CN114635418A - 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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- CN114635418A CN114635418A CN202210345484.8A CN202210345484A CN114635418A CN 114635418 A CN114635418 A CN 114635418A CN 202210345484 A CN202210345484 A CN 202210345484A CN 114635418 A CN114635418 A CN 114635418A
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- 238000007667 floating Methods 0.000 title claims abstract description 81
- 238000010276 construction Methods 0.000 title claims abstract description 45
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 115
- 239000010959 steel Substances 0.000 claims abstract description 115
- 238000000034 method Methods 0.000 claims abstract description 12
- 239000010410 layer Substances 0.000 claims description 45
- 239000000463 material Substances 0.000 claims description 20
- 230000002787 reinforcement Effects 0.000 claims description 20
- 239000004568 cement Substances 0.000 claims description 18
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 18
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 12
- 238000004873 anchoring Methods 0.000 claims description 9
- 239000002674 ointment Substances 0.000 claims description 9
- 239000002344 surface layer Substances 0.000 claims description 8
- 238000007789 sealing Methods 0.000 claims description 7
- 239000013078 crystal Substances 0.000 claims description 6
- 239000002689 soil Substances 0.000 claims description 6
- 238000002425 crystallisation Methods 0.000 claims description 5
- 230000008025 crystallization Effects 0.000 claims description 5
- 230000008719 thickening Effects 0.000 claims description 5
- 238000003466 welding Methods 0.000 claims description 5
- 238000005266 casting Methods 0.000 claims description 4
- 230000008595 infiltration Effects 0.000 claims description 4
- 238000001764 infiltration Methods 0.000 claims description 4
- 239000011248 coating agent Substances 0.000 claims description 3
- 238000000576 coating method Methods 0.000 claims description 3
- 238000002372 labelling Methods 0.000 claims description 3
- 230000003068 static effect Effects 0.000 claims description 3
- 230000001680 brushing effect Effects 0.000 claims description 2
- 238000010422 painting Methods 0.000 claims description 2
- 230000002093 peripheral effect Effects 0.000 claims description 2
- 239000004575 stone Substances 0.000 claims description 2
- 230000008569 process Effects 0.000 abstract description 7
- 230000001681 protective effect Effects 0.000 description 4
- 239000011241 protective layer Substances 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000003111 delayed effect Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 1
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- 241001330002 Bambuseae Species 0.000 description 1
- 235000015334 Phyllostachys viridis Nutrition 0.000 description 1
- 239000011425 bamboo Substances 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000004083 survival effect Effects 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
- E02D5/74—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
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- 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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- 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: s100, embedding an outer steel casing according to the position of an anti-floating anchor rod pile; s200, constructing a basement bottom structure; step S300, constructing an anti-floating anchor rod pile in the outer steel casing; and S400, pouring a cavity in the outer steel casing, and plugging the anti-floating anchor pile. In this application, the adjustment construction process, construct anti-floating anchor rod stake after the underground bottom structure of first construction, guaranteed the propulsion of key work, solve in the field area anti-floating anchor rod stake become the lagged problem of follow-up construction progress that the pile is slow to bring 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 rod pile.
Background
The prestressed anti-floating anchor pile is generally constructed before the basement bottom plate is constructed and after earth excavation is finished. However, due to the reasons of poor geology, small diameter of the anchor rod hole and the like, the drilling rod which is easy to punch cannot enter a bearing stratum or the geology has the problems of hole collapse and the like, so that the hole cannot be formed or the hole is slowly formed, and the subsequent construction progress is delayed.
Disclosure of Invention
The invention provides a post construction method of a prestressed anti-floating anchor rod pile.
The application provides the following technical scheme:
a post-construction method of a prestressed anti-floating anchor pile comprises the following steps:
s100, embedding an outer steel casing according to the position of an anti-floating anchor rod pile;
s200, constructing a basement bottom structure;
step S300, constructing an anti-floating anchor rod pile in the outer steel casing;
and S400, pouring a cavity in the outer steel casing, and plugging the anti-floating anchor pile.
Optionally, step S1 includes: and measuring and positioning the position of the anti-floating anchor rod pile, installing an outer steel casing by taking the pile position of the anti-floating anchor rod pile as an axis, embedding the outer steel casing into a soil layer 400-600 mm below the cushion layer, and taking out the earthwork in the outer steel casing.
Optionally, the outer steel casing has an upper water stop ring and a lower water stop ring;
the step S200 includes:
step S210: pouring basement cushion concrete to enable the basement cushion concrete to cover the lower water stop ring;
step S220: and pouring the 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 paste permeable crystals 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 and pasting a reverse-adhesion waterproof coiled material after the cement paste permeable crystals are dried completely, extending the reverse-adhesion waterproof coiled material to the outer wall of the outer steel protective cylinder, and thickening the ointment at the edge closing position of the reverse-adhesion waterproof coiled material.
Optionally, step S220 includes: binding the bottom plate reinforcing steel bars, breaking the bottom plate reinforcing steel bars at the outer side steel casing position, welding the bottom plate reinforcing steel bars at the breaking position on the outer wall of the outer side steel casing, installing splayed ribs on the peripheral side of the outer side steel casing, welding and fixing the splayed ribs with the outer side steel casing and the bottom plate reinforcing steel bars respectively, and pouring the basement bottom plate concrete at last.
Optionally, step S300 includes: and (2) installing an inner steel pile casing inside 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, enabling the inner steel pile casing to enter the bearing layer position of the anti-floating anchor pile, enabling the top of the inner steel pile casing to be exposed out of the cushion layer by 40-60 mm, adopting a pile machine to form a hole, installing an anchorage device 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 to be used for hole retaining walls in the hole forming process of the anti-floating anchor rod pile, so that the hole collapse condition caused by undersize hole diameter is avoided, and the pile is formed according to the construction requirements of the anti-floating anchor rod pile.
Optionally, step S400 includes:
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 at least twice in the outer steel casing to plug the anti-floating anchor pile.
Optionally, step S420 includes:
step S421, pouring for the first time in the outer steel casing, and curing for a set number of days;
step S422, painting cement-based infiltration crystals on the surface of the structure formed in the first pouring procedure;
and step 423, casting for the second time in the outer steel casing.
Optionally, the post-construction method of the prestressed anti-floating anchor pile further comprises the step S500 of stretching the prestressed anti-floating anchor when the strength of concrete in the outer steel casing reaches 100% of the design strength, installing an anti-floating anchor anchorage device, cutting redundant steel strands, coating cement-based permeable crystalline waterproof materials on the wall of the hole at the stretching end of each steel strand, sealing the hole mold by micro-expansion fine aggregate concrete with the same label, and sealing by waterproof factice.
Optionally, the reinforcement cage has an anchoring 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 the anchoring section of the reinforcement cage in the basement bottom plate surface layer.
Through adopting above-mentioned technical scheme for this application has following beneficial effect:
in this application, the adjustment construction process, construct anti-floating anchor rod stake after the underground bottom structure of first construction, guaranteed the propulsion of key work, solve in the field area anti-floating anchor rod stake become the lagged problem of follow-up construction progress that the pile is slow to bring 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 embodiment(s) of the invention and together with the description serve to explain the invention without limiting the invention to its proper form. It is obvious that the drawings in the following description are only some embodiments, and that for a person skilled in the art, other drawings can be derived from them without inventive effort.
Fig. 1 is a schematic cross-sectional view of a construction structure of a prestressed anti-floating anchor pile provided by an embodiment of the application;
FIG. 2 is an enlarged view of portion A of FIG. 1;
FIG. 3 is a schematic structural diagram of an outer steel casing according to an embodiment of the present disclosure;
FIG. 4 is a schematic structural diagram of an inner steel casing according to an embodiment of the present disclosure;
fig. 5 is a schematic view illustrating a rib inserting method of the outer steel casing in the basement bottom plate according to the embodiment of the present application;
fig. 6 is a schematic view of a reinforcement cage according to an embodiment of the present application;
fig. 7 is a schematic plan view illustrating a method for connecting a reinforcement cage 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. a rib shaped like a Chinese character 'ba'; 4. a bottom plate steel bar; 5. a reinforcement cage; 51. an anchoring section; 52. a reinforcement cage stirrup; 6. an anti-floating anchor rod; 7. a basement bottom plate surface layer; 8. basement floor concrete, 9, bedding course; a. a cement slurry capillary crystalline layer; b. a bottom micro-expansion concrete layer; c. a cement-based capillary crystalline layer; d. ointment, e, anti-sticking waterproof coiled material; f. an upper micro-expansion concrete layer; g. an anchorage device; h. acupoint model, i, waterproof ointment.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and the following embodiments are used for illustrating the present invention and are not intended to limit the scope of the present invention.
In the description of the present invention, it should be noted that the terms "upper", "lower", "inside", "outside", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience in describing the present invention and simplifying the description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the present invention.
In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted" and "connected" are to be interpreted broadly, e.g., as being either fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; may be directly connected or indirectly connected through an intermediate. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
The prestressed anti-floating anchor pile is generally constructed before the basement bottom plate is constructed and after earth excavation is finished. However, due to the reasons of poor geology, small diameter of the anchor rod hole and the like, the drilling rod which is easy to punch cannot enter a bearing stratum or the geology has the problems of hole collapse and the like, so that the hole cannot be formed or the hole is slowly formed, and the subsequent construction progress is delayed. Therefore, the construction process of the anti-floating anchor pile and the basement bottom plate is changed, and the construction progress is promoted. Under the condition of changing the construction process of the anti-floating anchor rod, the effective working performance of the anti-floating anchor rod needs to be ensured, and the influence on the basement bottom plate needs to be offset, 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:
s100, embedding an outer steel pile casing 1 according to the position of an anti-floating anchor rod pile;
s200, constructing a basement bottom structure;
step S300, constructing an anti-floating anchor rod pile in the outer steel casing 1;
and S400, pouring an inner cavity of the outer steel casing 1, and plugging the anti-floating anchor pile.
In this application, the adjustment construction process, construct anti-floating anchor rod stake after the underground bottom structure of first construction, guaranteed the propulsion of key work, solve in the field area anti-floating anchor rod stake become the slow follow-up construction progress lag influence that brings of stake for the whole construction progress of engineering.
In one possible embodiment, step S1 includes: and measuring and positioning the position of the anti-floating anchor rod pile, installing an outer steel casing 1 by taking the pile position of the anti-floating anchor rod pile as an axis, and embedding the outer steel casing 1 into a soil layer 400mm-600mm below the cushion layer 9, preferably 500 mm. Taking out the earthwork in the outer steel casing 1.
As shown in fig. 1 and 3, the outer steel casing 1 has an upper water stop ring 11 and a lower water stop ring 12.
The step S200 includes:
step S210: pouring basement cushion concrete so that the basement cushion concrete covers the lower water stop ring 12 to form a cushion 9;
step S220: the basement floor concrete 8 is poured so that the basement floor concrete 8 covers the upper water stop ring 11 to form the floor.
In the step, 2 100x3 steel plate water stop rings 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 at the middle of the cushion layer 9 on two sides, and the upper water stop ring 11 at the top and the outer steel casing are welded at the position 250mm above the basement bottom plate on two sides.
The invention forms effective closure with the waterproof layer of the bottom plate when the outside steel casing 1 is constructed, and avoids the waterproof weak point caused by pre-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 penetration crystallization layer c is applied to the upper part of the outer steel casing 1 and the cushion layer 9 at the joint of the cushion layer 9 and the outer steel casing 1. For example, 2 layers of grout may be brushed to penetrate crystals 200mm wide. So that the cement paste capillary crystalline layer c covers the range that the outer side steel casing 1 is 200mm higher than the cushion layer, and simultaneously the cement paste capillary crystalline layer c covers the circular range that the radius of the cushion layer 9 surrounding the outer side steel casing 1 is 200 mm. And after the cement paste is permeated, crystallized and dried completely, paving and adhering a reverse-adhesion waterproof coiled material e, extending the reverse-adhesion waterproof coiled material e to the outer wall of the outer side steel protective cylinder 1, and thickening the ointment d at the edge closing position of the reverse-adhesion waterproof coiled material e. The area of the thickening ointment d is 50mmx50 mm. The thickening ointment d extends to the cement paste permeable crystallization layer c on the outer wall of the outer side steel casing 1 from the anti-sticking waterproof coiled material e on the cushion layer 9, and the sealing effect is further improved.
Referring to fig. 5, step S220 includes: binding of bottom plate reinforcing steel bars 4, breaking of bottom plate reinforcing steel bars 4 at the position of the outer side steel casing 1, welding of bottom plate reinforcing steel bars 4 at the breaking position on the outer wall of the outer side steel casing 1, and installing of splayed ribs 3 on the periphery of the outer side steel casing 1, so that the splayed ribs 3 are welded and fixed with the outer side steel casing 1 and the bottom plate reinforcing steel bars 4 respectively, and finally pouring of basement bottom plate concrete 8. Wherein, the splayed rib 3 can be a double layer.
Referring to fig. 1 and 7, step S300 includes: the inner steel casing 2 is arranged inside the outer steel casing 1 according to the position of the anti-floating anchor pile, the inner steel casing 2 penetrates through the soil layer in a static pressure mode and enters the position of the bearing layer of the anti-floating anchor 6, and the top of the inner steel casing 2 is exposed above the cushion layer 9 by 40-60 mm, for example 50 mm. And forming holes by using a pile machine, installing an anchorage device g of the anti-floating anchor pile, pouring grouting material into the inner side steel casing 2, and pouring to the top position of the inner side steel casing 2. When the anti-floating anchor pile is formed in a hole, the pile machine is constructed on the bottom plate, so that the inner steel casing can be pressed down conveniently on the concrete bottom plate, and the anti-floating anchor pile can be formed.
Step S400 includes:
s410, cutting the part, higher than a basement bottom plate surface layer 7, of the outer side steel casing 1, and installing a reinforcement cage 5 in the outer side steel casing 1, so that the reinforcement cage 5 is sleeved outside the inner side steel casing 2;
5 bottom protective layer thickness 70mm of steel reinforcement cage, outside protective layer thickness 50mm, 5 upper portion anchor section 51 reinforcing bars (7) of steel reinforcement cage are stayed in basement bottom plate surface course 7, and anchor section 51 reinforcing bar upper portion protective layer thickness is 50 mm. Each radial anchoring section 51 is welded to a reinforcement cage stirrup 52.
And S420, pouring at least twice in the outer steel casing 1 to plug the anti-floating anchor pile.
Wherein, the two-time pouring materials can be micro-expansion concrete, and the strength is matched with the bottom plate.
Optionally, step S420 includes:
step S421, first casting is performed in the outer steel casing 1, and curing is performed for a set number of days, for example, for seven days. In this step, a bottom micro-expanded concrete layer b is formed.
In step S422, the surface of the structure formed in the first casting step is coated with the cement-based infiltration crystals a, for example, two layers may be coated.
And step S423, performing secondary pouring in the outer steel casing 1 to form an upper micro-expansion concrete layer f.
According to the embodiment of the application, the inner space of the outer steel casing 1 is poured twice, so that a cement-based permeable crystalline waterproof layer can be made in the middle, and the waterproof performance is improved. And meanwhile, two times of pouring are beneficial to compacting the concrete.
The space in the outer steel casing 1 is poured with micro-expansion concrete according to a pouring mode for 2 times, so that the airtightness of the inner concrete and the outer steel casing 1 is ensured, and meanwhile, the reinforcement cage 5 is arranged in the inner part, so that the inner concrete and the outer bottom plate concrete have better connection performance.
In a possible embodiment, the post construction method of the prestressed anti-floating anchor pile further comprises the step S500 of stretching the prestressed anti-floating anchor when the strength of concrete in the outer steel casing 1 reaches 100% of the design strength, installing an anti-floating anchor anchorage g, cutting redundant steel strands, coating cement-based permeable crystalline waterproof materials on the pit wall at the stretching end of each steel strand, sealing the pit mold h by using micro-expansion 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 in the basement bottom plate surface layer 7.
According to the post-construction method of the prestressed anti-floating anchor pile, the basement bottom plate is poured firstly, and the post-construction process of the anti-floating anchor pile is achieved, so that the construction progress is remarkably improved. The hole is reserved at the position of the anti-floating anchor rod, so that the follow-up construction of the anti-floating anchor rod is guaranteed, and the anti-floating anchor rod can be used as a dewatering well. Reserve 2 steel sheet seal rings on a section of thick bamboo 1 is protected to outside steel, add the original waterproof layer of basement and the waterproof additional layer of handing-over position, set up 4 waterproof altogether, the waterproof function at this position of effectual improvement. For the region with complex geology and large water content of the basement, the method of inserting the inner steel casing 2 to form the hole can improve the one-time survival rate of the anti-floating anchor rod.
The preferred embodiments of the present application disclosed above are intended only to aid in the explanation of the application. The preferred embodiments are not exhaustive and do not limit the application to the precise embodiments described. 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. The application is limited only by the claims and their full scope and equivalents.
Claims (10)
1. The post-construction method of the prestressed anti-floating anchor rod pile is characterized by comprising the following steps of:
s100, embedding an outer steel casing according to the position of an anti-floating anchor rod pile;
s200, constructing a basement bottom structure;
step S300, constructing an anti-floating anchor rod pile in the outer steel casing;
and S400, pouring a cavity in the outer steel casing, and plugging the anti-floating anchor pile.
2. The post-construction method of the prestressed anti-floating anchor pile according to claim 1, wherein the step S1 includes: and measuring and positioning the position of the anti-floating anchor rod pile, installing an outer steel casing by taking the pile position of the anti-floating anchor rod pile as an axis, embedding the outer steel casing into a soil layer 400-600 mm below the cushion layer, and taking out the earthwork in the outer steel casing.
3. The post-construction method of a prestressed anti-floating anchor pile according to claim 1, wherein the outer steel casing has an upper water stop ring and a lower water stop ring;
the step S200 includes:
step S210: pouring basement cushion layer concrete to enable the basement cushion layer concrete to cover the lower water stop ring;
step S220: and pouring the basement bottom plate concrete, so that the basement bottom plate concrete covers the upper water stop ring.
4. The post-construction method of the prestressed anti-floating anchor pile according to claim 3, wherein between the step S210 and the step S220, the step S215: brushing cement paste permeation crystallization on the upper portion of the outer steel protection cylinder and the cushion layer at the joint position of the cushion layer and the outer steel protection cylinder, paving and pasting a reverse-adhesion waterproof coiled material after the cement paste permeation crystallization is dried completely, extending the reverse-adhesion waterproof coiled material to the outer wall of the outer steel protection cylinder, and thickening the ointment at the edge closing position of the reverse-adhesion waterproof coiled material.
5. The post-construction method of the prestressed anti-floating anchor pile according to claim 3, wherein the step S220 comprises: binding the bottom plate reinforcing steel bars, breaking the bottom plate reinforcing steel bars at the outer side steel casing position, welding the bottom plate reinforcing steel bars at the breaking position on the outer wall of the outer side steel casing, installing splayed ribs on the peripheral side of the outer side steel casing, welding and fixing the splayed ribs with the outer side steel casing and the bottom plate reinforcing steel bars respectively, and pouring the basement bottom plate concrete at last.
6. The post-construction method of the prestressed anti-floating anchor pile according to claim 1, wherein the step S300 includes: and (2) installing an inner steel pile casing inside 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, enabling the inner steel pile casing to enter the bearing layer position of the anti-floating anchor pile, enabling the top of the inner steel pile casing to be exposed out of the cushion layer by 40-60 mm, adopting a pile machine to form a hole, installing an anchorage device 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.
7. The post-construction method of the prestressed anti-floating anchor pile according to claim 1, wherein the step S400 comprises:
step S410, installing a reinforcement cage in the outer steel casing, and enabling the reinforcement cage to be sleeved outside the inner steel casing;
and S420, pouring at least twice in the outer steel casing to plug the anti-floating anchor pile.
8. The post-construction method of the prestressed anti-floating anchor pile according to claim 7, wherein the step S420 comprises:
step S421, performing first pouring in the outer steel casing, and curing for a set number of days;
step S422, painting cement-based infiltration crystals on the surface of the structure formed in the first pouring procedure;
and step 423, casting for the second time in the outer steel casing.
9. The post-construction method of the prestressed anti-floating anchor pile according to claim 8, further comprising the step S500 of tensioning the prestressed anti-floating anchor when the concrete strength inside the outer steel casing reaches 100% of the design strength, installing an anti-floating anchor anchorage, cutting redundant steel strands, coating cement-based infiltration crystallization waterproof materials on the pit wall at the tensioning end of the steel strands, sealing the pit mould with micro-expansion fine stone concrete of the same label, and sealing with waterproof ointment.
10. The post-construction method of a prestressed anti-floating anchor pile according to claim 7, wherein the reinforcement cage has an anchoring section protruding out of the bottom 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 the anchoring section of the reinforcement cage in the basement bottom plate surface layer.
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| CN202210345484.8A CN114635418B (en) | 2022-04-02 | 2022-04-02 | Post construction method for prestressed anti-floating anchor pile |
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| CN202210345484.8A CN114635418B (en) | 2022-04-02 | 2022-04-02 | Post construction method for prestressed anti-floating anchor pile |
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