CN111521533A - Device and method for researching flow rule of pile side grouting liquid of pipe-following pile while drilling - Google Patents
Device and method for researching flow rule of pile side grouting liquid of pipe-following pile while drilling Download PDFInfo
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- 239000007788 liquid Substances 0.000 title claims abstract description 37
- 238000000034 method Methods 0.000 title claims abstract description 20
- 239000002689 soil Substances 0.000 claims abstract description 54
- 239000011440 grout Substances 0.000 claims abstract description 48
- 239000002002 slurry Substances 0.000 claims description 46
- 238000007789 sealing Methods 0.000 claims description 21
- 238000003756 stirring Methods 0.000 claims description 16
- 238000009826 distribution Methods 0.000 claims description 12
- 238000005516 engineering process Methods 0.000 claims description 11
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
- G01N15/082—Investigating permeability by forcing a fluid through a sample
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
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- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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- E—FIXED CONSTRUCTIONS
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- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
- G01N15/082—Investigating permeability by forcing a fluid through a sample
- G01N15/0826—Investigating permeability by forcing a fluid through a sample and measuring fluid flow rate, i.e. permeation rate or pressure change
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Abstract
The invention relates to the technical field of pile foundation engineering tests, and particularly discloses a device and a method for researching the flow law of grouting liquid on the pile side of a pipe-following pile while drilling, wherein the device comprises a model box system and a grouting system; the model box system comprises a model box, a model pile, a grout stopping plate and a grouting pipe; the model box is filled with soil, a simulated borehole is arranged in the soil, the diameter of the simulated borehole is larger than that of the model pile, and the model pile is coaxially arranged in the simulated borehole; the grouting pipe is arranged in the model pile, a grouting hole is formed in the model pile, the grouting hole is communicated with a gap between the model pile and a soil body, and the grouting pipe is communicated with the grouting hole; the grout stopping plate is provided with a through hole matched with the model pile, and the grout stopping plate is sleeved at the upper end of the model pile through the through hole to cover the gap; and a grout outlet of the grouting system is communicated with the grouting pipe. The device can more truly reproduce the flowing environment of the grouting liquid, so that the result is closer to reality when the flowing rule of the grouting liquid in the pile side gap is researched and analyzed.
Description
Technical Field
The invention relates to the technical field of pile foundation engineering tests, in particular to a device and a method for researching the flow rule of side grouting liquid of a pipe-following pile while drilling.
Background
The following-while-drilling tubular pile is an environment-friendly large-diameter (800-1400 mm) non-soil-extrusion tubular pile without slurry discharge, which is synchronously drilled, sunk and discharged, the development of the pile type is successful, the pile sinking problem caused by the fact that the tubular pile is large in pile diameter or hard in soil layer is solved, the tubular pile with the large diameter can penetrate through a medium-micro weathered rock stratum due to the super-strong stratum adaptability, the pile end of the tubular pile is fully embedded into rock, and the bearing capacity is high (the ultimate bearing capacity of a single pile with the same diameter is improved by 20.97-64.24%); the damage to the pile body of the pipe pile by a hammering method and a static pressure method is avoided; the construction process does not need mud to protect the wall, is relatively environment-friendly and has low noise; the diameter of the tubular pile is enlarged to 800-
The special construction process of the pile shape causes a gap of about 10mm between the large-diameter tubular pile and the soil body around the pile, and cement slurry or cement mortar is poured into the gap for filling so as to improve the side frictional resistance of the pile and finally improve the bearing capacity of the pile foundation. Engineering practices show that the flow characteristics of the grout in the grouting gaps greatly influence the limit frictional resistance and the limit bearing capacity of the heel-while-drilling tubular pile, so that the research on the flow diffusion rule of the grout in the pile side gap has great significance for improving the limit frictional resistance and the limit bearing capacity of the heel-while-drilling tubular pile, however, the conventional test device and method for researching the flow rule of the grout on the pile side have the problems of nonstandard means, unrestrictness and the like, and the experimental result has larger error with the actual result.
Therefore, a new testing apparatus and a new testing method are needed to study the flowing rule of grouting liquid.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention provides a device for researching the flow rule of the grouting liquid at the pile side of the pipe-following pile while drilling, which more truly reduces the stratum environment and enables the flow rule of the grouting liquid in the pile side gap obtained by research to be closer to the reality.
In order to achieve the purpose, the invention adopts the following technical scheme:
a device for researching the flow rule of the grouting liquid at the pile side of a pipe-following pile while drilling comprises a model box system and a grouting system; the model box system comprises a model box, a model pile, a grout stopping plate and a grouting pipe; the model box is filled with soil, a simulated drilling hole is formed in the soil, the diameter of the simulated drilling hole is larger than that of the model pile, and the model pile is coaxially arranged in the simulated drilling hole; the grouting pipe is arranged in the model pile, a grouting hole is formed in the model pile, the grouting hole is communicated with a gap between the model pile and the soil body, and the grouting pipe is communicated with the grouting hole; the grout stopping plate is provided with a through hole matched with the model pile, and the grout stopping plate is sleeved at the upper end of the model pile through the through hole to cover the gap; and the slurry outlet of the grouting system is communicated with the grouting pipe.
Preferably, a supporting platform is arranged in the model box, a plurality of limiting parts are arranged on the supporting platform, the model pile is arranged on the supporting platform and located in a space surrounded by the limiting parts, and the model pile is abutted to the limiting parts.
Preferably, the simulation drilling device further comprises a sleeve, wherein the sleeve is arranged in the model box when the model box is filled with soil, so that the simulation drilling hole is formed in the soil body when the sleeve is pulled away.
Preferably, an inner surface of the sleeve abuts against the stopper.
Preferably, a breathable layer is arranged between the grout stop plate and the model pile.
Preferably, a first notch is formed in the bottom end pile wall of the model pile, the first notch is the grouting hole, a second notch is formed in the bottom end pipe wall of the grouting pipe corresponding to the first notch, and the first notch is communicated with the second notch.
Preferably, a bottom sealing piece used for sealing the bottom end of the model pile is arranged in the model pile, and the first notch and the second notch are embedded in the bottom sealing piece.
Preferably, the mold box comprises a first semi-cylinder and a second semi-cylinder, and the first semi-cylinder and the second semi-cylinder are detachably connected and fixed through a fixing piece.
Preferably, the grouting system comprises a stirring tank, a grouting machine for injecting the grout in the stirring tank into the grouting pipe, and a grout conveying pipe for communicating the stirring tank with the grouting machine and the grouting machine with the grouting pipe.
The invention also discloses a method for researching the flowing rule of the grouting liquid on the pile side of the pipe-following pile while drilling, which comprises the following steps:
building the device, and starting the grouting system to grout into the gap after the device is built;
taking out the model pile solidified with the slurry, and acquiring a three-dimensional image of the model pile solidified with the slurry by adopting a three-dimensional scanning technology, wherein the three-dimensional image comprises three-dimensional point cloud coordinate data and space point location information;
flattening the three-dimensional image by adopting a panoramic flattening image technology to obtain the three-dimensional space distribution form and the geometric dimension of the solidified slurry and the area covering the model pile;
adjusting grouting parameters and repeating the steps to obtain the three-dimensional space distribution form and the geometric size of the solidified grout and the area covering the model pile under different grouting parameters;
and comparing the three-dimensional distribution form and the geometric size of the solidified grout and the change of the area covering the model pile under different grouting parameters to obtain the flowing rule of the grout on the pile side of the pipe-following pile while drilling.
Compared with the prior art, the invention has the beneficial effects that:
the device and the method for researching the flow rule of the grouting liquid at the pile side of the pipe-following-while-drilling pile can more truly reproduce the flowing environment of the grouting liquid in the pile side of the pipe-following-while-drilling pile, so that the result is closer to reality when the flow rule of the grouting liquid in a pile side gap is researched and analyzed. The device for researching the flow rule of the grouting liquid on the pile side of the pipe-following pile while drilling has the advantages of simple structure, uncomplicated processing technology, low processing cost, light weight, convenient transportation, simple operation flow, easy learning and use and good safety; the method for researching the flow rule of the grouting liquid on the pile side of the pipe-following-while-drilling pile can accurately represent the flow rule of the grouting liquid on the pile side of the pipe-following-while-drilling pile, is wide in application range, applicable to various soil bodies and various soil layers, simple in operation process, safe and easy to implement.
Drawings
The invention will now be further described with reference to the accompanying drawings and specific embodiments thereof:
FIG. 1 is a schematic diagram of the apparatus of the present invention;
FIG. 2 is a schematic structural view of a model pile of the present invention;
FIG. 3 is a schematic view of the construction of the grouting pipe of the present invention;
FIG. 4 is a schematic structural view of a grout stop plate of the present invention;
fig. 5 is a flow chart of a method of the present invention.
In the figure:
1. stirring pond, 2, pouring hole, 3, slurry pumping valve, 4, first pressure gauge, 5, slurry pumping pipe, 6, slip casting machine, 7, second pressure gauge, 8, slurry outlet valve, 9, slurry outlet pipe, 10, slip casting pipe, 11, model pile, 12, sleeve, 13, model box, 14, slurry stop plate, 141, long screw, 142, threaded hole, 143, semicircle, 15, locating part, 16, bottom sealing part, 17, second incision, 18, supporting platform, 19, soil body, 20, clearance, 21, mounting, 22, first incision.
Detailed Description
The preferred embodiments of the present invention will be described in conjunction with the accompanying drawings, and it will be understood that they are described herein for the purpose of illustration and explanation and not limitation.
Example one
As shown in fig. 1, the embodiment discloses a device for researching a flow law of grouting liquid at a pile side of a pipe-following pile while drilling, which comprises a model box 13 system and a grouting system; the model box 13 system comprises a model box 13, a model pile 11, a grout stopping plate 14 and a grouting pipe 10; the model box 13 is filled with soil 19, a simulated borehole is arranged in the soil 19, the diameter of the simulated borehole is larger than that of the model pile 11, and the model pile 11 is coaxially arranged in the simulated borehole; the grouting pipe 10 is arranged in the model pile 11, a grouting hole is formed in the model pile 11, the grouting hole is communicated with a gap 20 between the model pile 11 and the soil body 19, and the grouting pipe 10 is communicated with the grouting hole; the grout stopping plate 14 is provided with a through hole matched with the model pile 11, and the grout stopping plate 14 is sleeved at the upper end of the model pile 11 through the through hole to cover the gap 20; the grout outlet of the grouting system is communicated with the grouting pipe 10.
Compared with the prior art, the device and the method for researching the flow rule of the grouting liquid at the pile side of the pipe-following-while-drilling pile can more truly reproduce the flowing environment of the grouting liquid in the pile side of the pipe-following-while-drilling pile, so that the result is closer to reality when the flow rule of the grouting liquid in a gap at the pile side is researched and analyzed. The device for researching the flow rule of the grouting liquid on the pile side of the pipe-following pile while drilling has the advantages of simple structure, uncomplicated processing technology, low processing cost, light weight, convenient transportation, simple operation process, easy learning and use and good safety.
As shown in fig. 2 to 3, in this embodiment, a first notch 22 is formed in a bottom end pile wall of the model pile 11, the first notch 22 is the grouting hole, a second notch 17 is formed in a bottom end pipe wall of the grouting pipe 10 corresponding to the first notch 22, and the first notch 22 is communicated with the second notch 17; a bottom sealing piece 16 used for sealing the bottom end of the model pile 11 is arranged in the model pile 11, and the first cut 22 and the second cut 17 are embedded in the bottom sealing piece 16. The bottom sealing piece 16 is a concrete solidification piece, the height of the bottom sealing piece 16 is not suitable for being too high, the purpose of bottom sealing is to prevent underground water or slurry from flowing out of the inner cavity of the model pile 11 to cause test failure, and preferably, the height of the bottom sealing piece 16 is controlled to be 10-15 cm;
in this embodiment, a supporting platform 18 is disposed in the mold box 13, a plurality of limiting members 15 are disposed on the supporting platform 18, the mold pile 11 is disposed on the supporting platform 18 and located in a space surrounded by the limiting members 15, and the mold pile 11 abuts against the limiting members 15; further, a plurality of nuts are arranged at the bottom of the model box 13, the limiting members 15 are bolts fixed on the nuts, the supporting platform 18 is located at the center of the model box 13, the supporting platform 18 is a circular soil filling layer, and the supporting platform 18 is bounded by an circumscribed circle defined by the bolts.
In this embodiment, the device further comprises a sleeve 12, when the model box 13 is filled with soil, the sleeve 12 is arranged in the model box 13 so as to form the simulated borehole in the soil body 19 when the sleeve 12 is pulled away; the inner side of the sleeve 12 abuts against the stopper 15.
In this embodiment, the number of the sleeves 12 is different, the outer diameter of each sleeve 12 is different, so that the size of the gap is different, and the position of the nut at the bottom of the mold box 13 is adjustable, so that the size of the circumscribed circle surrounded by the bolts is adjustable. In this embodiment, the diameter of the bolt is selected according to the grouting gap 20 and the thickness of the cylindrical sleeve 12, and the length, diameter and number of the bolt should be ensured to ensure that the cylindrical sleeve 12 and the model pile 11 can be fixed and are difficult to shake.
In this embodiment, the mold box 13 is cylindrical, specifically, the mold box 13 includes a first semi-cylinder and a second semi-cylinder, the first semi-cylinder and the second semi-cylinder are detachably connected and fixed through a fixing member 21, in this embodiment, the fixing member 21 is a snap switch.
In this embodiment, a ventilation layer is disposed between the grout stop plate 14 and the model pile 11, and the ventilation layer is preferably a cotton layer. As shown in fig. 4, the grout stop plate 14 includes a first sub plate and a second sub plate, the first sub plate is provided with a first semicircular arc, first threaded holes are provided on the first sub plate and located on two sides of the first semicircular arc, second semicircular arcs and second threaded holes are provided on the second sub plate corresponding to the first semicircular arc and the first threaded holes, respectively, and the first sub plate and the second sub plate are fixed on the model pile 11 by long screws 141 or bolts. In other words, the first and second branch plates are respectively provided with corresponding semi-circular arcs 143, the first and second branch plates and both sides of the semi-circular arcs 143 are provided with threaded holes 142, and the first and second branch plates are fixed on the model pile 11 by long screws 141 or bolts
In this embodiment, the grouting system includes a stirring tank 1, a grouting machine 6 for injecting the grout in the stirring tank 1 into the grouting pipe 10, and a grout conveying pipe for communicating the stirring tank 1 with the grouting machine 6 and communicating the grouting machine 6 with the grouting pipe 10; the slurry conveying pipe comprises a slurry pumping pipe 5 and a slurry outlet pipe 9, the slurry pumping pipe 5 is used for communicating the stirring pool 1 with the grouting machine 6, and the slurry outlet pipe 9 is used for communicating the grouting machine 6 with the grouting pipe 10; the slurry pumping pipe 5 is provided with a slurry pumping valve 3 and a first pressure gauge 4, the slurry outlet pipe 9 is provided with a slurry outlet valve 8 and a second pressure gauge 7, and the top end of the stirring tank 1 is provided with a slurry pouring port 2.
In this embodiment, the pile diameter of the model pile 11 may be selected according to the actual engineering, the selectable range is 100mm-1500mm, and the material of the model pile 11 is not limited to an acrylic pipe, a prestressed pipe pile, and a high-strength PPR pipe; the sleeve 12 is cylindrical, the diameter of the cylindrical sleeve 12 can be selected according to the diameter of the model pile 11 and the size of the grouting gap 20, the final effect is to ensure that the formed pile-soil gap 20, namely the grouting gap 20, is 0-5cm, and the material of the cylindrical sleeve 12 is not limited to an acrylic pipe, a prestressed pipe pile and a high-strength PPR pipe; the diameter of the mold box 13 should be larger than the diameter of the cylindrical sleeve 12, and the difference between the diameters should be more than 500mm to ensure sufficient penetration and compaction space for the slurry.
In the embodiment, the grouting pressure/grouting rate of the grouting machine 6 is adjustable, and the adjustable range is 0-5MPa, so as to meet the actual engineering requirements; the slurry pumping valve 3, the first pressure gauge 4, the slurry pumping pipe 5, the second pressure gauge 7, the slurry outlet valve 8, the slurry outlet pipe 9, the grouting pipe 10 and the like have high pressure resistance, and the rated pressure resistance value is not lower than 6 MPa;
in this embodiment, the soil 19 used in the test is not limited to silt, sandy soil, cohesive soil, backfill soil, sandy soil, mucky soil, and the like, and may be a mixture of a plurality of soil 19.
Example two
As shown in fig. 5, the present embodiment discloses a method for studying a flow law of a grouting liquid at a pile side of a pipe-following pile while drilling, which includes the following steps:
s1: building the device according to the first embodiment, and starting the grouting system to perform grouting in the gap after the device is built;
s2: taking out the model pile 11 solidified with the slurry, and acquiring a three-dimensional image of the model pile 11 solidified with the slurry by adopting a three-dimensional scanning technology, wherein the three-dimensional image comprises three-dimensional point cloud coordinate data and space point location information;
s3: flattening the three-dimensional image by adopting a panoramic flattening image technology to obtain the three-dimensional space distribution form and the geometric dimension of the solidified slurry and the area covering the model pile 11;
s4: adjusting grouting parameters and repeating the steps to obtain the three-dimensional space distribution form and the geometric size of the solidified grout and the area covering the model pile 11 under different grouting parameters;
s5: and comparing the three-dimensional distribution form and the geometric size of the solidified grout and the change of the area covering the model pile 11 under different grouting parameters to obtain the flow rule of the grout injected at the pile side of the pipe-following pile while drilling.
Compared with the prior art, the method for researching the flow rule of the pile side grouting liquid of the pipe-following-while-drilling pile can accurately represent the flow rule of the pile side grouting liquid of the pipe-following-while-drilling pile, is wide in application range, applicable to various soil bodies 19 and various soil layers, simple in operation process, safe and easy to implement.
More specifically:
(1) as shown in fig. 3, a "three rubber two wire" high pressure rubber hose is selected as a grouting pipe 10, the inner diameter of the grouting pipe 10 is 19mm, the outer diameter of the grouting pipe is 25mm, the working pressure is up to 2MPa, the bursting pressure is up to 5MPa, which is much greater than the maximum rated grouting pressure of a grouting machine 6, which is 1.2MPa, after the grouting pipe 10 is selected, a "T" shaped notch, i.e. a second notch 17, is cut at the bottom of the grouting pipe 10, the second notch 17 is used as a grout outlet of the grouting pipe 10, the depth of the second notch 17 is 1/4 of the diameter of the grouting pipe 10, and the height is 5 cm;
(2) as shown in fig. 2, an acrylic organic glass tube with an outer diameter of 500mm and a thickness of 10mm is selected as a model pile 11, a rectangular cut with a length and a width of 6cm and 1.5cm is cut at the bottom of the model pile 11, namely a first cut 22, and the first cut 22 penetrates through the pile wall of the model pile 11; next, inserting the grouting pipe 10 from the inner cavity of the model pile 11, inserting the grouting pipe into the bottom of the model pile 11, and then using high-bonding-strength quick-drying 502 glue to attach and bond the second notch 17 on the grouting pipe 10 with the first notch 22 at the bottom of the model pile 11 in the direction of the pile wall of the model pile 11 so as to form a pile-side grouting channel;
(3) after the 502 glue reaches a certain strength, erecting the model pile 11 together with the grouting pipe 10 and placing the model pile on a flat site, pouring cement mortar with the water, ash and sand ratios of 0.5, 1 and 2 respectively from the inner cavity of the model pile 11, stopping grouting after the pouring height reaches 10cm away from the bottom of the model pile 11, and finishing bottom sealing work of the model pile 11 after the grout is solidified, wherein the grouting becomes a bottom sealing part 16, the solidified bottom sealing part 16 can fix the grouting pipe 10, the connection of the first notch 22 and the second notch 17 can be further fixed on the basis of the 502 glue, and the outer bottom sealing part 16 can also prevent the grout flowing out from the second notch 17 from flowing out through the inner cavity of the model pile 11 to cause grouting failure, so that the grout can only flow out from the second notch 17 and then enter the grouting gap 20; in addition, in order to prevent the second notch 17 from being blocked due to the slurry leakage at the pile bottom when the cement slurry bottom sealing is carried out, the following measures are taken: erecting the model pile 11 and placing the model pile on a flat field, paving a layer of plastic foam board with the thickness of 1cm on the field in advance, enabling the bottom of the model pile 11 to be in seamless butt joint with the foam board under the action of the dead weight of the model pile 11, plugging the second notch 17 with soft cotton, and taking out the cotton when the bottom sealing piece 16 is solidified;
(4) then, selecting soil bodies 19 (without limitation to clay, sandy soil, backfill soil, mixed soil and the like) used for the test according to the experimental scheme, measuring physical and mechanical parameters such as density, particle composition, specific gravity and the like of the soil bodies 19, and then connecting and screwing a limiting piece 15 (namely a bolt) and a nut on the bottom of the model box 13, wherein the diameter of the limiting piece 15 is 7 cm; laying a layer of soil with the thickness of 10cm along the circumcircle boundary of the limiting piece 15, compacting to form a supporting table 18, vertically placing the model pile 11 which is subjected to cement paste bottom sealing and provided with the grouting pipe 10 on the supporting table 18, and enabling the model pile 11 to be just clamped by the inner side of the limiting piece 15 to play a role in fixing the model pile 11;
(5) selecting an acrylic organic glass tube with the outer diameter of 520mm and the thickness of 6mm as a cylindrical sleeve 12, putting the cylindrical sleeve 12 into the model pile 11 from the top of the model pile 11 to sleeve the model pile 11, and clamping the cylindrical sleeve 12 just by the outer side of a limiting piece 15 to play a role in fixing the sleeve 12;
(6) the cylindrical model box 13 is composed of two semicircular cylinders and is connected through a buckle switch, and the diameter of the cylindrical model box 13 is 1.5 m; opening the buckle switch, moving the two semicircular cylinders until the cylindrical sleeve 12 and the model pile 11 reach the central position of the model box 13, and closing the buckle switch at the moment;
(7) at this time, a soil filling gap 20 is formed between the cylindrical sleeve 12 and the model box 13, soil is filled into the gap 20 layer by layer from the bottom of the model box 13, water saturation and compaction treatment are performed, one layer is formed every 5-10cm, the compactness of a soil sample is measured after compaction, the next layer of soil filling is performed after the compactness meets the test requirement until the soil is filled to the top of the model box 13, at this time, the gap 20 is filled with a compact soil body 19, and the thickness of the soil body 19 in the horizontal direction is 490 mm;
(8) after the filling is finished, the sleeve 12 is pulled out, and because the outer diameter of the model pile 11 is 500mm and the outer diameter of the sleeve 12 is 520mm, the gap 20 between the model pile 11 and the surrounding soil 19 is 10mm at the moment, namely the width of the grouting gap 20 is 10 mm;
(9) after accomplishing above-mentioned step, connect each part according to the mode of figure 1, close out thick liquid valve 8, judge grouting system's gas tightness through the reading of second manometer 7, grouting system's gas tightness does not have can carry out the pile side slip casting test of following the tubular pile after the problem with the drilling, specifically does: grouting liquid is configured according to a test design scheme and is placed in a stirring tank 1 for stirring, after uniform stirring, the grouting liquid is pumped into a grouting machine 6 through a grouting pipe 5, the grouting machine 6 injects the grouting liquid into a grouting pipe 10 through a grout outlet pipe 9, the grouting liquid of the grouting pipe 10 flows into a grouting gap 20 through a second notch 17 under the action of pressure, and the grouting liquid flows in the grouting gap 20;
(10) in order to prevent the slurry from being sprayed due to the excessive pressure and form a pressure-holding effect to achieve the required grouting pressure, a slurry-stopping plate 1414 is required to be arranged at the top end of the gap 20, as shown in fig. 5, the main body part of the slurry-stopping plate 14 is made of steel, namely, the slurry-stopping plate mainly comprises a steel plate provided with two semicircular holes, a long screw 141, a screw hole and a semicircular arc 143 are further arranged on the steel plate, wherein the diameter of the semicircular arc 143 is 2mm larger than that of the model pile 11, the model pile 11 is sleeved by the two semicircular arcs 143, the gap 20 of 1mm between the model pile 11 and the semicircular arc 143 is sealed by cotton with good air permeability, so that air leakage and slurry leakage can be achieved, air can be discharged during grouting, the slurry can be held back to simulate different grouting pressure effects, in order to prevent the excessive pressure, the pressure-holding effect of the slurry-stopping plate 14 formed by the dead weight is not good, the steel plate can be stacked on the upper part of the slurry, Sand bags, stones and other heavy objects to ensure the success of pressure building;
(11) after grouting, cleaning a stirring pool 1, a slurry pumping pipe 5, a grouting machine 6, a slurry outlet pipe 9 and the like, maintaining grouting liquid on the pile side of a model pile 11 for more than 7 days, excavating a soil body 19 after the grouting liquid is solidified and reaches a certain strength, specifically opening a buckle switch, moving two semi-cylindrical model boxes 13, removing the residual soil body 19 after the soil body 19 is scattered under the action of self weight, excavating the model pile 11, wherein the surface of the model pile 11 is sequentially a solidified body of the grouting liquid and the residual soil body 19, and after removing the residual soil body 19 on the surface of the model pile 11 by using clear water and a soft brush, preventing the model pile 11 from being air-dried aside for about 2 hours;
(12) after the surface treatment of the model pile 11 is finished, obtaining a three-dimensional map of the model pile 11 solidified with the slurry by adopting a three-dimensional scanning technology, wherein the three-dimensional map comprises three-dimensional point cloud coordinates and space point location information of a contact interface of the slurry and a soil body 19; flattening the stereogram by combining a panoramic flattening image processing technology, quantitatively representing the three-dimensional space distribution form and the geometric dimension of the solidified slurry and the area covering the model pile 11; adjusting grouting parameters (such as grouting pressure, grout proportion, grout type, grouting frequency and the like) to obtain the three-dimensional spatial distribution form, the geometric dimension and the area covering the model pile 11 of the solidified grout which is quantitatively characterized under different grouting parameters; analyzing the influence of the grouting parameters on the diffusion range (or the area covering the model pile 11) of the solidified grout, the three-dimensional space distribution form of grout veins and the geometric dimension, thereby revealing the flowing diffusion mechanism of the grouting liquid around the heel-while-drilling tubular pile;
(13) after the test is finished, the model pile 11 is sealed by the preservative film, and the outer side of the preservative film is labeled and stored in a warehouse for later use.
The present invention is not limited to the above-described embodiments, and various changes and modifications of the present invention are intended to be included within the scope of the claims and the equivalent technology of the present invention if they do not depart from the spirit and scope of the present invention.
Claims (10)
1. A device for researching the flow rule of the grouting liquid at the pile side of a pipe-following pile while drilling is characterized by comprising a model box system and a grouting system;
the model box system comprises a model box, a model pile, a grout stopping plate and a grouting pipe;
the model box is filled with soil, a simulated drilling hole is formed in the soil, the diameter of the simulated drilling hole is larger than that of the model pile, and the model pile is coaxially arranged in the simulated drilling hole;
the model pile is provided with a grouting hole, the grouting hole is communicated with a gap between the model pile and the soil body, the grouting pipe is arranged in the model pile, and the grouting pipe is communicated with the grouting hole;
the grout stopping plate is provided with a through hole matched with the model pile, and the grout stopping plate is sleeved at the upper end of the model pile through the through hole to cover the gap;
and the slurry outlet of the grouting system is communicated with the grouting pipe.
2. The device according to claim 1, wherein a supporting platform is arranged in the model box, a plurality of limiting members are arranged on the supporting platform, the model pile is arranged on the supporting platform and located in a space defined by the limiting members, and the model pile abuts against the limiting members.
3. The apparatus of claim 2, further comprising a sleeve disposed within the mold box when the mold box is filled with soil to form the simulated borehole in the soil mass when the sleeve is withdrawn.
4. The device of claim 3, wherein an inner side surface of the sleeve abuts the stop.
5. The apparatus according to claim 1, wherein a gas permeable layer is arranged between the grout stop plate and the model pile.
6. The device of claim 1, wherein a bottom end pile wall of the model pile is provided with a first notch, namely the grouting hole, and a bottom end pipe wall of the grouting pipe is provided with a second notch corresponding to the first notch, and the first notch is communicated with the second notch.
7. The apparatus according to claim 6, wherein a bottom sealing member for sealing a bottom end of the model pile is provided in the model pile, and the first and second notches are embedded in the bottom sealing member.
8. The apparatus of claim 1, wherein the mold box comprises a first body and a second body removably attached by fasteners.
9. The apparatus of claim 1, wherein the grouting system comprises a stirring tank, a grouting machine for injecting grout in the stirring tank into the grouting pipe, and a slurry conveying pipe for communicating the stirring tank with the grouting machine and the grouting machine with the grouting pipe.
10. A method for researching the flowing rule of the side grouting liquid of a pipe-following pile while drilling is characterized by comprising the following steps:
building the device according to any one of claims 1-9, and starting the grouting system to grout the gap after the building of the device is completed;
taking out the model pile solidified with the slurry, and acquiring a three-dimensional image of the model pile solidified with the slurry by adopting a three-dimensional scanning technology, wherein the three-dimensional image comprises three-dimensional point cloud coordinate data and space point location information;
flattening the three-dimensional image by adopting a panoramic flattening image technology to obtain the three-dimensional space distribution form and the geometric dimension of the solidified slurry and the area covering the model pile;
adjusting grouting parameters and repeating the steps to obtain the three-dimensional space distribution form and the geometric size of the solidified grout and the area covering the model pile under different grouting parameters;
and comparing the three-dimensional distribution form and the geometric size of the solidified grout and the change of the area covering the model pile under different grouting parameters to obtain the flowing rule of the grout on the pile side of the pipe-following pile while drilling.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010062885.3A CN111521533A (en) | 2020-01-19 | 2020-01-19 | Device and method for researching flow rule of pile side grouting liquid of pipe-following pile while drilling |
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| CN202010062885.3A CN111521533A (en) | 2020-01-19 | 2020-01-19 | Device and method for researching flow rule of pile side grouting liquid of pipe-following pile while drilling |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112593581A (en) * | 2020-11-25 | 2021-04-02 | 广州建筑股份有限公司 | Heel-while-drilling pipe pile sediment formation test system and method capable of achieving pile bottom grouting |
| WO2023160725A1 (en) * | 2022-05-20 | 2023-08-31 | 河南理工大学 | Visualized test method which is for single fracture grouting seepage and in which width and roughness are variable |
-
2020
- 2020-01-19 CN CN202010062885.3A patent/CN111521533A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112593581A (en) * | 2020-11-25 | 2021-04-02 | 广州建筑股份有限公司 | Heel-while-drilling pipe pile sediment formation test system and method capable of achieving pile bottom grouting |
| WO2023160725A1 (en) * | 2022-05-20 | 2023-08-31 | 河南理工大学 | Visualized test method which is for single fracture grouting seepage and in which width and roughness are variable |
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