CN114635418B - Post construction method for prestressed anti-floating anchor pile - Google Patents
Post construction method for prestressed anti-floating anchor pile Download PDFInfo
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- CN114635418B CN114635418B CN202210345484.8A CN202210345484A CN114635418B CN 114635418 B CN114635418 B CN 114635418B CN 202210345484 A CN202210345484 A CN 202210345484A CN 114635418 B CN114635418 B CN 114635418B
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- 238000007667 floating Methods 0.000 title claims abstract description 75
- 238000010276 construction Methods 0.000 title claims abstract description 38
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 129
- 239000010959 steel Substances 0.000 claims abstract description 129
- 238000000034 method Methods 0.000 claims abstract description 13
- 230000008569 process Effects 0.000 claims abstract description 6
- 239000010410 layer Substances 0.000 claims description 44
- 230000002787 reinforcement Effects 0.000 claims description 22
- 239000000463 material Substances 0.000 claims description 21
- 239000004568 cement Substances 0.000 claims description 19
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 19
- 239000002674 ointment Substances 0.000 claims description 10
- 230000000181 anti-adherent effect Effects 0.000 claims description 9
- 238000002425 crystallisation Methods 0.000 claims description 9
- 230000008025 crystallization Effects 0.000 claims description 9
- 238000004873 anchoring Methods 0.000 claims description 8
- 239000002344 surface layer Substances 0.000 claims description 8
- 238000007789 sealing Methods 0.000 claims description 7
- 239000002002 slurry Substances 0.000 claims description 7
- 239000013078 crystal Substances 0.000 claims description 6
- 230000001681 protective effect Effects 0.000 claims description 6
- 239000002689 soil Substances 0.000 claims description 6
- 230000001680 brushing effect Effects 0.000 claims description 5
- 230000008719 thickening Effects 0.000 claims description 5
- 238000002372 labelling Methods 0.000 claims description 3
- 230000003068 static effect Effects 0.000 claims description 3
- 239000004575 stone Substances 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 239000011248 coating agent Substances 0.000 claims description 2
- 238000000576 coating method Methods 0.000 claims description 2
- 230000008595 infiltration Effects 0.000 claims description 2
- 238000001764 infiltration Methods 0.000 claims description 2
- 230000002093 peripheral effect Effects 0.000 claims description 2
- 230000000903 blocking effect Effects 0.000 abstract description 2
- 230000000149 penetrating effect Effects 0.000 description 5
- 238000005266 casting Methods 0.000 description 3
- 239000011241 protective layer Substances 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 230000003111 delayed effect Effects 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 230000004083 survival effect Effects 0.000 description 1
Classifications
-
- 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
- E02D5/74—Means for anchoring structural elements or bulkheads
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
- E02D31/12—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure
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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)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The application discloses a post construction method of a prestressed anti-floating anchor pile, which comprises the following steps: step S100, burying an outer steel pile casing according to the position of the anti-floating anchor pile; step S200, constructing a basement bottom structure; s300, constructing an anti-floating anchor pile in the outer steel pile casing; and S400, pouring an inner cavity of the outer steel pile casing, and blocking the anti-floating anchor pile. In this application, adjust the construction process, construct underground bottom structure earlier and then construct anti-floating anchor pile, guaranteed the promotion of key work, solve the slow problem of follow-up construction progress hysteresis that brings of anti-floating anchor pile piling in the scene for the whole construction progress of engineering.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a post-construction method of a prestressed anti-floating anchor pile.
Background
The prestressed anti-floating anchor pile is generally constructed before the basement bottom plate is constructed and after the earth excavation is completed. However, due to poor geology, the diameter of the anchor rod hole is smaller, and the like, the problems that a drilling rod which is easy to punch cannot enter a bearing layer, or the geology collapses holes, and the like, cannot form holes or form holes slowly, so that the subsequent construction progress is delayed are caused.
Disclosure of Invention
The invention provides a post construction method of a prestressed anti-floating anchor pile.
The application provides the following technical scheme:
a post construction method of a prestressed anti-floating anchor pile comprises the following steps:
step S100, burying an outer steel pile casing according to the position of the anti-floating anchor pile;
step S200, constructing a basement bottom structure;
s300, constructing an anti-floating anchor pile in the outer steel pile casing;
and S400, pouring an inner cavity of the outer steel pile casing, and blocking the anti-floating anchor pile.
Optionally, step S1 includes: and measuring and positioning the position of the anti-floating anchor pile, taking the pile position of the anti-floating anchor pile as the axis, installing an outer steel pile casing, burying the outer steel pile casing into a soil layer 400-600 mm below the cushion layer, and taking out the earthwork inside the outer steel pile casing.
Optionally, the outer steel casing has an upper water stop ring and a lower water stop ring;
step S200 includes:
step S210: pouring basement bedding concrete so that the basement bedding concrete covers the lower water stop ring;
step S220: and pouring basement bottom plate concrete so that the basement bottom plate concrete covers the upper water stop ring.
Optionally, step S215 is further included between step S210 and step S220: and brushing cement slurry penetrating crystallization on the upper part of the outer steel protective cylinder and the cushion layer at the joint position of the cushion layer and the outer steel protective cylinder, paving an anti-adhesive waterproof coiled material after the cement slurry penetrating crystallization dries out, extending the anti-adhesive waterproof coiled material to the outer wall of the outer steel protective cylinder, and thickening ointment at the edge of the anti-adhesive waterproof coiled material.
Optionally, step S220 includes: binding bottom plate steel bars, breaking the bottom plate steel bars at the positions of the outer side steel casings, welding the bottom plate steel bars at the breaking positions on the outer walls of the outer side steel casings, and installing splayed steel bars at the peripheral sides of the outer side steel casings, so that the splayed steel bars are respectively welded and fixed with the outer side steel casings and the bottom plate steel bars, and finally pouring basement bottom plate concrete.
Optionally, step S300 includes: and (3) installing an inner steel pile casing in the outer steel pile casing according to the position of the anti-floating anchor pile, enabling the inner steel pile casing to penetrate through a soil layer in a static pressure mode, entering a bearing layer position of the anti-floating anchor rod, enabling the top of the inner steel pile casing to be exposed 40-60 mm above a cushion layer, forming holes by a pile machine, installing an anchor of the anti-floating anchor pile, pouring grouting material into the inner steel pile casing, and pouring the grouting material to the top position of the inner steel pile casing.
And the inner steel pile casing is installed for protecting walls of holes in the pore-forming process of the anti-floating anchor pile, so that the condition of hole collapse caused by too small pore diameter is avoided, and then the pile is formed according to the construction requirement of the anti-floating anchor pile.
Optionally, step S400 includes:
step S410, installing a reinforcement cage in the outer steel casing, so that the reinforcement cage is sleeved outside the inner steel casing;
and S420, pouring is carried out at least twice in the outer steel casing so as to seal the anti-floating anchor pile.
Optionally, step S420 includes:
s421, performing first pouring in the outer steel casing, and maintaining for a set number of days;
step S422, coating cement-based infiltration crystals on the surface of the structure formed in the first pouring process;
and step S423, performing secondary pouring in the outer steel casing.
Optionally, the post construction method of the prestressed anti-floating anchor pile further comprises the step S500 of tensioning the prestressed anti-floating anchor when the strength of the concrete in the outer steel casing reaches 100% of the designed strength, installing an anti-floating anchor, cutting redundant steel strands, brushing cement-based permeable crystalline waterproof materials on the wall of a pit at the tensioning end of the steel strands, sealing a cavity die by using micro-expansive fine stone concrete with the same label, and sealing by using waterproof ointment.
Optionally, the reinforcement cage has an anchor section extending out of the base plate; the post construction method of the prestressed anti-floating anchor pile further comprises the step S600 of pouring a basement bottom plate surface layer, and pouring an anchoring section of the reinforcement cage into the basement bottom plate surface layer.
Through adopting above-mentioned technical scheme for this application has following beneficial effect:
in this application, adjust the construction process, construct underground bottom structure earlier and then construct anti-floating anchor pile, guaranteed the promotion of key work, solve the slow problem of follow-up construction progress hysteresis that brings of anti-floating anchor pile piling in the scene for the whole construction progress of engineering.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this application, illustrate embodiments of the invention and together with the description serve to explain the invention, without limitation to the invention. It is evident that the drawings in the following description are only examples, from which other drawings can be obtained by a person skilled in the art without the inventive effort.
Fig. 1 is a schematic cross-sectional view of a construction structure of a prestressed anti-floating anchor pile according to an embodiment of the present application;
FIG. 2 is an enlarged view of portion A of FIG. 1;
FIG. 3 is a schematic structural view of an outboard steel casing provided in an embodiment of the present application;
FIG. 4 is a schematic structural view of an inboard steel casing provided in an embodiment of the present application;
FIG. 5 is a schematic illustration of a method for forming a dowel bar in a basement floor of an outboard steel casing according to an embodiment of the present application;
fig. 6 is a schematic view of a reinforcement cage provided in an embodiment of the present application;
fig. 7 is a schematic plan view of an implementation of a steel reinforcement cage connected in an outer steel casing according to an embodiment of the present application.
In the figure: 1. an outer steel casing; 11. an upper water stop ring; 12. a lower water stop ring; 2. an inner steel casing; 3. splayed ribs; 4. a bottom plate reinforcing steel bar; 5. a reinforcement cage; 51. an anchor section; 52. stirrup of a reinforcement cage; 6. an anti-floating anchor rod; 7. a basement floor finish; 8. basement bottom plate concrete, 9, cushion; a. penetrating the cement slurry into the crystallization layer; b. a bottom layer of micro-expansive concrete layer; c. a cement-based penetrating crystallization layer; d. ointment, e, reversely sticking waterproof coiled materials; f. an upper layer of micro-expansive concrete layer; g. an anchor; h. and (3) hole molding, i, waterproof ointment.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions in the embodiments will be clearly and completely described with reference to the accompanying drawings in the embodiments of the present invention, and the following embodiments are used to illustrate the present invention, but are not intended to limit the scope of the present invention.
In the description of the present invention, it should be noted that the directions or positional relationships indicated by the terms "upper", "lower", "inner", "outer", etc. are based on the directions or positional relationships shown in the drawings, are merely for convenience of describing the present invention and simplifying the description, and do not indicate or imply that the apparatus or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus should not be construed as limiting the present invention.
In the description of the present invention, it should be noted that, unless explicitly specified and limited otherwise, the terms "mounted", "connected" and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected or integrally connected; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium. The specific meaning of the above terms in the present invention will be understood in specific cases by those of ordinary skill in the art.
The prestressed anti-floating anchor pile is generally constructed before the basement bottom plate is constructed and after the earth excavation is completed. However, due to poor geology, the diameter of the anchor rod hole is smaller, and the like, the problems that a drilling rod which is easy to punch cannot enter a bearing layer, or the geology collapses holes, and the like, cannot form holes or form holes slowly, so that the subsequent construction progress is delayed are caused. Therefore, the construction procedures of the anti-floating anchor pile and the basement bottom plate are changed, and the construction progress is pushed. Under the condition of changing the construction procedure of the anti-floating anchor rod, effective working performance of the anti-floating anchor rod needs to be ensured, and influence on a basement bottom plate is counteracted, so that the node needs to be optimized.
Referring to fig. 1 to 7, an embodiment of the present application provides a post construction method of a prestressed anti-floating anchor pile, including the following steps:
step S100, burying an outer steel pile casing 1 according to the position of the anti-floating anchor pile;
step S200, constructing a basement bottom structure;
s300, constructing an anti-floating anchor pile in the outer steel casing 1;
and S400, pouring the inner cavity of the outer steel pile casing 1, and plugging the anti-floating anchor pile.
In this application, adjustment construction process, construction underground bottom structure construction post construction anti-floating anchor pile earlier has guaranteed the promotion of key work, solves the slow follow-up construction progress hysteresis effect that brings of anti-floating anchor pile piling in the scene for the whole construction progress of engineering.
In one possible embodiment, step S1 comprises: and measuring and positioning the position of the anti-floating anchor pile, and mounting an outer steel pile casing 1 by taking the pile position of the anti-floating anchor pile as the axis, wherein the outer steel pile casing 1 is buried in a soil layer 400-600 mm below the cushion layer 9, and preferably 500mm. The earthwork inside the outer steel casing 1 is taken out.
Therein, referring to fig. 1 and 3, the outer steel casing 1 has an upper water stop ring 11 and a lower water stop ring 12.
Step S200 includes:
step S210: pouring the basement bedding concrete so that the basement bedding concrete covers the lower water stop ring 12 to form a bedding 9;
step S220: basement floor concrete 8 is poured such that basement floor concrete 8 covers upper water stop ring 11 to form the floor.
In the step, 2 steel plate water stop rings of 100x3 are respectively formed in the middle of the cushion layer 9 and the bottom plate, the lower water stop ring 12 at the bottom and the outer steel casing 1 are welded on the middle of the cushion layer 9 in double sides, and the upper water stop ring 11 at the top and the outer steel casing are welded on the position 250mm above the bottom plate of the basement in double sides.
The invention forms effective closure with the waterproof layer of the bottom plate when the outer steel casing 1 is constructed, and avoids the waterproof weak point caused by reservation and embedding.
In a possible embodiment, step S215 is further included between step S210 and step S220: referring to fig. 1 and 2, a cement slurry permeable crystallization layer c is coated on the upper part of the outer steel casing 1 at the joint position of the cushion layer 9 and the outer steel casing 1. For example, 2 layers of cement paste can be applied and the infiltrated crystal is 200mm wide. So that the cement paste permeated crystal layer c covers the outside steel casing 1 within 200mm of the pad layer, while the cement paste permeated crystal layer c covers the pad layer 9 within a circular range of 200mm radius around the outside steel casing 1. And after the cement paste is permeated, crystallized and dried, paving and pasting an anti-adhesive waterproof coiled material e, wherein the anti-adhesive waterproof coiled material e extends to the outer wall of the outer steel casing 1, and thickening ointment d at the edge-closing position of the anti-adhesive waterproof coiled material e. The area of the thickening ointment d was 50mmx50mm. The thickening ointment d extends from the anti-adhesion waterproof coiled material e on the cushion layer 9 to the cement slurry permeation crystallization layer c on the outer wall of the outer steel casing 1, so that the sealing effect is further improved.
Referring to fig. 5, step S220 includes: binding bottom plate steel bars 4, breaking the bottom plate steel bars 4 at the position of the outer side steel pile casing 1, welding the bottom plate steel bars 4 on the outer wall of the outer side steel pile casing 1 at the breaking position, and installing splayed steel bars 3 on the periphery of the outer side steel pile casing 1, so that the splayed steel bars 3 are respectively welded and fixed with the outer side steel pile casing 1 and the bottom plate steel bars 4, and finally pouring basement bottom plate concrete 8. Wherein the splayed ribs 3 can be double-layered.
Referring to fig. 1 and 7, step S300 includes: the inner steel pile casing 2 is installed inside the outer steel pile casing 1 according to the position of the anti-floating anchor pile, the inner steel pile casing 2 penetrates through a soil layer in a static pressure mode to enter the bearing layer position of the anti-floating anchor 6, and the top of the inner steel pile casing 2 is exposed 40mm-60mm above the cushion layer 9, for example, 50mm. And (3) forming holes by adopting a pile machine, installing an anti-floating anchor pile anchorage g, pouring grouting material into the inner steel casing 2, and pouring the grouting material to the top position of the inner steel casing 2. When the anti-floating anchor pile is used for forming holes, the pile machine is constructed on the bottom plate, the inner side steel pile casing is more convenient to press down on the concrete bottom plate, and the pile of the anti-floating anchor pile is formed.
Step S400 includes:
step S410, cutting the part of the outer steel casing 1 above the basement bottom plate surface layer 7, and installing a reinforcement cage 5 in the outer steel casing 1 so that the reinforcement cage 5 is sleeved outside the inner steel casing 2;
the thickness of the protective layer at the bottom of the reinforcement cage 5 is 70mm, the thickness of the protective layer at the outer side is 50mm, the reinforcement (7) of the upper anchoring section 51 of the reinforcement cage 5 is reserved in the basement bottom plate surface layer 7, and the thickness of the protective layer at the upper part of the reinforcement of the anchoring section 51 is 50mm. Each radial anchor section 51 is welded to a reinforcement cage stirrup 52.
And S420, pouring is carried out at least twice in the outer steel casing 1 so as to block the anti-floating anchor pile.
Wherein, the twice pouring materials can be micro-expansion concrete, and the strength is matched with the bottom plate.
Optionally, step S420 includes:
in step S421, the first casting is performed in the outer steel casing 1, and the set number of days, for example, seven days, is maintained. In this step, a bottom layer of micro-expansive concrete b is formed.
In step S422, cement-based penetrating crystals a are coated on the surface of the structure formed in the first casting process, for example, two layers may be coated.
And step S423, performing secondary pouring in the outer steel casing 1 to form an upper micro-expansive concrete layer f.
According to the embodiment of the application, the inner space of the outer steel casing 1 is poured twice, and the cement-based permeable crystallization waterproof layer can be made in the middle, so that the waterproof performance is improved. Meanwhile, the concrete is compacted by casting twice.
And the space in the outer steel casing 1 is poured with micro-expansion concrete according to a 2-time pouring mode, so that the tightness between the inner concrete and the outer steel casing 1 is ensured, and meanwhile, the reinforcement cage 5 is arranged inside, so that the inner concrete and the outer bottom plate concrete have better connection performance.
In one possible implementation, the post construction method of the prestressed anti-floating anchor pile further comprises the step S500 of tensioning the prestressed anti-floating anchor when the strength of the concrete in the outer steel casing 1 reaches 100% of the designed strength, installing an anti-floating anchor g, cutting redundant steel strands, brushing cement-based permeable crystalline waterproof materials on the wall of a pit at the tensioned end of the steel strands, sealing a cavity mould h by using micro-expansive fine stone concrete with the same label, and sealing by using waterproof ointment i.
Optionally, the reinforcement cage 5 is provided with an anchoring section 51 extending out of the bottom plate, the anchoring section 51 can be of a horizontal bending structure, and extends outwards along the diameter direction of the outer steel casing 1, and the post construction method of the prestressed anti-floating anchor pile further comprises the step S600 of pouring the basement bottom plate surface layer 7, and pouring the anchoring section 51 of the reinforcement cage 5 into the basement bottom plate surface layer 7.
The post construction method of the prestressed anti-floating anchor pile adopts the working procedures of pouring the basement bottom plate firstly and then constructing the anti-floating anchor pile, and the construction progress is obviously improved. And a hole is reserved at the position of the anti-floating anchor rod, so that the anti-floating anchor rod can be constructed subsequently, and the anti-floating anchor rod can be used as a dewatering well. 2 steel plate water stop rings are reserved on the outer steel casing 1, an original waterproof layer of a basement and a waterproof additional layer at a connecting position are added, 4 waterproof layers are arranged in total, and the waterproof function of the position is effectively improved. For areas with complex geology and larger water content in the basement, the method of inserting the inner steel casing 2 into the holes can improve the primary survival rate of the anti-floating anchor rod.
The above-disclosed preferred embodiments of the present application are provided only as an aid to the elucidation of the present application. The preferred embodiments are not exhaustive or to limit the application to the precise form disclosed. Obviously, many modifications and variations are possible in light of the above teaching. The embodiments were chosen and described in order to best explain the principles of the application and the practical application, to thereby enable others skilled in the art to best understand and utilize the application. This application is to be limited only by the claims and the full scope and equivalents thereof.
Claims (4)
1. The post construction method of the prestressed anti-floating anchor pile is characterized by comprising the following steps of:
step S100, burying an outer steel pile casing according to the position of the anti-floating anchor pile;
step S200, constructing a basement bottom structure;
s300, constructing an anti-floating anchor pile in the outer steel pile casing;
s400, pouring an inner cavity of the outer steel pile casing, and plugging the anti-floating anchor pile;
the step S100 includes: measuring and positioning the position of the anti-floating anchor pile, taking the pile position of the anti-floating anchor pile as the axis, installing an outer steel pile casing, burying the outer steel pile casing into a soil layer 400-600 mm below the cushion layer, and taking out the earthwork inside the outer steel pile casing;
step S200 includes step S210, step S215, and step S220, and is characterized in that:
step S210: pouring basement bedding concrete so that the basement bedding concrete covers the lower water stop ring;
step S215: after the basement bedding concrete construction is completed, brushing cement slurry permeation crystallization on the upper part of the outer steel protective cylinder and the bedding at the joint position of the bedding and the outer steel protective cylinder, paving an anti-adhesive waterproof coiled material after the cement slurry permeation crystallization dries out, extending the anti-adhesive waterproof coiled material to the outer wall of the outer steel protective cylinder, and thickening ointment at the edge-collecting position of the anti-adhesive waterproof coiled material;
step S220: pouring basement bottom plate concrete, so that the basement bottom plate concrete covers the upper water stop ring;
step S300 includes: installing an inner steel pile casing in the outer steel pile casing according to the position of the anti-floating anchor pile, enabling the inner steel pile casing to penetrate through a soil layer in a static pressure mode and enter a bearing layer position of an anti-floating anchor rod, enabling the top of the inner steel pile casing to be exposed 40-60 mm above a cushion layer, forming holes by a pile machine, installing an anchor of the anti-floating anchor pile, pouring grouting material into the inner steel pile casing, and pouring grouting material to the top position of the inner steel pile casing;
the method comprises the following steps of S500, stretching the prestressed anti-floating anchor rod when the strength of the concrete in the outer steel casing reaches 100% of the design strength, installing an anti-floating anchor rod anchor, cutting redundant steel strands, brushing cement-based permeable crystalline waterproof materials on the wall of a pit at the stretched end of the steel strands, sealing a cavity die by using micro-expansion fine stone concrete with the same label, and sealing by using waterproof ointment;
the reinforcement cage is provided with an anchoring section extending out of the bottom plate; the post construction method of the prestressed anti-floating anchor pile further comprises the following steps of S600, pouring a basement bottom plate surface layer, and pouring an anchoring section of a reinforcement cage in the basement bottom plate surface layer;
the side steel casing has an upper water stop ring and a lower water stop ring.
2. The post-construction method of a prestressed anti-floating anchor pile according to claim 1, wherein the step S220 comprises: binding bottom plate steel bars, breaking the bottom plate steel bars at the positions of the outer side steel casings, welding the bottom plate steel bars at the breaking positions on the outer walls of the outer side steel casings, and installing splayed steel bars at the peripheral sides of the outer side steel casings, so that the splayed steel bars are respectively welded and fixed with the outer side steel casings and the bottom plate steel bars, and finally pouring basement bottom plate concrete.
3. The post-construction method of a prestressed anti-floating anchor pile according to claim 1, wherein the step S400 includes:
step S410, installing a reinforcement cage in the outer steel casing, so that the reinforcement cage is sleeved outside the inner steel casing;
and S420, pouring is carried out at least twice in the outer steel casing so as to seal the anti-floating anchor pile.
4. A method of post construction of a prestressed anti-floating anchor pile as claimed in claim 3, wherein step S420 includes:
s421, performing first pouring in the outer steel casing, and maintaining for a set number of days;
step S422, coating cement-based infiltration crystals on the surface of the structure formed in the first pouring process;
and step S423, performing secondary pouring in the outer steel casing.
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