CN113756278B - Construction method of prestressed pipe pile - Google Patents
Construction method of prestressed pipe pile Download PDFInfo
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- CN113756278B CN113756278B CN202111109971.6A CN202111109971A CN113756278B CN 113756278 B CN113756278 B CN 113756278B CN 202111109971 A CN202111109971 A CN 202111109971A CN 113756278 B CN113756278 B CN 113756278B
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- soil
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- 238000010276 construction Methods 0.000 title claims abstract description 42
- 239000002689 soil Substances 0.000 claims abstract description 69
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 65
- 230000002787 reinforcement Effects 0.000 claims abstract description 10
- 238000003825 pressing Methods 0.000 claims abstract description 5
- 238000005259 measurement Methods 0.000 claims abstract description 4
- 230000000087 stabilizing effect Effects 0.000 claims abstract description 4
- 238000007789 sealing Methods 0.000 claims description 23
- 238000007569 slipcasting Methods 0.000 claims description 14
- 238000000034 method Methods 0.000 claims description 13
- 230000003068 static effect Effects 0.000 claims description 13
- 239000002002 slurry Substances 0.000 claims description 10
- 239000012528 membrane Substances 0.000 claims description 5
- 239000011440 grout Substances 0.000 claims description 4
- 238000003466 welding Methods 0.000 claims description 2
- 239000007788 liquid Substances 0.000 description 23
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 6
- 238000009826 distribution Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 4
- 238000012545 processing Methods 0.000 description 4
- 239000011550 stock solution Substances 0.000 description 3
- 238000001125 extrusion Methods 0.000 description 2
- 238000003780 insertion Methods 0.000 description 2
- 230000037431 insertion Effects 0.000 description 2
- 238000002955 isolation Methods 0.000 description 2
- 238000010030 laminating Methods 0.000 description 2
- 238000000926 separation method Methods 0.000 description 2
- 208000034189 Sclerosis Diseases 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008878 coupling Effects 0.000 description 1
- 238000010168 coupling process Methods 0.000 description 1
- 238000005859 coupling reaction Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 238000003860 storage Methods 0.000 description 1
- 230000008961 swelling Effects 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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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
- E02D5/52—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments
- E02D5/523—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments composed of segments
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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
- E02D5/58—Prestressed concrete piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/20—Placing by pressure or pulling power
Abstract
The application relates to the technical field of pipe pile construction, in particular to a construction method of a prestressed pipe pile, which comprises the following steps of S1: leveling the field, and compacting the surface of a soil layer in a designated area; s2: measuring and positioning, lofting the pile position of the tubular pile and marking; s3: stabilizing a soil layer, arranging a reinforcing pile (1) in a construction area, and simultaneously performing grouting reinforcement on an underground soil body around a pile position in a high-pressure grouting mode by matching with grouting equipment; s4: re-measuring the pile position, and re-correcting the pile position in a manual measurement mode; s5: and (3) pile sinking operation, namely pressing the pipe pile into the ground from the marked pile position, and connecting the pile section by section until the designed depth is reached. The application has the advantage that the difficulty of constructing the tubular pile in a soil layer with loose soil quality is reduced.
Description
Technical Field
The application relates to the technical field of pipe pile construction, in particular to a construction method of a prestressed pipe pile.
Background
At present, a prestressed pipe pile in the building market is mainly subjected to pile sinking by using a static pressure machine or pile sinking by hammering, but in the actual construction process, large-particle-size rock blocks or other sundries are mixed in part of soil layers, the direct pile sinking by using the static pressure machine and the pile sinking by using a heavy hammer often cause overlarge noise, pile position deviation, damage of a pile body and a pile head, and crack displacement of peripheral pipelines, residential houses, structures and the like caused by a soil squeezing effect, or the pressure value of the static pressure machine exceeds the limit value of the pile body, and the pile head still does not reach a designed pile holding layer, so that the pile body and the pile head are damaged to generate pile cost.
In view of the difficult point of above pile foundation construction technology and construction characteristics, the mode of pile foundation guide hole construction is used and is given birth to, specifically: the long screw is adopted to pre-drill holes in the pile foundation in situ, and then the specified pile body is normally statically pressed to the designed pile position bearing layer through the static pressure machine, so that the influences of uneven upper layer soil layer distribution and pile foundation soil squeezing effect on the surrounding environment are effectively solved.
However, if the soil quality of the soil layer is loose, when pile sinking is performed by adopting a pile foundation hole guiding construction mode, the pre-drilled hole is easy to collapse and difficult to form, and when pile sinking is performed by directly using a static pressure machine for pile sinking and a heavy hammer for pile sinking, the stability of the tubular pile is poor, and deviation is easy to generate.
With respect to the related art among the above, the inventors consider that the following drawbacks exist: the traditional tubular pile construction method has larger construction difficulty in a soil layer with loose soil texture.
Disclosure of Invention
In order to reduce the difficulty of constructing the tubular pile in a soil layer with loose soil texture, the application provides a construction method of the prestressed tubular pile.
The application provides a construction method of a prestressed pipe pile, which adopts the following technical scheme:
a construction method of a prestressed pipe pile comprises the following steps:
s1: leveling the field, and compacting the surface of a soil layer in a designated area;
s2: measuring and positioning, lofting the pile position of the tubular pile and marking;
s3: stabilizing a soil layer, arranging reinforcing piles in a construction area, and simultaneously grouting and reinforcing the underground soil body around the pile positions in a high-pressure grouting mode by matching with grouting equipment;
s4: re-measuring the pile position, and re-correcting the pile position in a manual measurement mode;
s5: and (3) pile sinking operation, namely pressing the pipe piles into the ground from the marked pile positions, and connecting the piles section by section until the designed depth is reached.
Through adopting above-mentioned technical scheme, through setting up the back up pile in construction area in this application to carry out high-pressure grouting through slip casting equipment cooperation back up pile, make loose soil layer caking, form stable stereoplasm soil layer structure around the stake position, greatly reduced the degree of difficulty of construction tubular pile, guaranteed the stability after the tubular pile construction.
Preferably, S2 further includes: and measuring and determining at least three grouting positions around each pile position, wherein the plurality of grouting positions are circumferentially and equidistantly distributed by taking the pile position as the center, and each grouting position is 2.2-3.5 meters away from the pile position.
Through adopting above-mentioned technical scheme, can accelerate the soil horizon sclerosis around the stake position on the one hand, on the other hand is through setting up safe distance, can avoid the soil horizon just transferring to be too hard and be difficult to pile sinking.
Preferably, S3 includes the following steps:
constructing a reinforcing pile, pressing the reinforcing pile prepared in advance into the ground along a grouting position, and connecting the reinforcing pile section by section until the depth is 3-5 m lower than the designed depth;
mounting grouting equipment, inserting one end of a grouting pipe into the reinforcing pile and lowering the grouting pipe to the ground bottom along the reinforcing pile;
and (3) performing high-pressure grouting, namely slowly pulling out the grouting pipe after 5-10 minutes of static grouting, and performing static grouting for 1-2 minutes every 2 meters until the grouting pipe is completely pulled out.
By adopting the technical scheme, the arrangement that the depth of the reinforcing pile is lower than the design depth enables the volume of a soil body around the pile position to be far larger than the actually required volume of the pipe pile, and the stability after pile sinking is improved; by means of static grouting, time guarantee can be provided for permeation of the slurry to surrounding soil bodies.
Preferably, the inside cavity and the both ends opening of reinforcement stake, reinforcement stake include many unit stake, welded connection between the adjacent unit stake, all processed a plurality of through-holes on the outer wall of every unit stake.
By adopting the technical scheme, in the grouting process, the slurry can flow to the surrounding soil body from the through hole.
Preferably, the end of the unit pile at one end is provided with a sealing part, and the sealing part comprises a ground breaking head, a connecting rod fixedly connected between the ground breaking head and the end face of the unit pile, and a soil separating film adhered between the unit pile and the ground breaking head to seal a gap between the unit pile and the ground breaking head.
By adopting the technical scheme, a gap for slurry to flow out is formed between the ground breaking head and the end plate, and the slurry can quickly flow out along the radial direction at the bottom of the reinforcing pile due to the arrangement of the gap, so that a base with larger volume is formed, and the stability of the reinforcing pile is improved; the soil isolation film is arranged mainly for preventing soil blocks from entering the interior of the reinforcing pile from gaps in the pile sinking process.
Preferably, the ground breaking head is a cone, and the connecting rod is fixedly connected to the plane of the cone.
By adopting the technical scheme, the soil layer is conveniently broken, and pile sinking resistance is reduced.
Preferably, the through-hole is provided with the inserted bar in a sliding manner, one end of the inserted bar is located in the through-hole, the other end of the inserted bar extends to the inside of the reinforcing pile, and the one end of the inserted bar extending into the inside of the reinforcing pile is processed to form a smooth cambered surface.
Through adopting above-mentioned technical scheme, under the effect of external force, the inserted bar can follow the radial slip of reinforcement stake and insert and connect in the soil layer, improves the stability and the resistance to plucking ability of reinforcement stake.
Preferably, the inside of inserted bar is hollow structure, and the injected hole has been seted up to the one end that the inserted bar stretched into in the reinforcing pile, has seted up a plurality of grout outlet on the lateral wall of inserted bar keep away from injected hole one end.
Through adopting above-mentioned technical scheme, the in-process of slip casting, the thick liquid can be in proper order along slip casting hole and play thick liquid hole discharge to among the soil horizon around, make reinforced pile, inserted bar and soil horizon around form unified atress whole, and the setting in a plurality of play thick liquid holes can make the even distribution of thick liquid in the soil horizon on the one hand, and on the other hand can change the direction that the thick liquid flows, makes the soil horizon between the upper and lower adjacent inserted bar be full of the thick liquid fast and link together.
Preferably, one end of the reinforcing pile, which is positioned on the ground, is provided with a sealing structure;
the sealing structure comprises a base which is supported on the ground to coat the end part of the reinforcing pile in the base, a pipe hole which penetrates through the base along the axial direction of the reinforcing pile is processed on the base, the inner wall of the pipe hole is flush with the inner wall of the reinforcing pile, an annular groove is processed on the inner wall of the pipe hole which is positioned right above the reinforcing pile, and an elastic sealing ring is embedded in the annular groove.
Through adopting above-mentioned technical scheme, the setting of elastic seal circle mainly used prevents to leak thick liquid.
Preferably, the elastic sealing ring comprises a fixing part, an abutting part and a connecting part connected between the fixing part and the abutting part;
the abutting surface of the abutting part is inwards concave towards the connecting part and forms a first cambered surface; one side processing that connecting portion are close to the reinforcing pile terminal surface has the second cambered surface, and the second cambered surface is sunken towards the direction of leaking the thick liquid.
By adopting the technical scheme, when the grouting pipe is in place, the first cambered surface is deformed into an approximately plane under the action of the extrusion force and abuts against the outer wall of the grouting pipe; when revealing, the high pressure thick liquid flows out and constantly exerts pressure to the second cambered surface from between reinforcing pile and the slip casting pipe for support tight portion and hug closely at the outer wall of slip casting pipe, pressure is big more, and the laminating is inseparabler, and the leakproofness is better.
In summary, the present application includes at least one of the following beneficial technical effects:
1. in the application, the reinforcing piles are arranged in the construction area, and high-pressure grouting is carried out by matching grouting equipment with the reinforcing piles, so that loose soil layers are agglomerated, a stable hard soil layer structure is formed around the pile positions, the difficulty of constructing the tubular pile is greatly reduced, and the stability of the tubular pile after construction is ensured;
2. the setting in a plurality of play thick liquid holes on the inserted bar can make the even distribution of thick liquid in the soil layer on the one hand, and on the other hand can change the direction that the thick liquid flowed out, makes the soil layer between the upper and lower adjacent inserted bar can be full of the thick liquid fast and link together.
Drawings
Fig. 1 is a schematic view of the overall structure of a reinforcing pile and a sealing structure in the construction method of the prestressed pipe pile according to the embodiment of the present application;
FIG. 2 is a partially enlarged schematic view of portion A of FIG. 1;
FIG. 3 is a schematic view showing a state in which an external force is applied to the insert rod by the auxiliary rod to insert the insert rod into the soil body;
fig. 4 is a partially enlarged schematic view of a portion B in fig. 1.
Description of the reference numerals: 1. reinforcing piles; 11. piling units; 12. an end plate; 13. a through hole; 2. a sealing part; 21. breaking the soil; 22. a connecting rod; 23. a soil isolation film; 3. a rod is inserted; 31. grouting holes; 32. a pulp outlet hole; 4. an auxiliary lever; 5. a sealing structure; 51. a base; 52. a tube hole; 53. a notch; 6. an elastic seal ring; 61. a fixed part; 62. an abutting portion; 63. a connecting portion; 64. a first arc surface; 65. a second arc surface; 7. a water stop rod which expands when meeting water; 8. a liquid storage cavity.
Detailed Description
The present application is described in further detail below with reference to figures 1-4.
The embodiment of the application discloses a construction method of a prestressed pipe pile, which specifically comprises the following steps: s1: leveling the field; s2: measuring and positioning; s3: stabilizing the soil layer; s4: re-measuring the pile position; s5: and (5) pile sinking operation.
In step S1, the construction area is cleaned of impurities and a guardrail is built, and the soil layer is compacted by rolling back and forth with an excavator, so as to ensure the safety and stability of the subsequent pile sinking equipment.
In step S2, lofting and marking the pile position, the grouting position and the machine position through a total station according to a construction drawing; the number of the grouting positions is at least three, the three grouting positions are circumferentially and equidistantly distributed by taking the pile position as the center, each grouting position is 2.2-3.5 meters away from the pile position, and the arrangement of the plurality of grouting positions can quickly reinforce an underground soil layer around the pile position after grouting so as to provide guarantee for the construction of the pipe pile; and at the machine position, a steel plate is hoisted and placed for bearing pile sinking equipment to avoid sinking of a soil layer.
Referring to fig. 1, in step S3, a reinforcing pile 1 is arranged in a construction area, and a grouting device is used to perform grouting reinforcement on an underground soil body around a pile position in a high-pressure grouting manner; reinforcing pile 1's inside cavity and both ends opening, reinforcing pile 1 includes many unit stake 11, and the both ends rigid coupling of unit stake 11 has end plate 12, through end plate 12 welded connection between the adjacent unit stake 11. The end part of the unit pile 11 at the bottom end is provided with a sealing part 2, and the sealing part 2 comprises a ground breaking head 21 and a connecting rod 22 fixedly connected between the ground breaking head 21 and the end plate 12 of the unit pile 11; the soil breaking head 21 is a cone, the connecting rod 22 is fixedly connected to the plane of the cone, and the tip of the cone faces downwards, so that a soil layer is conveniently broken, and pile sinking resistance is reduced; a gap for slurry to flow out exists between the ground breaking head 21 and the end plate 12, and the slurry can quickly flow out from the bottom of the reinforced pile 1 along the radial direction due to the arrangement of the gap, so that a base with a large volume is formed, and the stability of the reinforced pile 1 is improved.
In order to prevent soil blocks from entering the interior of the reinforcing pile 1 from gaps in the pile sinking process, a circle of soil separation membrane 23 is bonded between the unit pile 11 and the soil breaking head 21, and the soil separation membrane 23 is broken from the bonding part under the action of pressure in the high-pressure grouting process so as to discharge slurry.
Referring to fig. 1 and 2, a plurality of through holes 13 radially penetrating through each unit pile 11 are formed in the outer wall of each unit pile, an inserted rod 3 is slidably disposed in each through hole 13, in an initial state, one end of each inserted rod 3 is located in each through hole 13, and the other end of each inserted rod 3 extends into the corresponding reinforcement pile 1, and under the action of external force, the inserted rods 3 can slide along the radial direction of the reinforcement pile 1 and are inserted into the soil layer, so that the stability and the pulling resistance of the reinforcement pile 1 are improved.
The inside of inserted bar 3 is hollow structure, and the one end processing that inserted bar 3 stretched into the inside of reinforced pile 1 has smooth cambered surface, and the setting of cambered surface mainly used cooperatees with other appurtenance to exert external force to inserted bar 3. The cambered surface of the end of the inserted link 3 extending into the reinforcing pile 1 is provided with a grouting hole 31, and the end of the inserted link 3 opposite to the grouting hole 31 is closed, so that the inserted link is mainly used for preventing soil blocks from entering the reinforcing pile 1 in the pile sinking process. A plurality of grout outlet holes 32 are formed in the side wall of one end, far away from the grouting hole 31, of the inserted link 3, and the plurality of grout outlet holes 32 are circumferentially and equidistantly distributed on the inserted link 3; in-process of slip casting, the thick liquid can be followed slip casting hole 31 and play thick liquid hole 32 in proper order and discharged to soil horizon all around in, make reinforced pile 1, inserted bar 3 and soil horizon all around form unified atress wholly, and the setting of a plurality of play thick liquid holes 32 can make the even distribution of thick liquid in the soil horizon on the one hand, and on the other hand can change the direction that the thick liquid flowed out, makes the soil horizon between the upper and lower adjacent inserted bar 3 can be full of the thick liquid fast and link together.
The method specifically comprises the following construction steps:
referring to fig. 1, in the first step, a unit pile 11 prepared in advance is hoisted to a grouting position through hoisting equipment, the verticality of the unit pile 11 is measured through a theodolite, then the unit pile 11 is pressed into the ground along the grouting position through pile sinking equipment, when the height of the unit pile 11 above the ground is 0.5-1 m, the next unit pile 11 is hoisted and connected in a welding mode, piles are connected in a joint-by-joint mode in a circulating reciprocating mode until the height is 3 m-5 m lower than the designed depth, and the construction of a reinforcing pile 1 is completed.
Referring to fig. 3, in the second step, an auxiliary rod 4 is lowered along the inner wall of the reinforcing pile 1, the auxiliary rod 4 can be lengthened through threaded connection or clamping connection and the like, and in the lowering process, the end portion of the auxiliary rod 4 contacts the cambered surface of the insertion rod 3, so that the insertion rod 3 is extruded to slide along the radial direction of the reinforcing pile 1 and is inserted into a soil layer.
Referring to fig. 3 and 4, in a third step, a sealing structure 5 is installed at the top end of the reinforcing pile 1, the sealing structure 5 comprises a base 51 which is supported on the ground and wraps the end portion of the reinforcing pile 1 in the base, the base 51 is prefabricated and can be directly hoisted during installation, a pipe hole 52 which penetrates through the reinforcing pile 1 in the axial direction is processed on the base 51, the inner wall of the pipe hole 52 is flush with the inner wall of the reinforcing pile 1, two annular grooves are sequentially processed on the inner wall of the pipe hole 52 which is positioned right above the reinforcing pile 1, an elastic sealing ring 6 is embedded in the annular groove which is close to the reinforcing pile 1, a water-swelling water stop bar 7 is embedded in the annular groove which is far away from the reinforcing pile 1, and the elastic sealing ring 6 and the water-swelling water stop bar 7 are arranged and mainly used for preventing slurry leakage.
The elastic sealing ring 6 comprises a fixed part 61, an abutting part 62 and a connecting part 63 connected between the fixed part 61 and the abutting part 62, and the three parts are integrally formed; the section of the fixing part 61 is rectangular and clings to the inner wall of the ring groove; defining one side of the abutting part 62 away from the fixing part 61 as an abutting surface, wherein the abutting surface is inwards concave towards the connecting part 63 and forms a first arc surface 64, and when the grouting pipe is in place, the first arc surface 64 is deformed to be a nearly plane under the action of the extrusion force and abuts against the outer wall of the grouting pipe; processing has second cambered surface 65 near one side of reinforcing stake 1 terminal surface at least on connecting portion 63, second cambered surface 65 is sunken towards the direction of leaking the thick liquid, the annular is close to the lateral wall department processing of reinforcing stake 1 one side jaggedly 53, make butt portion 62, second cambered surface 65, fixed part 61, form stock solution chamber 8 between the outer wall of end plate 12 and slip casting pipe, when revealing, high pressure thick liquid flows in stock solution chamber 8 between reinforcing stake 1 and the slip casting pipe, make stock solution chamber 8 form the high pressure chamber, high pressure thick liquid constantly exerts pressure to second cambered surface 65 simultaneously, make to hug closely tight portion at the outer wall of slip casting pipe, pressure is big more, the laminating is inseparabler more, the leakproofness is better.
And step four, installing grouting equipment, inserting one end of a grouting pipe into the reinforcing pile 1, lowering the grouting pipe to the ground bottom along the reinforcing pile 1, and simultaneously checking whether the elastic sealing ring 6 and the water swelling water stop strip 7 abut against the side wall of the grouting pipe or not.
And fifthly, performing high-pressure grouting, after 5-10 minutes of static grouting, slowly pulling out the grouting pipe, performing static grouting for 1-2 minutes every 2 meters of pulling out, and when the distance is 0.5-1 meter from the ground, reducing the pressure and stopping grouting until the grouting pipe is completely pulled out, thereby completing grouting operation.
In step S4, the pile position is re-corrected by manual measurement to avoid the pile position being shifted in the process of reinforcing the soil layer.
In step S5, the tube pile is pressed into the ground from the marked position by the static pile press, and the pile is connected section by section until the designed depth.
Through setting up reinforced pile 1 in the construction area in this application to carry out high-pressure slip casting through slip casting equipment cooperation reinforced pile 1, make loose soil layer caking, form stable stereoplasm soil layer structure around the stake position, greatly reduced the degree of difficulty of construction tubular pile, guaranteed the stability after the tubular pile construction.
The above are preferred embodiments of the present application, and the scope of protection of the present application is not limited thereto, so: equivalent changes in structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (7)
1. The construction method of the prestressed pipe pile is characterized by comprising the following steps of:
s1: leveling the field, and compacting the surface of a soil layer in a designated area;
s2: measuring and positioning, lofting the pile position of the tubular pile and marking;
s3: stabilizing a soil layer, arranging a reinforcing pile (1) in a construction area, and simultaneously performing grouting reinforcement on an underground soil body around a pile position in a high-pressure grouting mode by matching with grouting equipment;
constructing a reinforcing pile (1), pressing the reinforcing pile (1) prepared in advance into the ground along a grouting position, and connecting piles section by section until the depth is 3-5 meters lower than the designed depth;
mounting grouting equipment, inserting one end of a grouting pipe into the reinforcing pile (1) and lowering the grouting pipe to the ground bottom along the reinforcing pile (1);
performing high-pressure grouting, namely slowly pulling out the grouting pipe after 5-10 minutes of static grouting, and performing static grouting for 1-2 minutes every 2 meters until the grouting pipe is completely pulled out;
the reinforcing piles (1) are hollow, two ends of each reinforcing pile are opened, each reinforcing pile (1) comprises a plurality of unit piles (11), adjacent unit piles (11) are connected in a welding mode, and a plurality of through holes (13) are formed in the outer wall of each unit pile (11);
the end part of the unit pile (11) positioned at one end is provided with a sealing part (2), the sealing part (2) comprises a ground breaking head (21), a connecting rod (22) fixedly connected between the ground breaking head (21) and the end surface of the unit pile (11), and a soil isolating membrane (23) adhered between the unit pile (11) and the ground breaking head (21) to seal a gap between the unit pile and the ground breaking head, wherein the soil isolating membrane (23) is used for preventing soil blocks from entering the interior of the reinforced pile (1) from the gap in the pile sinking process, and the soil isolating membrane (23) can be broken from the adhesion part under the action of pressure in the high-pressure grouting process so as to discharge slurry;
s4: re-measuring the pile position, and re-correcting the pile position in a manual measurement mode;
s5: and (3) pile sinking operation, namely pressing the pipe piles into the ground from the marked pile positions, and connecting the piles section by section until the designed depth is reached.
2. The construction method of the prestressed pipe pile according to claim 1, wherein S2 further includes: at least three grouting positions are measured and determined around each pile position, the plurality of grouting positions are circumferentially and equidistantly distributed by taking the pile position as the center, and each grouting position is 2.2-3.5 meters away from the pile position.
3. The construction method of the prestressed pipe pile according to claim 1, characterized in that: the ground breaking head (21) is a cone, and the connecting rod (22) is fixedly connected to the plane of the cone.
4. The construction method of the prestressed pipe pile according to claim 3, characterized in that: the reinforcing pile is characterized in that an inserting rod (3) is arranged in the through hole (13) in a sliding mode, one end of the inserting rod (3) is located in the through hole (13), the other end of the inserting rod extends to the inside of the reinforcing pile (1), and the inserting rod (3) extends into one end of the inside of the reinforcing pile (1) and is machined to form a smooth arc surface.
5. The construction method of the prestressed pipe pile according to claim 4, characterized in that: the inside of inserted bar (3) is hollow structure, and slip casting hole (31) have been seted up to the one end that inserted bar (3) stretched into in reinforced pile (1), have seted up a plurality of grout outlet (32) on the lateral wall of inserted bar (3) keep away from slip casting hole (31) one end.
6. The construction method of the prestressed pipe pile according to claim 5, characterized in that: one end of the reinforcing pile (1) on the ground is provided with a sealing structure (5);
the sealing structure (5) comprises a base (51) which is supported on the ground to coat the end part of the reinforcing pile (1) in the base, a pipe hole (52) which axially penetrates through the reinforcing pile (1) is machined in the base (51), the inner wall of the pipe hole (52) is flush with the inner wall of the reinforcing pile (1), a ring groove is machined in the inner wall, right above the reinforcing pile (1), of the pipe hole (52), and an elastic sealing ring (6) is embedded in the ring groove.
7. The construction method of the prestressed pipe pile according to claim 6, characterized in that: the elastic sealing ring (6) comprises a fixing part (61), a contact part (62) and a connecting part (63) connected between the fixing part (61) and the contact part (62);
the abutting surface of the abutting part (62) is inwards concave towards the connecting part (63) and forms a first cambered surface (64); one side of the connecting part (63) close to the end face of the reinforcing pile (1) is processed with a second cambered surface (65), and the second cambered surface (65) is sunken towards the slurry leakage direction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111109971.6A CN113756278B (en) | 2021-09-18 | 2021-09-18 | Construction method of prestressed pipe pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111109971.6A CN113756278B (en) | 2021-09-18 | 2021-09-18 | Construction method of prestressed pipe pile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113756278A CN113756278A (en) | 2021-12-07 |
| CN113756278B true CN113756278B (en) | 2022-07-26 |
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| CN202111109971.6A Active CN113756278B (en) | 2021-09-18 | 2021-09-18 | Construction method of prestressed pipe pile |
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| CN115012405A (en) * | 2022-07-20 | 2022-09-06 | 中建八局第二建设有限公司 | Foundation pit supporting method for grouting of perforated pipe pile in stone-nitre area |
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| KR101675884B1 (en) * | 2016-01-20 | 2016-11-29 | 황규원 | Helical pile and construction method thereof |
| CN108797573A (en) * | 2018-06-15 | 2018-11-13 | 山东科技大学 | A kind of steel-pipe pile and its construction method with semi-girder |
| CN109537583A (en) * | 2018-11-26 | 2019-03-29 | 福建建中建设科技股份有限公司 | A kind of slip casting plant pile construction method of PHC tubular pole |
| CN113106977A (en) * | 2021-04-09 | 2021-07-13 | 上海友海建设工程有限公司 | Compaction grouting construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101675884B1 (en) * | 2016-01-20 | 2016-11-29 | 황규원 | Helical pile and construction method thereof |
| CN108797573A (en) * | 2018-06-15 | 2018-11-13 | 山东科技大学 | A kind of steel-pipe pile and its construction method with semi-girder |
| CN109537583A (en) * | 2018-11-26 | 2019-03-29 | 福建建中建设科技股份有限公司 | A kind of slip casting plant pile construction method of PHC tubular pole |
| CN113106977A (en) * | 2021-04-09 | 2021-07-13 | 上海友海建设工程有限公司 | Compaction grouting construction method |
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