CN112942314B - Construction method for implanting tubular pile into mixing pile - Google Patents
Construction method for implanting tubular pile into mixing pile Download PDFInfo
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- CN112942314B CN112942314B CN202110152148.7A CN202110152148A CN112942314B CN 112942314 B CN112942314 B CN 112942314B CN 202110152148 A CN202110152148 A CN 202110152148A CN 112942314 B CN112942314 B CN 112942314B
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- 238000010276 construction Methods 0.000 title claims abstract description 56
- 238000002156 mixing Methods 0.000 title claims abstract description 47
- 239000002689 soil Substances 0.000 claims abstract description 75
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 63
- 239000011148 porous material Substances 0.000 claims abstract description 62
- 238000003756 stirring Methods 0.000 claims abstract description 39
- 238000000034 method Methods 0.000 claims abstract description 34
- 239000004568 cement Substances 0.000 claims abstract description 19
- 238000002513 implantation Methods 0.000 claims abstract description 13
- 239000003795 chemical substances by application Substances 0.000 claims abstract description 8
- 239000002002 slurry Substances 0.000 claims abstract description 5
- 238000005507 spraying Methods 0.000 claims abstract description 5
- 230000035515 penetration Effects 0.000 claims description 14
- 238000005553 drilling Methods 0.000 claims description 10
- 230000005484 gravity Effects 0.000 claims description 8
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 230000000694 effects Effects 0.000 abstract description 19
- 230000008569 process Effects 0.000 abstract description 11
- 230000008901 benefit Effects 0.000 abstract description 5
- 238000001125 extrusion Methods 0.000 description 7
- 230000006378 damage Effects 0.000 description 5
- 230000002829 reductive effect Effects 0.000 description 4
- 238000002347 injection Methods 0.000 description 3
- 239000007924 injection Substances 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- 230000036961 partial effect Effects 0.000 description 3
- 230000002093 peripheral effect Effects 0.000 description 3
- 229910000278 bentonite Inorganic materials 0.000 description 2
- 239000000440 bentonite Substances 0.000 description 2
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000001514 detection method Methods 0.000 description 2
- 238000002955 isolation Methods 0.000 description 2
- 230000000670 limiting effect Effects 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000006978 adaptation Effects 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000007405 data analysis Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000002441 reversible effect Effects 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention belongs to the technical field of precast tubular pile construction, and discloses a construction method for implanting a tubular pile in a mixing pile, which comprises the steps of determining the pile position of the tubular pile, and forming a through hole on the side wall of the front end of the tubular pile; stirring the pile position of the tubular pile to form a stirring pile, and spraying cement slurry serving as a curing agent during stirring; the front end of the tubular pile is downwards penetrated into the stirring pile in the vertical direction, and the pore water pressure of the sinking depth is detected in real time; if the pore water pressure is greater than a threshold value, extracting soil in the tubular pile; and sinking the tubular pile into the designed elevation. The invention fully combines the advantages of the cement mixing pile and the tubular pile, and can improve the construction efficiency and the construction quality of tubular pile construction; the circumferential and axial pore water pressure of the stirring pile is monitored, the soil body can be locally pumped away in time, the soil squeezing effect generated when the tubular pile is penetrated is effectively solved, the bearing capacity of the tubular pile is improved, the tubular pile is prevented from being damaged in the implantation process, and the construction quality is further improved.
Description
Technical Field
The invention relates to the technical field of precast tubular pile construction, in particular to a construction method for implanting a tubular pile in a mixing pile.
Background
The cement soil mixing pile is commonly used for reinforcing a saturated soft clay foundation, cement is used as a curing agent, the soft soil and the curing agent are forcibly mixed in the deep part of the foundation through a mixing pile machine, and a series of physical and chemical reactions generated between the curing agent and the soft soil are utilized to harden the soft soil into a high-quality foundation with integrity, water stability and certain strength. The cement mixing pile is wide in applicable soil type, large in reinforcing depth, wide in applicable engineering range, short in construction period and low in cost. The pipe pile is prepared by extruding the prefabricated pipe pile into the soil by a hammering method, a static pressure method and other measures so as to meet the requirement of bearing capacity. The tubular pile has strong quality controllability, high construction speed, convenient detection and low manufacturing cost, has certain requirements on soil quality and site conditions, is only suitable for soft soil, has great influence on peripheral pile foundations, buildings and the like, is limited by conditions such as site machinery and the like, and has low bearing capacity. The tubular pile is implanted into the stirring pile, so that the bearing capacity of the tubular pile can be improved, the application range is expanded, but in the construction process of the conventional tubular pile implantation, the tubular pile is easy to damage in the implantation process due to poor bending resistance and shearing resistance of the prefabricated tubular pile, so that the construction progress and quality are influenced, and the large-scale use of the tubular pile is also limited.
Disclosure of Invention
The invention aims to provide a construction method for implanting a tubular pile into a mixing pile, which aims to solve the problem that the tubular pile is easy to damage in the construction process of implanting the tubular pile into the mixing pile, so that the construction progress and the construction quality are influenced.
In order to achieve the purpose, the invention adopts the following technical scheme:
a construction method for implanting a tubular pile into a mixing pile comprises the following steps:
s1, determining the pile position of the tubular pile, and forming a through hole on the side wall of the front end of the tubular pile;
s2, stirring the soil body at the pile position of the tubular pile to form a stirring pile, and spraying cement slurry serving as a curing agent during stirring;
s3, downwards penetrating the front end of the tubular pile into the stirring pile in the vertical direction, and detecting the pore water pressure of the sinking depth in real time;
s4, if the pore water pressure is greater than a threshold value, extracting soil in the tubular pile;
and S5, sinking the tubular pile into the designed elevation.
Optionally, the penetration method in step S3 includes a gravity sinking method and/or a vibration method.
Optionally, the inner diameter of the stirring pile is larger than the outer diameter of the tubular pile, and the depth of the stirring pile is larger than the implantation depth of the tubular pile.
Optionally, the pore water pressure is measured using a pore water pressure gauge.
Optionally, the pore water pressure meters are arranged in a plurality, the pore water pressure meters are distributed in the drill holes on the outer sides of the stirring piles along the vertical direction, and each pore water pressure meter is sealed and isolated independently.
Optionally, a plurality of pore water pressure meters are connected through a data line and are uniformly and alternately arranged from the maximum depth of the mixing pile to the ground.
Optionally, the pore water pressure gauges in the same drilled hole are equidistant from the same tubular pile.
Optionally, a conduit is arranged in the tubular pile, and when the pore water pressure is greater than a threshold value, soil inside the tubular pile is extracted through the conduit.
Optionally, in step S1, the through holes are provided in plurality, and the through holes are circumferentially spaced apart from each other on the front end side wall of the tubular pile.
Optionally, the top of stirring stake is equipped with the sleeve, the sleeve with tubular pile position is coaxial just the tubular pile can pass the sleeve is penetrated.
The invention has the beneficial effects that:
according to the construction method for implanting the tubular pile into the mixing pile, the tubular pile is penetrated into the mixed soil body, namely the mixing pile, the advantages of the cement mixing pile and the tubular pile are fully combined, and the construction efficiency and the construction quality of tubular pile construction can be improved; through monitoring the circumferential and axial pore water pressure of the stirring pile, the soil squeezing effect on the peripheral soil body in the implantation or injection process of the tubular pile is embodied through the pore water pressure, the soil body can be locally pumped away in time, the soil squeezing effect generated when the tubular pile is injected is effectively solved, the bearing capacity of the tubular pile is improved, the tubular pile is prevented from being damaged in the implantation process, and the construction quality is further improved.
Drawings
FIG. 1 is a flow chart of a construction method of a stirring pile embedded pipe pile of the present invention;
FIG. 2 is a schematic sectional view of an implanted tubular pile of the mixing pile in the embodiment of the invention;
fig. 3 is an enlarged schematic view of the area a in fig. 2.
In the figure:
1. pile position of the tubular pile; 2. a tubular pile; 21. a through hole; 3. stirring the piles; 4. a pore water pressure gauge; 41. a mounting site; 5. a sleeve.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and examples. It is to be understood that the specific embodiments described herein are merely illustrative of the invention and are not limiting of the invention. It should be further noted that, for the convenience of description, only some of the structures related to the present invention are shown in the drawings, not all of the structures.
In the description of the present invention, unless expressly stated or limited otherwise, the terms "connected," "connected," and "fixed" are to be construed broadly, e.g., as meaning permanently connected, removably connected, or integral to one another; can be mechanically or electrically connected; either directly or indirectly through intervening media, either internally or in any other relationship. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
In the present invention, unless otherwise expressly stated or limited, "above" or "below" a first feature means that the first and second features are in direct contact, or that the first and second features are not in direct contact but are in contact with each other via another feature therebetween. Also, the first feature being "on," "above" and "over" the second feature includes the first feature being directly on and obliquely above the second feature, or merely indicating that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature includes the first feature being directly under and obliquely below the second feature, or simply meaning that the first feature is at a lesser elevation than the second feature.
In the description of the present embodiment, the terms "upper", "lower", "right", etc. are used in an orientation or positional relationship based on that shown in the drawings only for convenience of description and simplicity of operation, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first" and "second" are used only for descriptive purposes and are not intended to have a special meaning.
The invention provides a construction method for implanting a tubular pile into a mixing pile, which can solve the problem that the tubular pile is easy to damage in the construction process of implanting the tubular pile into the mixing pile, so that the construction progress and the construction quality are influenced.
With reference to fig. 1-3, a construction method of a mixing pile implanted pipe pile includes the following steps:
s1, determining a tubular pile position 1, and forming a through hole 21 on the side wall of the front end of the tubular pile 2;
s2, stirring the soil body at the pile position 1 of the pipe pile to form a stirring pile 3, and spraying cement slurry serving as a curing agent during stirring;
s3, the front end of the tubular pile 2 is downwards penetrated into the stirring pile 3 in the vertical direction, and the pore water pressure of the sinking depth is detected in real time;
s4, if the pore water pressure is greater than the threshold value, extracting soil in the pipe pile 2;
and S5, sinking the tubular pile 2 into the designed elevation.
According to the construction method for implanting the tubular pile into the mixing pile, the tubular pile 2 is penetrated into the mixed soil body, namely the mixing pile 3, the advantages of the cement mixing pile 3 and the tubular pile 2 are fully combined, and the construction efficiency and the construction quality of the tubular pile 2 can be improved; through monitoring the circumference and axial pore water pressure of stirring stake 3, the crowded soil effect of peripheral soil body is embodied through pore water pressure in the implantation or injection process of tubular pile 2, can carry out the part to the soil body in time and take out from, effectively solves crowded soil effect that tubular pile 2 produced when penetrating, improves tubular pile 2 bearing capacity, avoids tubular pile 2 to take place to damage at the implantation in-process, further improves construction quality.
It should be explained that, the through-hole 21 is opened on the front end lateral wall of the tubular pile 2 before the construction, the axial direction of the through-hole 21 is perpendicular to the axial direction of the tubular pile 2, a transverse through-hole is formed, in the process of the tubular pile 2 penetration, the tubular pile 2 extrudes the surrounding soil body to penetrate, therefore, the surrounding soil body can enter the tubular pile 2 through the through-hole 21 under the action of extrusion force, when the pore water pressure detected by the surrounding soil body of the tubular pile 2 exceeds the threshold value, the soil body entering the tubular pile 2 can be extracted, when the internal pressure of the tubular pile 2 is reduced, the surrounding soil body can further enter the tubular pile 2, thereby the extrusion force applied to the external soil body of the tubular pile 2 can be reduced, the soil body extrusion effect is reduced, and the tubular pile 2 continues to penetrate downwards until the pore water pressure is reduced to the normal value. The relation between the pore water pressure and the soil mass extrusion effect can be consulted or calculated in advance, the pore water pressure can reflect the soil extrusion effect on the surrounding soil mass when the pipe pile 2 penetrates, the threshold value of the pore water pressure is determined according to the soil extrusion effect and the degree of difficulty of penetration of the pipe pile 2, partial soil mass is extracted to reduce the soil extrusion effect, and the soil mass inside the pipe pile 2 after construction is completely extracted. At the in-process that tubular pile 2 penetrated, need detect the pore water pressure at the different degree of depth many times according to actual conditions, the data that detect are more, and the effective control tubular pile 2's penetration speed is easy more, guarantees construction quality and efficiency of construction. The tubular pile 2 is implanted into the stirring pile 3, so that the tubular pile 2 can be fully utilized to increase the construction strength of the stirring pile 3, and the advantages of the two are brought into play.
Alternatively, the penetration method in step S3 includes a gravity sinking method and/or a vibration method. The gravity sinking method is to sink the tubular pile 2 by the self gravity of the tubular pile 2 and the soft soil body after stirring, if the gravity sinking method is not easy, the tubular pile 2 can be sunk by adopting a vibration method, or the two methods are adopted simultaneously, so that the penetration efficiency of the tubular pile 2 is improved.
Optionally, the inner diameter of the mixing pile 3 is larger than the outer diameter of the tubular pile 2, and the depth of the mixing pile 3 is larger than the implantation depth of the tubular pile 2. The purpose is to provide the soft soil body for the penetration of tubular pile 2 to at the penetration in-process, extruded partial soil body can be through getting into the inside partial pressure uninstallation that realizes of tubular pile 2, avoids tubular pile 2's destruction. It should be noted that the inner diameter of the mixing pile 3 is slightly larger than the outer diameter of the tubular pile 2, and does not need to be much larger, so as to ensure the independence of the tubular piles 2 and the mixing piles 3, avoid mutual influence, and meanwhile, to measure the pore water pressure of the surrounding soil body of the tubular pile 2 in a short distance, reflect more real short-distance data, and improve the construction quality and the construction efficiency.
Alternatively, the pore water pressure is measured using a pore water pressure gauge 4. As shown in fig. 2, the pore water pressure gauge 4 is arranged to set a mounting site 41 of the pressure gauge on the ground, and the distance between the mounting site 41 and the tubular pile position 1 is designed reasonably to feed back the soil squeezing effect generated by the surrounding soil body in the tubular pile 2 penetration process, so as to reduce the soil squeezing effect by extracting the soil body inside the tubular pile 2 in time, and ensure that the construction is carried out smoothly.
Optionally, the pore water pressure meters 4 are provided in plurality, the pore water pressure meters 4 are distributed in the outer drill holes of the mixing piles 3 along the vertical direction, and each pore water pressure meter 4 is individually sealed and isolated. Specifically, drilling is carried out at installation site 41, the drilling is downward along the vertical direction until the depth position of stirring stake 3 to set up first pore water pressure gauge 4, then upwards set up a plurality of pore water pressure gauges 4 along the drilling interval in proper order, every position of setting up a pore water pressure gauge 4, adopt bentonite to carry out the hole sealing, guarantee the sealed isolation between a plurality of pore water pressure gauges 4.
Alternatively, a plurality of pore water pressure gauges 4 are connected by data lines, and are arranged evenly and at intervals from the maximum depth of the mixing pile 3 to the ground.
The data lines of the pore water pressure meters 4 are all connected into the data processing device, the data lines are arranged from bottom to top along the vertical drilling holes, unified detection and data analysis are conveniently carried out on the data of the pore water pressure meters 4, and therefore the soil squeezing effect numerical value is accurately obtained.
Optionally, a plurality of pore water pressure gauges 4 in the same drilled hole are equidistant from the same tubular pile 2.
For a tubular pile 2, the drilling hole is arranged at any position of the circumference of the tubular pile 2, certainly, the drilling hole is not limited to one, and the pore water pressure gauge 4 for measuring two adjacent tubular piles 2 ensures independence as much as possible, so that mutual influence caused by soil squeezing effect is avoided. In order to ensure that the pore water pressure gauge 4 is equidistant from the tube pile 2 in the vertical direction, the vertical direction of the drilled hole and the vertical orientation of the tube pile 2 during penetration are first ensured. Then, when arranging the pore water pressure gauge 4, the pore water pressure gauge 4 is disposed as close as possible to the same side of the borehole.
Optionally, a conduit is arranged in the tubular pile 2, and when the pore water pressure is greater than a threshold value, the soil body inside the tubular pile 2 is pumped out through the conduit.
Because the lateral wall of front end of tubular pile 2 be equipped with through-hole 21, in tubular pile 2 injection in-process, can have the soil body of stirring stake 3 to crowd into tubular pile 2 inside constantly, after reaching the certain degree, the soil body can not continue to obtain the pressure uninstallation through getting into tubular pile 2 inside, at this time, need take out the inside soil body of tubular pile 2 and leave the clearance, reduce tubular pile 2's inside soil body pressure, the soil body can continue to get into tubular pile 2 inside around being convenient for, realize reducing the effect of crowded soil effect.
Optionally, in step S1, a plurality of through holes 21 are provided, and the plurality of through holes 21 are provided at intervals in the circumferential direction on the front end side wall of the tubular pile 2. It can be understood that the self strength and the structure of the tubular pile 2 must be ensured on the premise that the through hole 21 is arranged, and meanwhile, the aperture size of the through hole 21 meets the requirement that a soil body can enter the tubular pile 2 under the design pressure, so that the pre-design is important. The through holes 21 are usually arranged in 3 in the same circumference at equal intervals, and the long axes of the through holes 21 are perpendicular to the long axis of the tubular pile 2 to form transverse through holes 21, so that soil can enter conveniently.
Optionally, the top of mixing pile 3 is provided with sleeve 5, sleeve 5 is coaxial with pile position of tubular pile 2 and tubular pile 2 can pass through sleeve 5 and penetrate.
Sleeve 5 sets up in tubular pile stake position 1 department, and the accuracy begins to sink at tubular pile stake position 1 and penetrates when being convenient for the penetration of tubular pile 2, improves construction speed. The length of sleeve 5 need not too long, except that fixing a position 1 to tubular pile position, sleeve 5's length slightly is long and deepens a part in stirring stake 3, does benefit to the vertical directionality of guaranteeing tubular pile 2.
In some preferred embodiments, the construction method for embedding the tubular pile into the mixing pile provided above may include the following construction steps:
and S1, paying off to determine the pile position 1 of the pipe pile. Processing a through hole 21 on the pile body of the tubular pile 2, forming a transverse hole on the tubular pile 2 so as to extend into the transverse through hole 21 from the pile mouth of the tubular pile 2 by means of a guide pipe at the later stage, and extracting soil bodies with soil squeezing effect generated by penetration of the tubular pile 2 at the periphery from the transverse through hole 21. The diameter of the tubular pile 2 is 400mm or 600mm, and if the tubular pile 2 with the diameter of 400mm is adopted, the pile forming size of the cement mixing pile 3 with the diameter of 600mm is correspondingly adopted; and the corresponding pile forming size of the cement mixing pile 3 is obtained according to the diameter of the pipe pile by the same way.
And S2, selecting the installation sites 41 of the pore water pressure gauge 4 according to the arrangement of the tubular pile positions 1 of the tubular piles 2 on site, wherein the distances between the installation sites 41 and the tubular pile positions 1 are the same or similar as far as possible. The pore water pressure meters 4 are embedded by adopting a drilling embedding method, a plurality of pore water pressure meters 4 are embedded in one drilling hole, and the pore water pressure meters 4 are separated by adopting bentonite to ensure the closed isolation. The drilled holes should be kept vertical, and the embedding distance between adjacent pore water pressure gauges 4 is 2 m.
S3, stirring the soil body at the position 1 of the tubular pile position by using a cement stirring pile machine, drilling in a forward circulation manner to the designed elevation of the tubular pile 2, then opening a grouting pump, and lifting the drill in a reverse circulation manner, and repeating the steps again to complete stirring the soil body to form a stirring pile 3; when the concrete is stirred, cement paste is selected as a curing agent for spraying, cement is not solidified in the soil body in a short time after stirring, the soil body is soft, the concrete is suitable for the gravity sinking of the tubular pile 2 or the soil body is penetrated by a vibration method, and the influence on the surrounding soil body can be weakened. And after the cement is finally solidified, the cement, the soil and the tubular pile 2 can form good composition, the bearing capacity of the tubular pile 2 is effectively enhanced, the characteristics of the cement mixing pile can be fully utilized, and meanwhile, an anti-seepage curtain is formed.
S4, installing a sleeve 5 on the mixing pile 3, wherein the sleeve 5 has no bottom seals at the upper and lower parts and is 600mm high, and the direction of the sleeve is always vertical; lifting the tubular pile 2 to the position above the tubular pile position 1, adjusting the position of the tubular pile 2 to align the tubular pile 2 with the sleeve 5 in the vertical direction, sinking the tubular pile 2 into a pile hole, and enabling the tubular pile 2 to reach the designed elevation by utilizing a gravity sinking or vibration method; in the process of penetration, pressure data fed back by the pore water pressure gauge 4 is observed, and if the tubular pile 2 generates an overlarge soil squeezing effect on surrounding soil, the part of soil needs to be locally extracted.
Compared with the construction scheme of the drilled tubular pile in the prior art, the construction method of the invention does not generate cement slurry which is discharged out of order and has little influence on the environment; the pipe pile 2 has small soil squeezing effect and better pipe pile performance.
It should be understood that the above-described embodiments of the present invention are merely examples for clearly illustrating the present invention, and are not intended to limit the embodiments of the present invention. Numerous obvious variations, adaptations and substitutions will occur to those skilled in the art without departing from the scope of the invention. And are neither required nor exhaustive of all embodiments. Any modification, equivalent replacement, and improvement made within the spirit and principle of the present invention should be included in the protection scope of the claims of the present invention.
Claims (10)
1. A construction method for implanting a tubular pile into a mixing pile is characterized by comprising the following steps:
s1, determining a tubular pile position (1), and forming a through hole (21) on the side wall of the front end of the tubular pile (2);
s2, stirring the soil body at the pile position (1) of the tubular pile to form a stirring pile (3), and spraying cement slurry serving as a curing agent during stirring;
s3, downwards penetrating the front end of the tubular pile (2) into the stirring pile (3) in the vertical direction, and detecting the pore water pressure of the sinking depth in real time;
s4, if the pore water pressure is greater than a threshold value, extracting soil in the tubular pile (1);
and S5, sinking the tubular pile (2) into the designed elevation.
2. The method for constructing a mixing pile internal implantation pile according to claim 1, wherein the penetration method in the step S3 includes a gravity sinking method and/or a vibration method.
3. The construction method of the mixing pile internal implantation tubular pile according to claim 1, characterized in that the inner diameter of the mixing pile (3) is larger than the outer diameter of the tubular pile (2), and the depth of the mixing pile (3) is larger than the implantation depth of the tubular pile (2).
4. The construction method of the stirring pile embedded pipe pile according to claim 1, wherein the pore water pressure is measured by a pore water pressure gauge (4).
5. The construction method of the internal implanted tubular pile of the mixing pile as claimed in claim 4, wherein a plurality of pore water pressure gauges (4) are provided, the pore water pressure gauges (4) are distributed in the outer side drill hole of the mixing pile (3) along the vertical direction, and each pore water pressure gauge (4) is individually sealed and isolated.
6. The construction method of the mixing pile embedded pipe pile according to claim 5, wherein a plurality of pore water pressure gauges (4) are connected through data lines and are uniformly and alternately arranged from the maximum depth of the mixing pile (3) to the ground.
7. The construction method of the stirring pile embedded pipe pile according to claim 5, wherein the plurality of pore water pressure gauges (4) in the same drilling hole are equidistant from the same pipe pile (2).
8. The construction method of the mixing pile embedded pipe pile according to claim 1, wherein a conduit is arranged in the pipe pile (2), and when the pore water pressure is greater than a threshold value, soil in the pipe pile (2) is extracted through the conduit.
9. The construction method of the mixing pile embedded pipe pile according to claim 1, wherein in step S1, a plurality of through holes (21) are provided, and the plurality of through holes (21) are circumferentially spaced on the side wall of the front end of the pipe pile (2).
10. The construction method of the mixing pile internal implantation tubular pile according to claim 1, characterized in that a sleeve (5) is arranged at the top of the mixing pile (3), the sleeve (5) is coaxial with the tubular pile position (1) and the tubular pile (2) can penetrate through the sleeve (5).
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| CN202110152148.7A CN112942314B (en) | 2021-02-03 | 2021-02-03 | Construction method for implanting tubular pile into mixing pile |
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| CN202110152148.7A CN112942314B (en) | 2021-02-03 | 2021-02-03 | Construction method for implanting tubular pile into mixing pile |
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5234509A (en) * | 1975-09-11 | 1977-03-16 | Takenaka Komuten Co | Subsoil improving method |
| CN101798810A (en) * | 2009-02-20 | 2010-08-11 | 上海强劲基础工程有限公司 | Cement-soil composite pile inserted into reinforced concrete core materials |
| CN210827451U (en) * | 2019-09-02 | 2020-06-23 | 陕西邦拓实业有限公司 | Slip casting type steel pipe pile |
-
2021
- 2021-02-03 CN CN202110152148.7A patent/CN112942314B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5234509A (en) * | 1975-09-11 | 1977-03-16 | Takenaka Komuten Co | Subsoil improving method |
| CN101798810A (en) * | 2009-02-20 | 2010-08-11 | 上海强劲基础工程有限公司 | Cement-soil composite pile inserted into reinforced concrete core materials |
| CN210827451U (en) * | 2019-09-02 | 2020-06-23 | 陕西邦拓实业有限公司 | Slip casting type steel pipe pile |
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