 238000005056 compaction Methods 0.000 claims description 7
- 230000002195 synergetic effect Effects 0.000 claims description 4
- 230000002194 synthesizing effect Effects 0.000 claims description 2
- 238000001514 detection method Methods 0.000 description 38
- 230000001276 controlling effect Effects 0.000 description 30
- 239000004576 sand Substances 0.000 description 7
- 238000004804 winding Methods 0.000 description 7
- 238000002360 preparation method Methods 0.000 description 5
- 230000001105 regulatory effect Effects 0.000 description 5
- 230000015572 biosynthetic process Effects 0.000 description 4
- 238000006243 chemical reaction Methods 0.000 description 4
- 238000010586 diagram Methods 0.000 description 4
- 239000008400 supply water Substances 0.000 description 4
- 230000000712 assembly Effects 0.000 description 3
- 238000000429 assembly Methods 0.000 description 3
- 239000002002 slurry Substances 0.000 description 3
- 230000007423 decrease Effects 0.000 description 2
- 238000011010 flushing procedure Methods 0.000 description 2
- 230000001788 irregular Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000002238 attenuated effect Effects 0.000 description 1
- 230000004323 axial length Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000011362 coarse particle Substances 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000002706 hydrostatic effect Effects 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 238000003786 synthesis reaction Methods 0.000 description 1
Landscapes
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
The invention discloses a method for obtaining the shape of an underground gravel pile, which comprises the following steps: the vibroflotation construction of the broken stone pile hole is completed by controlling the water-gas linkage of a vibroflotation broken stone pile machine comprising a telescopic guide rod and a vibroflotation device; forming a plurality of measuring holes around the gravel pile, and hoisting a pressure sensor assembly which is lifted synchronously with the vibroflotation device in each measuring hole; calculating and storing the average pile diameter of each gravel pile section when the gravel filler is placed into the gravel pile hole each time and is encrypted by vibroflotation of a vibroflotation device to form each gravel pile section; during the vibration punching encryption of the vibration punching device on the gravel packing which is placed in the gravel pile hole each time, the pressure sensor assembly around the gravel pile hole detects the vibration punching signal of the vibration punching device on the vibration punching gravel pile packing conducted by the soil layer; and calculating the shape of each gravel pile section formed by encrypting the gravel pile filler by the vibroflotator according to the vibroflotation signal detected by the pressure sensor component in each measuring hole and the average pile diameter of each gravel pile section.
Description
Technical Field
The invention relates to the technical field of vibroflotation gravel piles, in particular to a method for obtaining the shape of an underground gravel pile.
Background
The vibroflotation method is a foundation treatment method, and the loose foundation soil layer is vibrated and sealed under the combined action of horizontal vibration of a vibroflotation device and high-pressure water or high-pressure air; or after the holes are formed in the foundation layer, backfilling hard coarse particle materials with stable performance, and forming a composite foundation by using the reinforcement (gravel piles) formed by vibration compaction and surrounding foundation soil.
The existing gravel pile forming process shown in fig. 1a and 1b is to first perform a downward vibroflotation from the ground 30 using the vibroflotation gravel pile machine shown in fig. 2 to form a gravel pile hole 20 in the soil layer 50, see fig. 2; then, the gravel packing is placed in the gravel pile hole 20, and the gravel packing placed in the gravel pile hole is subjected to vibroflotation encryption by the vibroflotation device to form a gravel pile 60.
The prior art generally estimates the average pile diameter of the gravel pile based on the average filler amount and compaction factor per linear meter of pile body, that is, the prior art generally treats the gravel pile as an ideal cylinder.
The gravel pile is formed underground, the structure of the underground soil layer is very complex, the soil layer density of the gravel pile holes is not necessarily the same, so that the formed gravel pile is not a cylinder but an irregular cylinder, and if the actually formed irregular cylinder cannot reach the standard, the gravel pile has potential safety hazard.
If the shape of the formed gravel pile can be measured or predicted during the construction of the gravel pile, it can be determined whether the gravel pile meets the construction requirements during the construction, thereby obtaining the underground gravel pile meeting the construction requirements.
Disclosure of Invention
The invention aims to provide a method for acquiring the shape of an underground gravel pile, so that whether the formed gravel pile meets construction requirements can be judged according to the acquired shape of the underground gravel pile.
The invention discloses a method for obtaining the shape of an underground gravel pile, which comprises the following steps:
the vibroflotation construction of the broken stone pile hole is completed by controlling the water-gas linkage of a vibroflotation broken stone pile machine comprising a telescopic guide rod and a vibroflotation device;
forming a plurality of measuring holes for measuring the shape of the gravel pile by respectively drilling around the gravel pile, wherein the depth of each measuring hole is the same as the depth of the gravel pile hole, and hoisting a pressure sensor assembly lifted synchronously with the vibroflotation device in each measuring hole;
when the gravel filler is placed into the gravel pile hole each time, encrypting the gravel filler by using a vibroflotation device to form each gravel pile section, calculating and storing the average pile diameter of each gravel pile section according to the filler amount of the gravel filler placed into the gravel pile hole each time;
During the vibration punching encryption of the vibration punching device on the crushed stone filling materials placed in the crushed stone pile holes each time, the pressure sensor component in each measuring hole around the crushed stone pile holes detects the vibration punching signals of the vibration punching device on the crushed stone pile filling materials conducted by the soil layer;
and calculating the shape of each gravel pile section formed by encrypting the gravel pile filler by the vibroflotator according to the vibroflotation signal detected by the pressure sensor component in each measuring hole and the average pile diameter of each gravel pile section.
Preferably, calculating the average pile diameter of each gravel pile section using the packing amount of the gravel packing each time placed in the gravel pile hole includes:
measuring the depth of an unfilled vibroflotator before the gravel filler is placed into a gravel pile hole;
measuring the depth of a vibroflotator of the completed gravel pile section after the vibroflotation encryption of the gravel pile section is completed;
obtaining the height of the broken stone pile section according to the vibrator depth of the completed broken stone pile section and the vibrator depth of the unfilled material;
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 average pile diameter of each gravel pile section according to the volume and the height of the gravel pile section.
Preferably, calculating the shape of each gravel pile segment formed by encrypting the gravel pile filler by the vibroflotator according to the vibroflotation signal detected by the pressure sensor assembly in each measuring hole and the average pile diameter of each gravel pile segment comprises:
calculating the average signal intensity of the vibroflotation signals detected by all the pressure sensor components according to the vibroflotation signals detected by the pressure sensor components in each measuring hole;
defining the average signal intensity as the signal intensity at the average pile diameter position of the gravel pile section;
and determining the shape of each gravel pile section according to the difference value between the intensity value of the vibroflotation signal detected by the pressure sensor assembly in each measuring hole and the average signal intensity.
Preferably, determining the shape of each of the gravel pile segments from the difference between the intensity value of the vibroflotation signal detected by the pressure sensor assembly in each of the measurement holes and the average signal intensity comprises:
if the signal intensity detected by the pressure sensor in the measuring hole is smaller than the average signal intensity, determining that the pile diameter of the broken stone pile section in the measuring hole direction is smaller than the average pile diameter;
if the signal intensity detected by the pressure sensor in the measuring hole is equal to the average signal intensity, determining that the pile diameter of the broken stone pile section in the direction of the measuring hole is equal to the average pile diameter;
If the signal intensity detected by the pressure sensor in the measuring hole is larger than the average signal intensity, determining that the pile diameter of the broken stone pile section in the measuring hole direction is larger than the average pile diameter;
and drawing a shape graph of the gravel pile relative to the average pile diameter according to the determined size of the pile diameter of the gravel pile relative to the average pile diameter in each measuring hole direction.
Preferably, determining the shape of each of the gravel pile segments from the difference between the intensity value of the vibroflotation signal detected by the pressure sensor assembly in each of the measurement holes and the average signal intensity comprises:
calculating the diameter of the gravel pile in the direction of each measuring hole according to the inverse relation between the vibroflotation signal intensity detected by the pressure sensor in each measuring hole and the square of the distance;
and drawing the shape of the gravel pile according to the calculated pile diameter of the gravel pile in the direction of each measuring hole.
Preferably, calculating the pile diameter of the gravel pile in the direction of each measuring hole according to the inverse relation between the vibroflotation signal intensity detected by the pressure sensor in each measuring hole and the square of the distance comprises:
calculating the signal intensity of the vibroflotation source according to the average signal intensity and the average pile diameter;
and calculating the diameter of the gravel pile in the direction of each measuring hole according to the relationship of the signal intensity of the vibroflotation source and the inverse proportion of the signal intensity detected by the pressure sensor in each measuring hole to the square of the distance.
Preferably, the pressure sensor assembly in each measuring hole moves synchronously with the vibroflotation device, and specifically comprises:
the lifting height information of the main winch of the lifting vibroflotation device is sent to a controller of the sub winch of each measuring hole, which is used for hanging the pressure sensor component;
the controller of the sub-winch of each measuring hole controls the sub-winch of each measuring hole to lift the pressure sensor component according to the received lifting distance information of the main winch, so that the pressure sensor component and the vibroflotation device always keep the same height.
Preferably, the calculated shape of each gravel pile segment is synthesized to obtain the overall shape of the gravel pile.
Preferably, the overall shape of the resulting gravel pile is displayed by means of a display.
Preferably, the vibroflotation construction of rapidly completing the gravel pile hole by controlling the water-gas linkage of the vibroflotation gravel pile machine comprising a telescopic guide rod and a vibroflotation device comprises:
determining the discharge flow rate of the supplied sewage and the pressure of the supplied sewage according to the current drilling speed;
and controlling the water discharge flow of the water supply and the air pressure of the air supply according to the determined water discharge flow of the water supply and the air pressure of the air supply, so that the vibroflotation device completes vibroflotation construction of the broken stone pile hole under the synergistic effect of the water supply and the air supply.
The beneficial effects of the invention are as follows:
1) The shape of the underground gravel pile can be obtained, so that the construction of the reinforced foundation can be guided according to the obtained shape of the gravel pile;
2) According to the invention, by accurately controlling the water pressure, the water pressure in the telescopic guide rod is always higher than the external mud pressure, so that external mud is prevented from entering the telescopic guide rod from a gap of the telescopic guide rod; and the current water feeding flow is controlled to be positioned in the target water feeding flow range in the vibroflotation construction process, and the air feeding pressure is controlled to be positioned in the target air feeding pressure range so as to remove a small amount of sand and stones entering the telescopic guide rod, so that the telescopic guide rod can freely stretch and retract under the actions of water feeding and air feeding, and the deep hole vibroflotation construction of the complex stratum based on the telescopic guide rod can be reliably carried out.
Drawings
FIG. 1a is a schematic diagram of a prior art gravel pile hole construction;
FIG. 1b is a schematic view of a prior art gravel pile formed in a gravel pile hole;
FIG. 2 is a schematic view of an vibroflotation gravel pile machine used in the present invention;
FIG. 3 is a schematic illustration of a method of obtaining the shape of an underground gravel pile of the present invention;
FIG. 4 is a schematic view of a gravel pile hole and measurement hole construction of the present invention;
FIG. 5 is a schematic view showing the formation of a measurement hole around a gravel pile hole;
FIG. 6 is a schematic view of the present invention for measuring the shape of an underground gravel pile;
fig. 7 is an electrical schematic of a first embodiment of the invention for measuring the shape of a gravel pile;
fig. 8 is an electrical schematic of a second embodiment of the invention for measuring the shape of a gravel pile;
FIG. 9 is a schematic diagram of the present invention controlling the simultaneous lifting of the pressure sensor assembly and vibroflotation device in each measurement orifice;
fig. 10 is a schematic diagram of a vapor linkage control system of the gravel pile machine of the present invention.
Detailed Description
Fig. 3 shows a method of obtaining the shape of an underground gravel pile according to the present invention, comprising:
the vibroflotation construction of the gravel pile hole 20 is completed by controlling the water-gas linkage of the vibroflotation gravel pile machine comprising the telescopic guide rod and the vibroflotation device;
forming a plurality of measuring holes 40 for measuring the shape of the gravel pile by drilling around the gravel pile, respectively, wherein the depth of each measuring hole is the same as the depth of the gravel pile hole, and hoisting a pressure sensor assembly 41 lifted in synchronization with the vibroflotation device in each measuring hole;
each time the gravel packing 60 is placed into the gravel pile hole 20, the gravel packing placed into the gravel pile hole is encrypted and vibrated by the vibrator 13 to form each gravel pile section; calculating and storing the average 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;
During the vibroflotation of the vibroflotation device 13 on the gravel packing put into the gravel pile hole each time, the pressure sensor component 41 in each measuring hole around the gravel pile hole detects the vibroflotation signal of the vibroflotation device on the gravel pile packing conducted by the soil layer;
and calculating the shape of each gravel pile section formed by encrypting the gravel pile filler by the vibroflotator according to the vibroflotation signal detected by the pressure sensor component in each measuring hole and the average pile diameter of each gravel pile section.
Referring to fig. 4, the measuring hole 40 of the present invention may be completed before the formation of the gravel pile hole 20, or may be completed after the formation of the gravel pile hole 20.
Referring to fig. 5, the more measurement holes 40, the more accurate the measurement, but the greater the amount of work. The invention actually adopts 4-8 measuring holes to measure the shape of the gravel pile; the number of measurement holes shown in fig. 5 is 8.
The vibroflotation signal is generated by encrypting or vibroflotation of the gravel pile filling material by the gravel pile vibrator, and the distance between the measuring hole and the gravel pile hole is set to be 2 times larger than the designed pile diameter and smaller than the designed pile diameter in consideration of the fact that the vibroflotation signal is quickly attenuated when transmitted through a soil layer.
The designed pile diameter is a pile diameter planned before construction, and the average pile diameter is an estimated pile diameter of the gravel pile which is estimated after filling of the gravel pile is encrypted by the vibroflotation gravel pile machine. The invention uses the designed pile diameter to determine the distance between the measuring hole and the gravel pile hole, and uses the average pile diameter to determine the shape of the gravel pile.
Each pressure sensor assembly of the present invention includes at least one pressure sensor.
Fig. 6 shows the method of measuring the shape of an underground gravel pile according to the present invention using pressure sensor assemblies in a measuring hole, first, lowering each pressure sensor assembly 41 to the bottom of the measuring hole 40 so that each pressure sensor assembly 41 is substantially flush with the vibroflotation device, then placing a gravel pile packing 60 into the gravel pile hole 20, and encrypting the gravel pile packing 60 with the vibroflotation device until an underground gravel pile is formed; the average pile diameter of the formed underground gravel pile is calculated. The pressure sensor component in each measuring hole detects a vibroflotation signal generated by encrypting the gravel pile filler by the vibroflotation device, and calculates a vibroflotation signal intensity average value; and then determining the shape of the underground gravel pile according to the average value of the vibroflotation signal intensity, the average pile diameter and the vibroflotation signal intensity value (hereinafter referred to as signal intensity) detected by the pressure sensor component in each measuring hole.
One of the contributions of the present invention is to develop a method that can more accurately measure the average pile diameter, comprising:
measuring the depth of the vibroflotation device of the unfilled gravel filler before the gravel filler is placed into a gravel pile hole, for example, calculating the depth of the vibroflotation device by utilizing the rope release length of a main winding device of the vibroflotation gravel pile machine;
Measuring the vibrator depth of the completed broken stone pile section after the broken stone pile section is subjected to vibration punching encryption, for example, calculating the vibrator depth by utilizing the rope lowering length of a main winding device of a vibration punching broken stone pile machine;
obtaining the height of the broken stone pile section according to the vibrator depth of the completed broken stone pile section and the vibrator depth of the unfilled material;
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.
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 factor can be obtained through tests, for example, the crushed stone filler is placed in a test container, the crushed stone filler is subjected to vibroflotation by a vibroflotation device to form a crushed stone pile, and the crushed stone pile is formed according to the volume of the crushed stone filler before vibroflotation and the vibroflotation to obtain the compaction factor.
According to the vibroflotation signal detected by the pressure sensor component in each measuring hole and the average pile diameter of each gravel pile section, the key technical points of calculating the shape of each gravel pile section formed by encrypting the gravel pile filler by the vibroflotation device are as follows: and (3) correlating the average pile diameter of the gravel pile section with the average signal intensity of vibroflotation signals detected by all pressure sensors, and determining the shape of the gravel pile relative to the average pile diameter in the direction of each measuring hole.
According to a first embodiment of the invention, the shape of each gravel pile segment formed by encrypting gravel pile filler by a vibroflotation device can be determined in the following manner:
calculating the average signal intensity of the vibroflotation signals detected by all the pressure sensor components according to the vibroflotation signals detected by the pressure sensor components in each measuring hole;
defining the average signal intensity as the signal intensity at the average pile diameter position of the gravel pile section;
and determining the shape of each gravel pile section according to the difference value between the intensity value of the vibroflotation signal detected by the pressure sensor assembly in each measuring hole and the average signal intensity.
Determining the shape of each of the gravel pile segments based on the difference between the intensity value of the vibroflotation signal detected by the pressure sensor assembly in each of the measurement holes and the average signal intensity comprises: if the signal intensity detected by the pressure sensor in the measuring hole is smaller than the average signal intensity, determining that the pile diameter of the broken stone pile section in the measuring hole direction is smaller than the average pile diameter; if the signal intensity detected by the pressure sensor in the measuring hole is equal to the average signal intensity, determining that the pile diameter of the broken stone pile section in the direction of the measuring hole is equal to the average pile diameter; if the signal intensity detected by the pressure sensor in the measuring hole is larger than the average signal intensity, determining that the pile diameter of the broken stone pile section in the measuring hole direction is larger than the average pile diameter; and drawing a shape graph of the gravel pile relative to the average pile diameter according to the determined size of the pile diameter of the gravel pile relative to the average pile diameter in each measuring hole direction.
For example, if the vibroflotation signal intensity detected by the pressure sensor of the measuring hole 1 is smaller than the average vibroflotation signal intensity, determining that the pile diameter of the gravel pile in the direction of the measuring hole 1 is smaller than the average pile diameter; if the vibroflotation signal intensity detected by the pressure sensor of the measuring hole 2 is equal to the average vibroflotation signal intensity, determining that the pile diameter of the gravel pile in the direction of the measuring hole 2 is equal to the average pile diameter; if the vibroflotation signal intensity detected by the pressure sensor of the measuring hole 3 is larger than the average vibroflotation signal intensity, determining that the pile diameter of the gravel pile in the direction of the measuring hole 3 is equal to the average pile diameter; … …. And then drawing the shape of the gravel pile through drawing software.
Fig. 7 shows an electrical schematic of the first embodiment described above. Sensor assembly 1, sensor assembly 2 … … sensor assembly n each convert the detected vibroflotation signal S 1 、S 2 ……S n And sending the signal to an average signal strength calculation module. The average signal strength calculation module calculates the average signal strength S Average of . The signal strength comparison module respectively compares the detected signal strengths from the sensor assemblies 1, … … and n with the average signal strength S from the average signal strength calculation module by polling Average of And comparing and sending the comparison result to the gravel pile shape determining module. The crushed stone pile shape determining module determines the shape of the crushed stone pile in the direction of each sensor assembly (i.e. each measuring hole) according to the comparison result based on the average pile diameter calculated by the average pile diameter calculating module, for example, if the vibroflotation signal intensity detected by the sensor assembly 1 is smaller than the average vibroflotation signal intensity, the crushed stone pile shape determining module determines that the pile diameter of the crushed stone pile in the direction of the sensor assembly 1 is smaller than the average pile diameter, thereby obtaining the pile diameter of the crushed stone pile in the directions of the sensor assemblies 1 to n, and then sends the pile diameter sizes of the crushed stone piles in the directions n to the crushed stone pile shape drawing module to draw the shape of the crushed stone pile. And the gravel pile shape drawing module sends the drawn shape of the gravel pile to a display for display.
According to a second embodiment of the invention, the shape of each gravel pile segment may also be determined in the following manner:
calculating the diameter of the gravel pile in the direction of each measuring hole according to the inverse relation between the vibroflotation signal intensity detected by the pressure sensor in each measuring hole and the square of the distance;
and drawing the shape of the gravel pile according to the calculated pile diameter of the gravel pile in the direction of each measuring hole.
The inventor finds that the vibroflotation signal detected by the pressure sensor in each measuring hole is derived from the acting force of the vibroflotation device vibroflotation or the encrypted gravel pile filling on the soil layer, the acting force is inversely proportional to the square of the distance, and the problem is that the prior art cannot measure the acting force (mainly because the current pressure sensor cannot bear the vibroflotation force of the vibroflotation device). To solve the above problems, the present inventors have developed a novel technique which uses an average pile diameter r Average of And calculating the signal intensity of the vibroflotation source in inverse proportion to the square of the distance, and calculating the diameter of the pile in the direction of each sensor by using the signal intensity of the vibroflotation source and the signal intensity of the vibroflotation detected by each sensor. The concrete method for calculating the diameter of the gravel pile in the direction of each measuring hole comprises the following steps:
according to the average signal intensity S Average of And average pile diameter r Average of Calculating the signal intensity S of the vibroflotation source Vibroflotation source The calculation formula is as follows:
according to the signal intensity of the vibroflotation source and the signal intensity S detected by the pressure sensor in each measuring hole i Inversely proportional to the square of the distance, calculating the diameter r of the gravel pile in the direction of each measuring hole i Size of the product. The calculation formula is as follows: Where i=1, 2 … … n.
Fig. 8 shows an electrical schematic of the second embodiment described above. Sensor assembly 1, sensor assembly 2 … … sensor assembly n each convert the detected vibroflotation signal S 1 、S 2 ……S n And sending the signal to an average signal strength calculation module. The average signal strength calculation module calculates the average signal strength S Average of . The vibroflotation source signal intensity calculation module calculates the average signal intensity S Average of And average pile diameter r Average of Calculating to obtain the signal intensity S of the vibroflotation source Vibroflotation source . The pile diameter calculation module calculates the signal intensity S of the pressure sensor in each measuring hole according to the signal intensity of the vibroflotation source i Inversely proportional to the square of the distance, the diameter r of the gravel pile in the direction of each measuring hole is calculated i And the size, then the diameter of the gravel pile in n directions is sent to a gravel pile shape drawing module, and the shape of the gravel pile is drawn. And the gravel pile shape drawing module sends the drawn shape of the gravel pile to a display for display.
In addition, the invention can also comprise a graph synthesis module (not shown in the figure) for synthesizing the calculated shape of each gravel pile section to obtain the overall shape of the gravel pile.
In order to be able to detect the vibroflotation signal originating from the vibroflotation device, the pressure sensor in the measuring orifice must be lifted synchronously with the vibroflotation device.
Transmitting the lifting height information of the main winch of the lifting vibroflotation device to the sub-winches of each measuring hole, which are used for hanging the pressure sensor assembly;
the controller of the sub-windlass of each measuring hole controls the sub-windlass of each measuring hole to synchronously lift the same height as the lifting height of the vibroflotation device according to the received lifting height information of the main windlass
Fig. 9 shows an electrical schematic diagram enabling synchronous lifting. After vibroflotation encrypts gravel pile packing to form a gravel pile segment, the main hoisting device of the vibroflotation gravel pile machine 1000 shown in fig. 2 lifts the vibroflotation device upward so that vibroflotation encrypts the next gravel pile segment. The lifting height calculating module shown in fig. 9 calculates the lifting height of the main hoisting device every time the main hoisting device of the vibroflotation gravel pile machine 1000 lifts the vibroflotation device upward, for example, by an encoder of the main hoisting machine, and transmits the calculated lifting height information to the transmitting module; the sending module broadcasts the lifting height information outwards; the receiving device of the sub-hoist provided on each measuring hole for suspending each pressure sensor assembly transmits the received lifting height information to the sub-hoist controller, which controls the lifting height of the sub-hoist lifting pressure sensor assembly according to the received lifting height information so that each pressure sensor is lifted by the same height in synchronization with the vibroflotation device.
Fig. 2 shows an vibroflotation gravel pile machine 1000 used in the gravel pile construction process of the present invention. As shown in fig. 2, the vibroflotation gravel pile machine 1000 includes a lifting device, a guide rod 10, a vibroflotation device 13 and an automatic feeding device.
Specifically, the hoisting device comprises a host machine of the vibroflotation gravel pile machine, a mast 11 connected with the host machine, and a main hoisting device arranged at the rear end of the host machine, wherein a guide rod 10 is hoisted through a steel wire rope of the main hoisting device and the mast 11, so that the guide rod is vertically arranged under the action of dead weight.
In addition, an automatic feeding device is arranged on the main machine, is arranged at the rear part of the main machine of the hoisting device and can be used as a counterweight of the main machine. The automatic feeding device comprises an air pipe winding device, a cable winding device and a water pipe winding device, and the three devices and the main winding device are arranged to synchronously feed.
The guide bar 10 has a connection section at the upper part for connection with the wire rope of the main winding device, a support section at the middle and a working section at the lower part for connection with the vibrator 13. The guide rod 10 is a telescopic guide rod, so that the axial length of the guide rod 10 can be adjusted to change the lowering or lifting position of the vibroflotation system relative to the ground. That is, the guide bar 10 has a plurality of layers of sleeves sequentially sleeved from inside to outside, the connecting section is a top layer sleeve, the working section is a bottom layer sleeve, and the supporting section comprises one or more layers of middle sleeves. Wherein, adjacent two-layer sleeve pipe can adopt prior art's connection structure to link together, can make adjacent two-layer sleeve pipe axial slip smooth, can prevent again that torsion from taking place each other. When the guide rod is in operation, the number and the length of the multi-layer sleeves in the guide rod can be determined according to the use requirement, for example, more than 4 layers of sleeves can be adopted, and the length of each layer of sleeve can be 18-25 meters (the length of the sleeve on the top layer can be longer). When the pile is used, the length of the multi-layer sleeve of the guide rod can be prolonged or shortened, and when the multi-layer sleeve of the telescopic guide rod is fully extended, the total length of the telescopic guide rod can reach 100 meters or even longer, so that the vibroflotation gravel pile machine can be used for vibroflotation and hole making of a stratum with the depth of more than 50 meters.
The water-gas linkage control of the vibroflotation gravel pile machine comprises the following steps: in the vibroflotation construction process, the water supply flow rate for supplying water and the air supply pressure for supplying air are controlled in real time, so that the telescopic guide rod can be freely telescopic under the combined action of water supply and air supply; and controlling the discharge flow of the supplied sewage and the down-gas pressure of the supplied down-gas in real time according to the drilling speed so as to finish the vibroflotation construction of the broken stone pile hole by the combined action of the vibroflotation device, the sewage and the down-gas.
The water-gas linkage control method of the vibroflotation gravel pile machine comprises the following steps:
s100, a pipeline for supplying water and air goes deep into the lower part of the telescopic guide rod from the top of the telescopic guide rod, so that the water and the air form water flow and air flow from bottom to top in the telescopic guide rod under the action of a baffle at the lower part of the telescopic guide rod and flow out from the top of the telescopic guide rod;
s101, enabling a pipeline for supplying the sewage to pass through a telescopic guide rod and a vibroflotation device and then extend out of the bottom end of the vibroflotation device, so that the sewage is sprayed out of the bottom end of the vibroflotation device to perform water flushing pre-damage on a stratum;
s102, enabling a pipeline for supplying the down gas to penetrate through the telescopic guide rod and extend out of the side wall of the bottom sleeve of the telescopic guide rod, so that the down gas is sprayed out of the bottom of the telescopic guide rod to perform gas-flushing pre-damage on a stratum;
S103, controlling the internal water pressure of the telescopic guide rod to be always larger than the external slurry pressure in the vibroflotation construction process so as to prevent external slurry from entering the telescopic guide rod from a gap of the telescopic guide rod; at the same time
S104, controlling water feeding flow for supplying water and air feeding pressure for supplying air feeding so as to remove a small amount of sand and stone entering the telescopic guide rod under the synergistic effect of the water feeding and the air feeding;
s105, controlling the discharge flow of the supplied sewage according to the drilling speed obtained in the vibroflotation construction process; and
s106, controlling the down-draft pressure of the supplied down-draft according to the drilling speed obtained in the vibroflotation construction process;
s107, controlling the flow rate of the sewage and the pressure of the sewage, so that the vibroflotation device completes vibroflotation construction under the synergistic effect of the sewage and the sewage.
The lifting height information of the main winch of the lifting vibroflotation device is sent to the controller of the sub winch of each measuring hole for hanging the pressure sensor assembly;
the controller of the sub-windlass of each measuring hole is used for controlling the sub-windlass of each measuring hole to synchronously lift the height 3 which is the same as the lifting height of the vibroflotation device according to the received lifting distance information of the main windlass, the vibroflotation device 3 is connected with the controller 1 through the vibroflotation device frequency conversion cabinet 2, the vibroflotation device frequency conversion cabinet 2 and the controller 1 are in wireless connection, and wired connection can also be adopted.
The controller 1 acquires the vibroflotation current signal of the vibroflotation 3 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 3; when the vibroflotation device 3 is started, a vibroflotation current signal is generated by the current detection sensor, and the vibroflotation current signal is transmitted to the controller 1 in real time in a wired or wireless mode. The controller 1 determines the vibroflotation current transmitted from the current detection sensor in real time as the present vibroflotation current. The current detection sensor may be any sensor capable of detecting current in the prior art. Such as a current transformer.
As shown in fig. 10, a second water supply pressure detection sensor 41 and a second water supply flow rate detection sensor 42 are installed on the water outlet pipe of the second water pump 4 for detecting the instantaneous sewage pressure and the instantaneous sewage flow rate of the supply sewage of the second water pump 4 in real time, respectively. The second water supply pressure detection sensor 41 and the second water supply flow rate detection sensor 42 may employ any sensor capable of detecting water pressure and water flow rate in the related art. For example, the second water supply pressure detection sensor 41 may employ a pressure transmitter, and the second water supply flow rate detection sensor 42 may employ an electromagnetic flowmeter.
As shown in fig. 10, the second water supply pressure detection sensor 41 and the second water supply flow rate detection sensor 42 transmit the average sewage pressure signal and the average sewage flow rate signal to the remote terminal unit RTU, which transmits the signals to the controller 1 by wireless.
As shown in fig. 10, the second water pump 4 is connected to the controller 1 through the second water pump variable frequency cabinet 5, and the second water pump variable frequency cabinet 5 and the controller 1 are connected wirelessly, or may be connected by a wire. The controller 1 controls the rotation speed of the second water pump 4 by controlling the second water pump variable frequency cabinet 5 to change the output frequency, so as to change the discharge flow of the second water pump 4 for supplying the discharge water, and when the discharge flow of the second water pump discharged from the water outlet pipeline is increased, the discharge water pressure is also increased; when the discharge flow rate of the second water pump water outlet pipeline is reduced, the discharge pressure is also reduced.
As shown in fig. 10, a gas tank is disposed at the outlet of the second air compressor 8, and a second gas supply pressure detection sensor 81 is mounted on the gas outlet pipe of the gas tank for detecting the instantaneous downdraft pressure of the downdraft supplied from the second air compressor 8. The second air supply pressure detection sensor 81 may be any sensor capable of detecting air pressure in the related art. For example, a pressure transmitter may be employed.
In addition, a second air supply flow rate detection sensor 82 is installed on an air outlet pipe of the air tank of the second air compressor 8 for detecting the lower air flow rate of the lower air supplied from the second air compressor 8. The second supply air flow rate detection sensor 82 may be any sensor capable of detecting the amount of air flow in the related art. For example, a vortex shedding flowmeter may be employed.
The second air supply pressure detection sensor 81 and the second air supply flow rate detection sensor 82 transmit the detected pressure signal and flow rate signal to the remote terminal unit RTU, which transmits the signals to the controller 1 by wireless.
As shown in fig. 10, a second electric control valve 9 is installed on the gas outlet pipe of the gas tank, and the air pressure is controlled by controlling the valve opening of the second electric control valve 9. As shown in fig. 3, the controller 1 of the present embodiment transmits a valve opening signal to the remote terminal unit RTU by wireless, and controls the valve opening of the second electric control valve 9 by the RTU. When the valve of the second electric regulating valve 9 is opened, the lower air flow is increased, and the lower air pressure is also increased; when the valve of the second electric control valve 9 is opened, the lower air flow rate decreases, and the lower air pressure also decreases.
The water supply control method of this embodiment will be described in detail with reference to the accompanying drawings.
Water supply control principle in this embodiment: 1. controlling the water pressure, controlling the water pressure in the telescopic guide rod to be always larger than the mud pressure of the pile hole, forcing the water in the telescopic guide rod to flow from the sleeve gap of the telescopic guide rod to mud in the pile hole, and realizing the water pressure dynamic balance in the pipe so as to prevent sand and stone in the mud from entering and being blocked in the sleeve gap; 2, controlling the water feeding flow, and in the process that the water feeding flows upwards from the top of the bottom sleeve to the top sleeve and then is discharged, keeping the water feeding flow in the telescopic guide rod at a certain level, so as to bring out a small amount of sand and stone which accidentally enters the telescopic guide rod, and avoiding being blocked in a sleeve gap.
Based on the principle, the water feeding flow is controlled in real time on the basis of guaranteeing the dynamic balance of the water pressure in the pipe, so that the pipe clamping can be avoided, and the purpose of freely stretching the stretching guide rod is achieved.
Wherein, S103 is in the shake-wash work progress, and the inside upper water pressure of control flexible guide arm is greater than outside mud pressure all the time, and concrete implementation is as follows:
the internal water pressure of the telescopic guide rod comprises the water pressure (ρ) Water and its preparation method gh) and the water pressure (delta P) supplied by the first water pump, the water pressure inside the telescopic guide rod is always larger than the external mud pressure, namely the water pressure (rho) inside the telescopic guide rod is controlled Water and its preparation method gh) and the first water pump supply a water pressure (deltaP) which is greater than the mud pressure (ρ) in the outer pile hole of the telescopic guide rod Pulp gh), i.e. the water supply pressure (deltap) of the first water pump is controlled to be greater than the mud pressure (ρ) in the outer pile hole of the telescopic guide rod Pulp gh) and the hydrostatic pressure (ρ) in the telescopic guide rod Water and its preparation method gh), i.e. ΔP > ρ Pulp gh-ρ Water and its preparation method gh。
Wherein ρ is Water and its preparation method ＝1g/cm 3 ，ρ Pulp ＝1.4g/cm 3 G is approximately 10m/s, and if h=100 m, ΔP > 0.4MPa.
According to the calculation, when the hole depth is 100m, the hydraulic dynamic balance in the telescopic guide rod can be kept by controlling the water pressure supplied by the first water pump to be greater than 0.4MPa, so that sand in mud is prevented from entering and being blocked in a sleeve gap.
In particular, the first water pump 6 may be a water pump with a minimum pump pressure of greater than 0.4MPa. For example, plunger pump BW320 is used with a minimum pump pressure of 1.5MPa.
Specifically, the internal water pressure of the telescopic guide rod is controlled to be always larger than the external slurry pressure, namely, the water pressure supplied by the first water pump is controlled to be realized in the following manner: acquiring the current water supply pressure of supply water; controlling the water supply pressure of the first water pump to supply water by comparing the current water supply pressure with the reference water supply pressure, so that the current water supply pressure is greater than or equal to the reference water supply pressure; wherein, the sum of the reference water pressure and the internal water pressure of the telescopic guide rod is always larger than the external mud pressure.
The specific embodiment of obtaining the current upper water pressure can be seen from the current lower water pressure. When the hole depth is 100m, the reference water pressure is 0.4MPa.
Under the condition that the current water supply pressure is larger than the reference water supply pressure, the embodiment brings out a small amount of sand and stone which accidentally enters the telescopic guide rod through controlling the water supply flow in real time, and the sand and stone are prevented from being clamped in a sleeve gap.
Wherein S104 controls the flow rate of the water supply, comprising:
s601, acquiring the current water supply flow of the water supplied by a first water pump;
s602, controlling the water supply flow of the first water pump to supply water by comparing the current water supply flow with the target water supply flow, so that the current water supply flow is positioned in the range of the target water supply flow.
The controller converts a difference signal of the current water feeding flow and the target water feeding flow into a control signal, and controls the first water pump to supply the water feeding flow of the water feeding, so that the current water feeding flow is located in the range of the target water feeding flow.
Wherein, the specific implementation mode of obtaining the current water supply flow of the first water pump to supply water in S601 refers to obtaining the current water supply flow.
In this embodiment S602, by comparing the current water supply flow with the target water supply flow, the water supply flow of the first water pump is controlled, which specifically includes: when the current water feeding flow is larger than the upper limit of the target water feeding flow, controlling the first water pump 6 to reduce the water feeding flow; when the current water feeding flow is smaller than the lower limit of the target water feeding flow, the first water pump 6 is controlled to increase the water feeding flow; when the current water feed flow is within the target water feed flow range, the first water pump 6 is controlled to maintain the water feed flow.
In one implementation of the present example, the target upper water flow range is set to 280+ -10L/min. The maximum flow 320L/min of the plunger pump BW320 is greater than the target water flow. Other first water pumps 6 that meet the water supply requirements of the present embodiment are also selectable.
As shown in fig. 10, a first water supply pressure detection sensor 61 and a first water supply flow rate detection sensor 62 are installed on the water outlet pipe of the first water pump 6 for detecting the instantaneous water supply pressure and the instantaneous water supply flow rate of the water supplied from the first water pump 6 in real time, respectively. The first water supply pressure detection sensor 61 and the first water supply flow rate detection sensor 62 may employ any sensor capable of detecting water pressure and water flow rate in the related art. For example, the first water supply pressure detection sensor 61 may employ a pressure transmitter, and the first water supply flow rate detection sensor 62 may employ an electromagnetic flowmeter.
As shown in fig. 10, the first water pump 6 is connected to the controller 1 through the first water pump variable frequency cabinet 7, and the first water pump variable frequency cabinet 7 and the controller 1 are connected wirelessly or by a wired connection. The controller 1 controls the rotation speed of the first water pump 6 by changing the output frequency of the first water pump variable frequency cabinet 7, so as to change the water feeding flow of the first water pump 6 for feeding water, and the current water feeding flow is positioned in the target water feeding flow range.
In one implementation manner of this embodiment, the plunger pump is used to supply the water, the method for obtaining the current water flow and the current water pressure by the controller 1 refers to the method for obtaining the current water flow and the current water pressure by the controller 1 by using the plunger pump to supply the water, and the method for obtaining the current water flow and the current water pressure by the controller 1 is not repeated.
Deep hole vibroflotation construction based on telescopic guide rod, if only supplying water, auxiliary supplying air when construction effect is not obvious.
The following describes the air control method in this embodiment in detail with reference to the drawings.
Wherein S104 controls the upper air pressure of the supplied upper air, comprising:
s701, obtaining the air supply pressure of the air supply of the first air compressor;
s702, controlling the upper air pressure of the upper air supplied by the first air compressor by comparing the acquired upper air pressure with the target upper air pressure, so that the acquired upper air pressure is within the target upper air pressure range.
Wherein, S701 obtains the upper air pressure of the upper air supplied by the first air compressor, which specifically includes: and detecting the instantaneous upper air pressure of the upper air supplied by the first air compressor in real time, and acquiring the instantaneous upper air pressure with equal interval time.
In one implementation of this embodiment, the method for obtaining the barometric pressure is as follows:
as shown in fig. 10, an air storage tank is disposed at the outlet of the first air compressor, and a first air supply pressure detection sensor is installed on the air outlet pipe of the air storage tank for detecting the instantaneous air supply pressure of the air supplied by the first air compressor. The first air supply pressure detection sensor may be any sensor capable of detecting air pressure in the related art. For example, a pressure transmitter may be employed.
In addition, a first air supply flow detection sensor is arranged on an air outlet pipeline of the air storage tank of the first air compressor and used for detecting the upper air flow of the upper air supplied by the first air compressor. The first supply air flow rate detection sensor may be any sensor capable of detecting the amount of air flow in the related art. For example, a vortex shedding flowmeter may be employed.
The first air supply pressure detection sensor and the first air supply flow detection sensor transmit the detected pressure signal and flow signal to the remote terminal unit RTU, which transmits the signals to the controller 1 by wireless.
The step S702 of comparing the obtained upper air pressure with the target upper air pressure, controlling the upper air pressure of the upper air supplied by the first air compressor to enable the obtained upper air pressure to be within the target upper air pressure range, and specifically includes:
when the acquired upper air pressure is greater than the upper limit of the target upper air pressure, controlling the first air compressor to reduce the upper air pressure; when the acquired upper air pressure is smaller than the lower limit of the target upper air pressure, controlling the first air compressor to increase the upper air pressure; and when the acquired upper air pressure is within the target upper air pressure range, controlling the first air compressor to maintain the upper air pressure.
In one embodiment of the present example, the target upper pressure range is set to 0.3 to 0.4MPa.
As shown in fig. 10, a first electric control valve is installed on an air outlet pipe of the air storage tank, and the air supply pressure is controlled by controlling the valve opening of the first electric control valve. As shown in fig. 10, the controller 1 of the present embodiment transmits a valve opening signal to the remote terminal unit RTU by wireless, and controls the valve opening of the first electric control valve by the RTU. When the valve of the first electric regulating valve is opened, the upper air flow is increased, and the upper air pressure is also increased; when the valve of the first electric regulating valve is opened, the upper air flow is reduced, and the upper air pressure is also reduced.
The embodiment adopts an SV-70 type vibroflotation gravel pile machine, a telescopic guide rod is connected with the vibroflotation device, and the water-gas linkage automatic control process is as follows:
1. after the vibroflotation device 3 is started, the second water supply pressure detection sensor 41 detects instantaneous water pressure in real time, the second water supply flow detection sensor 42 detects instantaneous water flow in real time, the second air supply pressure detection sensor 81 detects instantaneous air pressure in real time, the second air supply flow detection sensor 82 detects instantaneous air flow in real time, the first water supply pressure detection sensor 61 detects instantaneous water pressure in real time, the first water supply flow detection sensor 62 detects instantaneous water flow in real time, the first air supply pressure detection sensor detects instantaneous air pressure in real time, and the first air supply flow detection sensor detects instantaneous air flow in real time;
2. The controller 1 obtains current vibroflotation current, current water pressure, current water discharge flow, lower air pressure, lower air flow, current water pressure, current water discharge flow, upper air pressure and upper air flow;
3. the controller 1 determines a target down-hole pressure according to the current drilling speed;
4. the controller 1 compares the obtained current launching pressure with the target launching pressure which is determined by searching, converts the difference signal into a control signal to control the output frequency of the second water pump variable-frequency cabinet 5, and changes the launching flow of the second water pump 4 by controlling the rotating speed of the second water pump 4 so as to change the launching pressure, so that the current launching pressure is positioned in the target launching pressure range;
the controller 1 compares the obtained down-pressure with the target down-pressure determined by searching, and converts the difference signal into a control signal to control the valve opening of the second electric regulating valve 9, so as to change the down-pressure to enable the down-pressure to be in the target down-pressure range;
the controller 1 compares the obtained current water feeding flow with the target water feeding flow, converts the difference signal into a control signal to control the output frequency of the first water pump variable-frequency cabinet 7, and controls the rotation speed of the first water pump 6 to change, so that the current water feeding flow is positioned in the range of the target water feeding flow by the first water pump 6;
The controller 1 compares the acquired upper air pressure with the target upper air pressure, and converts the difference signal into a control signal to control the valve opening of the first electric regulating valve, so that the upper air pressure is changed, and the upper air pressure is located in the target upper air pressure range.
Although the present invention has been described in detail, the present invention is not limited thereto, and those skilled in the art can make modifications according to the principles of the present invention, and thus, all modifications made according to the principles of the present invention should be construed as falling within the scope of the present invention.
Claims (10)
1. A method of obtaining a shape of an underground gravel pile, comprising:
the vibroflotation construction of the broken stone pile hole is completed by controlling the water-gas linkage of a vibroflotation broken stone pile machine comprising a telescopic guide rod and a vibroflotation device;
forming a plurality of measuring holes for measuring the shape of the gravel pile by respectively drilling around the gravel pile, wherein the depth of each measuring hole is the same as the depth of the gravel pile hole, and hoisting a pressure sensor assembly lifted synchronously with the vibroflotation device in each measuring hole;
when the gravel filler is placed into the gravel pile hole each time, encrypting the gravel filler by using a vibroflotation device to form each gravel pile section, calculating and storing the average pile diameter of each gravel pile section according to the filler amount of the gravel filler placed into the gravel pile hole each time;
During the vibration punching encryption of the vibration punching device on the crushed stone filling materials placed in the crushed stone pile holes each time, the pressure sensor component in each measuring hole around the crushed stone pile holes detects the vibration punching signals of the vibration punching device on the crushed stone pile filling materials conducted by the soil layer;
and calculating the shape of each gravel pile section formed by encrypting the gravel pile filler by the vibroflotator according to the vibroflotation signal detected by the pressure sensor component in each measuring hole and the average pile diameter of each gravel pile section.
2. The method of obtaining a shape of an underground gravel pile according to claim 1, wherein calculating an average pile diameter of each gravel pile section using a packing amount of a gravel packing placed in a gravel pile hole at a time comprises:
measuring the depth of an unfilled vibroflotator before the gravel filler is placed into a gravel pile hole;
measuring the depth of a vibroflotator of the completed gravel pile section after the vibroflotation encryption of the gravel pile section is completed;
obtaining the height of the broken stone pile section according to the vibrator depth of the completed broken stone pile section and the vibrator depth of the unfilled material;
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 average pile diameter of each gravel pile section according to the volume and the height of the gravel pile section.
3. The method of obtaining the shape of an underground gravel pile according to claim 1 or 2, wherein calculating the shape of each gravel pile section formed by encrypting gravel pile filler by a vibroflotator based on the vibroflotation signal detected by the pressure sensor assembly in each measuring hole and the average pile diameter of each gravel pile section comprises:
calculating the average signal intensity of the vibroflotation signals detected by all the pressure sensor components according to the vibroflotation signals detected by the pressure sensor components in each measuring hole;
defining the average signal intensity as the signal intensity at the average pile diameter position of the gravel pile section;
and determining the shape of each gravel pile section according to the difference value between the intensity value of the vibroflotation signal detected by the pressure sensor assembly in each measuring hole and the average signal intensity.
4. A method of deriving a shape of an underground gravel pile according to claim 3, wherein determining the shape of each gravel pile section based on the difference between the intensity value of the vibroflotation signal detected by the pressure sensor assembly in each measurement hole and the average signal intensity comprises:
if the signal intensity detected by the pressure sensor in the measuring hole is smaller than the average signal intensity, determining that the pile diameter of the broken stone pile section in the measuring hole direction is smaller than the average pile diameter;
If the signal intensity detected by the pressure sensor in the measuring hole is equal to the average signal intensity, determining that the pile diameter of the broken stone pile section in the direction of the measuring hole is equal to the average pile diameter;
if the signal intensity detected by the pressure sensor in the measuring hole is larger than the average signal intensity, determining that the pile diameter of the broken stone pile section in the measuring hole direction is larger than the average pile diameter;
and drawing a shape graph of the gravel pile relative to the average pile diameter according to the determined size of the pile diameter of the gravel pile relative to the average pile diameter in each measuring hole direction.
5. A method of deriving a shape of an underground gravel pile according to claim 3, wherein determining the shape of each gravel pile section based on the difference between the intensity value of the vibroflotation signal detected by the pressure sensor assembly in each measurement hole and the average signal intensity comprises:
calculating the diameter of the gravel pile in the direction of each measuring hole according to the inverse relation between the vibroflotation signal intensity detected by the pressure sensor in each measuring hole and the square of the distance;
and drawing the shape of the gravel pile according to the calculated pile diameter of the gravel pile in the direction of each measuring hole.
6. The method of claim 5, wherein calculating the pile diameter of the gravel pile in the direction of each measuring hole according to the inverse relationship between the intensity of vibroflotation signal detected by the pressure sensor in each measuring hole and the square of the distance comprises:
Calculating the signal intensity of the vibroflotation source according to the average signal intensity and the average pile diameter;
and calculating the diameter of the gravel pile in the direction of each measuring hole according to the relationship of the signal intensity of the vibroflotation source and the inverse proportion of the signal intensity detected by the pressure sensor in each measuring hole to the square of the distance.
7. A method of obtaining the shape of an underground gravel pile according to claim 3, characterized in that the pressure sensor assembly in each measuring hole moves in synchronization with the vibroflotation device, in particular comprising:
the lifting height information of the main winch of the lifting vibroflotation device is sent to a controller of the sub winch of each measuring hole, which is used for hanging the pressure sensor component;
the controller of the sub-winch of each measuring hole controls the sub-winch of each measuring hole to lift the pressure sensor component according to the received lifting distance information of the main winch, so that the pressure sensor component and the vibroflotation device always keep the same height.
8. The method of claim 1, further comprising synthesizing the calculated shape of each gravel pile segment to obtain an overall shape of the gravel pile.
9. The method of obtaining the shape of an underground gravel pile according to claim 8, wherein the overall shape of the resulting gravel pile is displayed by a display.
10. The method for obtaining the shape of the underground gravel pile according to claim 1, wherein the rapid completion of the vibroflotation construction of the gravel pile hole by controlling the water-gas linkage of the vibroflotation gravel pile machine comprising the telescopic guide rod and the vibroflotation device comprises:
determining the discharge flow rate of the supplied sewage and the pressure of the supplied sewage according to the current drilling speed;
and controlling the water discharge flow of the water supply and the air pressure of the air supply according to the determined water discharge flow of the water supply and the air pressure of the air supply, so that the vibroflotation device completes vibroflotation construction of the broken stone pile hole under the synergistic effect of the water supply and the air supply.
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