CN115369929B - Post-pouring anti-floating anchor construction method - Google Patents
Post-pouring anti-floating anchor construction method Download PDFInfo
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- CN115369929B CN115369929B CN202211156214.9A CN202211156214A CN115369929B CN 115369929 B CN115369929 B CN 115369929B CN 202211156214 A CN202211156214 A CN 202211156214A CN 115369929 B CN115369929 B CN 115369929B
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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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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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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
- E02D29/16—Arrangement or construction of joints in foundation structures
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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
- E02D31/02—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 ground humidity or ground water
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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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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Joining Of Building Structures In Genera (AREA)
- Road Paving Structures (AREA)
Abstract
The invention discloses a post-pouring anti-floating anchor construction method, which comprises the following steps: step 1: the sleeve is pre-buried, the sleeve is installed in the center of the designed position of the post-cast anti-floating anchor rod on the soil layer in a centering manner, the soil layer is buried in the bottom of the sleeve, and the upper part of the sleeve is flush with the designed elevation of the post-cast anti-floating anchor rod; step 2: paving a waterproof cushion layer 302 above a soil layer, constructing a foundation structure layer above the waterproof cushion layer, and pouring a sleeve into the waterproof cushion layer and the foundation structure layer; step 3: drilling holes on a soil layer based on the embedded position of the sleeve to obtain anchor holes for accommodating post-pouring anti-floating anchor rods; step 4: the anchor bar, the rear grouting pipe and the front grouting pipe are downwards placed in the anchor hole, and the position adjustment of the anchor bar in the anchor hole is completed; step 5: and (3) completing connection of the tail ends of the reinforcing steel bars of the anchor rods and the sleeve, and grouting in the anchor holes and the sleeve by a rear grouting pipe and/or a front grouting pipe.
Description
Technical Field
The invention belongs to the field of building anti-floating, and particularly relates to a post-pouring anti-floating anchor construction method.
Background
The anti-floating anchor construction technology is mature in building construction, but the traditional anti-floating anchor construction technology still has great limitation.
The traditional anti-floating anchor rod has a longer construction period, and the construction of the next working procedure can be carried out only after the construction of the anti-floating anchor rod is completed and reaches a certain strength, so that the rapid penetration of each working procedure is difficult to realize due to the intermittent technology, and the foundation construction can not be completed in a short time;
meanwhile, after the construction of the traditional anti-floating anchor rod is finished, reinforcing steel bars on the upper portion of the anchor rod are exposed outside for a long time in the process of strength rise, and other working procedure machines and personnel are easy to crush and bend the reinforcing steel bars of the anchor rod in the construction process when finished product protection is not in place, and the anchor body is disturbed before the strength of the anti-floating anchor rod does not reach the design requirement, so that anti-floating failure is caused.
Thus, a new anchor rod technology capable of solving the conventional problems is needed.
Disclosure of Invention
The invention aims at: in order to overcome the problems in the prior art, a post-pouring anti-floating anchor construction method is disclosed, so that the construction of the anti-floating anchor can be performed in a pre-buried sleeve after the construction of a basement structure is completed, and the construction procedure of the traditional anti-floating anchor is changed.
The aim of the invention is achieved by the following technical scheme:
a post-cast anti-floating anchor construction method, comprising:
step 1: the sleeve is pre-buried, the sleeve is installed in the center of the designed position of the post-cast anti-floating anchor rod on the soil layer in a centering manner, the soil layer is buried in the bottom of the sleeve, and the upper part of the sleeve is flush with the designed elevation of the post-cast anti-floating anchor rod;
step 2: paving a waterproof cushion layer 302 above a soil layer, constructing a foundation structure layer above the waterproof cushion layer, and pouring a sleeve into the waterproof cushion layer and the foundation structure layer;
step 3: drilling holes on a soil layer based on the embedded position of the sleeve to obtain anchor holes for accommodating post-pouring anti-floating anchor rods;
step 4: the anchor bar, the rear grouting pipe and the front grouting pipe are downwards placed in the anchor hole, and the position adjustment of the anchor bar in the anchor hole is completed;
step 5: and (3) completing connection of the tail ends of the reinforcing steel bars of the anchor rods and the sleeve, and grouting in the anchor holes and the sleeve by a rear grouting pipe and/or a front grouting pipe.
According to a preferred embodiment, the inner wall of the sleeve is provided with a stiffening annular plate, the inner side of the stiffening annular plate is provided with 3 notches for accommodating anchor rod reinforcing steel bars, and the angles of the notches are equal to those of the inner side of the stiffening annular plate; and each anchor rod reinforcing steel bar is connected with the stiffening ring plate through nuts.
According to a preferred embodiment, a plurality of hinge parts are arranged between each anchor bar and the rear grouting pipe, when the anchor bar and the rear grouting pipe are fed into the anchor hole, each anchor bar is close to the rear grouting pipe, when the anchor bar and the rear grouting pipe are propped against the bottom of the anchor hole, each hinge part expands and supports 3 anchor bars away from the rear grouting pipe, the tail parts of the 3 anchor bars are respectively clamped into 3 openings, and each anchor bar is connected with the stiffening ring plate through nuts.
According to a preferred embodiment, the hinge comprises: the sleeve ring is sleeved on the rear grouting pipe, the clamp is sleeved on the anchor rod reinforcing steel bar, and a hinged support in the joint hinge is hinged with the top end of the sleeve ring through a shaft rod; the hinge head in the joint hinge is vertically connected with the clamp through a shaft rod.
According to a preferred embodiment, the side wall of the rear grouting pipe is provided with a plurality of check valves for secondary grouting.
According to a preferred embodiment, the anchor bar reinforcing steel bar is formed by splicing a plurality of reinforcing steel bar sections, and the rear grouting pipe is formed by splicing a plurality of pipe bodies.
According to a preferred embodiment, the ends of each bar section are provided with an external thread structure, and adjacent bar sections are connected by a sleeve to be internally threaded; the pipe bodies of the post grouting pipe are connected with each other through a thread structure.
According to a preferred embodiment, the inner wall and the outer wall of the sleeve are provided with a plurality of water stop rings, and the water stop rings on the outer wall of the sleeve are pre-cast in the waterproof cushion layer and the foundation structure layer.
According to a preferred embodiment, the top of the sleeve is further provided with a buried plate, which is fastened by bolts to the water stop ring on the inner top side of the sleeve. A water-swelling rubber water stop pad is also arranged between the buried plate and the water stop ring.
According to a preferred embodiment, the sleeve and each water stop ring are constructed in one piece. The sleeve and the stiffening ring plate are constructed in a welding or integral forming mode.
The foregoing inventive concepts and various further alternatives thereof may be freely combined to form multiple concepts, all of which are contemplated and claimed herein. Various combinations will be apparent to those skilled in the art from a review of the present disclosure, and are not intended to be exhaustive or all of the present disclosure.
The invention has the beneficial effects that: by the post-pouring anti-floating anchor rod construction method, the anti-floating anchor rod can be constructed in the embedded sleeve after the basement structure construction or the whole building frame structure construction is completed, and the construction procedure of the traditional anti-floating anchor rod is changed. Therefore, the construction of the anti-floating anchor rod can be parallel to the construction of other structures, and the whole construction period of the building is greatly saved.
Drawings
FIG. 1 is a schematic diagram of the top connection structure of a post-cast anti-floating anchor in the method of the present invention;
FIG. 2 is a schematic cross-sectional view of a post-cast anti-floating anchor stiffener ring in the method of the present invention;
FIG. 3 is a schematic diagram of the connection relationship between the anchor bar of each post-cast anti-floating anchor in the method of the present invention;
FIG. 4 is a schematic diagram of the connection relationship between each anchor bar and the post grouting pipe in the post-cast anti-floating anchor according to the method of the present invention;
FIG. 5 is a schematic diagram of the structure of each anchor bar before deployment in the post-cast anti-floating anchor according to the method of the present invention;
FIG. 6 is a schematic view of the structure of the post-cast anti-floating anchors of the method of the present invention after the anchor bar is deployed;
the waterproof construction system comprises a casing, a water stop ring, a stiffening ring plate, a gap, a buried plate, a bolt steel bar, a sleeve, a rear grouting pipe, a check valve, a front grouting pipe, a sleeve, a collar, a clamp, a joint hinge, an anchor hole, a soil layer, a waterproof cushion layer and a foundation structure layer.
Detailed Description
Other advantages and effects of the present invention will become apparent to those skilled in the art from the following disclosure, which describes the embodiments of the present invention with reference to specific examples. The invention may be practiced or carried out in other embodiments that depart from the specific details, and the details of the present description may be modified or varied from the spirit and scope of the present invention. It should be noted that the following embodiments and features in the embodiments may be combined with each other without conflict.
It should be noted that: like reference numerals and letters denote like items in the following figures, and thus once an item is defined in one figure, no further definition or explanation thereof is necessary in the following figures.
In the description of the present invention, it should be noted that, directions or positional relationships indicated by terms such as "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc., are directions or positional relationships based on those shown in the drawings, or are directions or positional relationships conventionally put in use of the inventive product, are merely for convenience of describing the present invention and simplifying the description, and are not indicative or implying that the apparatus or element to be referred to must have a specific direction, be constructed and operated in a specific direction, and thus should not be construed as limiting the present invention. Furthermore, the terms "first," "second," "third," and the like are used merely to distinguish between descriptions and should not be construed as indicating or implying relative importance.
Furthermore, the terms "horizontal," "vertical," "overhang," and the like do not denote a requirement that the component be absolutely horizontal or overhang, but rather may be slightly inclined. As "horizontal" merely means that its direction is more horizontal than "vertical", and does not mean that the structure must be perfectly horizontal, but may be slightly inclined.
In the description of the present invention, it should also be noted that, unless explicitly specified and limited otherwise, the terms "disposed," "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, and can be communication between two elements. 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.
In addition, in the present invention, if a specific structure, connection relationship, position relationship, power source relationship, etc. are not specifically written, the structure, connection relationship, position relationship, power source relationship, etc. related to the present invention can be known by those skilled in the art without any creative effort.
Example 1:
referring to fig. 1 to 6, there is shown a post-cast anti-floating anchor construction method comprising:
step 1: the sleeve 101 is pre-buried, the sleeve 101 is installed in the center of the designed position of the post-cast anti-floating anchor on the soil layer 301 in a centering mode, the soil layer is buried in the bottom of the sleeve 101, and the upper portion of the sleeve 101 is flush with the designed elevation of the post-cast anti-floating anchor.
Specifically, the steel sleeve 101 is processed in advance according to a design drawing, and after the processing is finished, the molding quality of each part of the sleeve 101 is checked, so that water seepage caused by poor molding quality of the sleeve 101 is prevented.
After the inspection is completed, the anchor rod is positioned and paid off according to the requirements of an anti-floating anchor rod design drawing, then the sleeve 101 is installed in a centering mode through the center of the anti-floating anchor rod, the bottom of the sleeve 101 is required to be embedded into a soil layer 200mm below a design elevation, and the upper portion of the sleeve 101 is flush with the structural design elevation.
Step 2: a waterproof cushion layer 302 is laid above the soil layer 301, a foundation structure layer 303 is constructed above the waterproof cushion layer 302, and the sleeve 101 is poured into the waterproof cushion layer 302 and the foundation structure layer 303.
Step 3: and (3) forming a hole, and drilling holes on the soil layer 301 based on the embedded position of the sleeve 101 to obtain an anchor hole 300 for accommodating the post-cast anti-floating anchor rod.
Step 4: the anchor bar 201, the rear grouting pipe 202 and the front grouting pipe 203 are lowered into the anchor hole 300, and the position adjustment of the anchor bar 201 in the anchor hole 300 is completed.
Step 5: the connection of the tail end of each anchor bar steel bar 201 with the sleeve 101 is completed, and grouting is carried out in the anchor hole 300 and the sleeve 101 by the rear grouting pipe 202 and/or the front grouting pipe 203.
Preferably, the inner wall and the outer wall of the sleeve 101 are provided with a plurality of water stop rings 102, and the water stop rings 102 positioned on the outer wall of the sleeve 101 are pre-cast in the waterproof cushion layer 302 and the foundation structure layer 303. The sleeve 101 and each water stop ring 102 may be integrally formed.
The water stop ring 102 is arranged to help to isolate groundwater in the soil layer 301 or below the soil layer 301, so that the groundwater is prevented from bursting through the foundation structure layer 303 through gaps between each structure layer and the post-pouring anti-floating anchor rod, and water penetration accidents are avoided.
Preferably, a stiffening ring plate 103 is arranged on the inner wall of the sleeve 101, 3 notches 103a for accommodating the anchor rod reinforcing steel bars 201 are arranged on the inner side of the stiffening ring plate 103, and the notches 103a are distributed at equal angles with the inner side of the stiffening ring plate 103. For example, the sleeve 101 and the stiffening ring plate 103 are constructed by welding or integral molding.
Preferably, the rear grouting pipe 202, the front grouting pipe 203 and 3 anchor bar steel bars 201 are arranged in the anchor holes 300, and a plurality of hinging pieces are arranged between each anchor bar steel bar 201 and the rear grouting pipe 202 for connection.
When the anchor bar 201 and the rear grouting pipe 202 are fed into the anchor hole 300, each anchor bar 201 is closely arranged with the rear grouting pipe 202, so that each anchor bar 201 can be smoothly fed into the anchor hole 300.
When the anchor bar 201 and the rear grouting pipe 202 are propped against the bottom of the anchor hole 300, the hinges are unfolded and support the 3 anchor bar 201 away from the rear grouting pipe 202, the tail parts of the 3 anchor bar 201 are respectively clamped into the 3 gaps 103a, and the anchor bar 201 is connected with the stiffening ring plate 103 through nuts. The anchor rod steel bar 201 is connected with the stiffening ring plate 103 of the reserved sleeve 101 to play an anchoring effect.
The 3 anchor bar steel bars 201 are supported away from the post grouting pipe 202 through the hinge parts and clamped into the 3 openings 103 a. That is, the 3 anchor rod reinforcing steel bars 201 are uniformly distributed in the anchor holes, so that the post-cast anti-floating anchor rod has stronger structural stability and better drawing performance after grouting.
Preferably, a plurality of check valves 202a for performing secondary grouting are provided on the side wall of the rear grouting pipe 202. For example, a check valve 202a is arranged on the pipe wall every 2000mm, and when the anti-floating failure occurs, high-pressure grouting is adopted to perform secondary grouting from the post grouting pipe, so as to repair the anti-floating anchor rod. Alternatively, when the density of the slurry injected from the front grouting pipe 203 is too low or thin, the secondary grouting with high density and high pressure may be performed from the rear grouting pipe 202 through the check valve 202a. Or when the internal structure of the post-cast anti-floating anchor rod is broken in a certain period of use or is broken due to earthquake and other reasons, secondary grouting can be performed through the post-grouting pipe 202, so that structural repair of the anti-floating anchor rod is realized, and the service life of the anti-floating anchor rod is prolonged.
Preferably, the hinge comprises: collar 204, collar 205 and articulation 206. The collar 204 is sleeved on the rear grouting pipe 202, and the clamp 205 is sleeved on the anchor bar steel bar 201. The hinge support in the articulation 206 is hinged to the top end of the collar 204 via a shaft. The head of the articulation 206 is connected vertically to the clamp 205 via a shaft.
That is, by the structural arrangement of the hinge, each anchor bar reinforcement 201 can be close to the rear grouting pipe 202 or far from the rear grouting pipe 202. When each anchor bar 201 is close to the rear grouting pipe 202, the anchor bar 201 and the rear grouting pipe 202 are conveniently sent into the anchor hole 300; when each anchor bar 201 is far away from the rear grouting pipe 202, the length of the hinged support shaft rod is used for controlling the distance of each anchor bar 201 far away from the rear grouting pipe 202, so that the anchor bars 201 are uniformly distributed in the anchor holes 300.
Preferably, the anchor bar 201 is formed by splicing a plurality of bar segments, and the rear grouting pipe 202 is formed by splicing a plurality of pipe bodies.
Further, the end part of each steel bar section is provided with an external thread structure, and adjacent steel bar sections are connected through a sleeve 201a to be internally threaded; the pipe bodies of the post grouting pipe 202 are connected with each other through a thread structure.
Specifically, post grouting pipe 202 is made of DN40 steel pipe. The post grouting pipe 202 can be manufactured in sections under the influence of the structural layer height of the basement, and the upper part and the lower part are connected in a threading manner when the post grouting pipe is placed.
The post-pouring anti-floating anchor rod can be suitable for narrow environments, such as a scene that a basement roof side floor is constructed, by arranging the anchor rod reinforcing steel bars 201 and the post-grouting pipes 202 in a segmented mode.
Because the basement structure is completed, the construction of the rear anti-floating anchor rod can be carried out after the materials are cleaned, the structural layer height of the basement is generally 3-5m, and the design length of the anti-floating anchor rod is generally 6-8m, so that the steel bars of the rear anti-floating anchor rod are required to be segmented, the steel bars are connected by adopting a primary joint straight thread sleeve 201a, and the top is sleeved with threads.
Preferably, a buried plate 104 is further arranged on the top of the sleeve 101, and the buried plate 104 is fixed on the water stop ring 102 on the inner top side of the sleeve 101 through bolts 105. A water-swellable rubber water stop pad is also arranged between the buried plate 104 and the water stop ring 102. The water-swelling rubber water stop pad is arranged between the bolt and the buried plate, so that the water-proof effect is achieved, and meanwhile, the pressure impact of the anti-floating anchor rod failure water-down head is prevented, so that water seepage is caused. That is, the buried plate 104 can further improve the water-proof performance of the post-cast anti-floating anchor.
According to the post-pouring anti-floating anchor construction method, through carrying out new structural design on the anti-floating anchor, the anti-floating anchor can be constructed in the embedded sleeve after the basement structure construction or the whole building frame structure construction is completed, and the construction procedure of the traditional anti-floating anchor is changed. Therefore, the construction of the anti-floating anchor rod can be parallel to the construction of other structures, and the whole construction period of the building is greatly saved. Meanwhile, long-time exposure of the anti-floating anchor bar reinforcing steel bar is avoided, and finished product protection is well carried out.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the invention.
Claims (7)
1. The post-cast anti-floating anchor construction method is characterized by comprising the following steps of:
step 1: the sleeve (101) is pre-buried, the sleeve (101) is installed on the soil layer (301) in a centering manner at the center of the design position of the post-cast anti-floating anchor, the soil layer is embedded in the bottom of the sleeve (101), and the upper part of the sleeve (101) is level with the design elevation of the post-cast anti-floating anchor;
step 2: paving a waterproof cushion layer (302) above a soil layer (301), constructing a foundation structure layer (303) above the waterproof cushion layer (302), and pouring a sleeve (101) into the waterproof cushion layer (302) and the foundation structure layer (303);
step 3: forming a hole, drilling holes in a soil layer (301) based on the pre-buried position of the sleeve (101), and obtaining an anchor hole (300) for accommodating the post-pouring anti-floating anchor rod;
step 4: the anchor rod reinforcing steel bar (201), the rear grouting pipe (202) and the front grouting pipe (203) are downwards placed in the anchor hole (300), and position adjustment of the anchor rod reinforcing steel bar (201) in the anchor hole (300) is completed;
step 5: completing connection between the tail end of each anchor rod reinforcing steel bar (201) and the sleeve (101), and grouting in the anchor holes (300) and the sleeve (101) by a rear grouting pipe (202) and/or a front grouting pipe (203);
the inner wall of the sleeve (101) is provided with a stiffening ring plate (103), 3 notches (103 a) for accommodating anchor rod reinforcing steel bars (201) are formed in the inner side of the stiffening ring plate (103), and the notches (103 a) are distributed at equal angles to the inner side of the stiffening ring plate (103); the anchor rod reinforcing steel bars (201) are connected with the stiffening ring plates (103) through nuts;
a plurality of hinging parts are arranged between each anchor rod reinforcing steel bar (201) and the rear grouting pipe (202) for connection,
when the anchor bar (201) and the rear grouting pipe (202) are fed into the anchor hole (300), each anchor bar (201) is closely arranged with the rear grouting pipe (202),
when the anchor bar (201) and the rear grouting pipe (202) are propped against the bottom of the anchor hole (300), each hinge piece is unfolded, 3 anchor bar (201) are supported away from the rear grouting pipe (202), the tail parts of the 3 anchor bar (201) are respectively clamped into the 3 openings (103 a), and each anchor bar (201) is connected with the stiffening ring plate (103) through nuts;
the hinge includes: a collar (204), a clip (205) and a joint hinge (206),
the sleeve ring (204) is sleeved on the rear grouting pipe (202), the clamp (205) is sleeved on the anchor rod reinforcing steel bar (201), and the hinged support in the hinge joint (206) is hinged with the top end of the sleeve ring (204) through a shaft rod; the hinge head in the joint hinge (206) is vertically connected with the clamp (205) through a shaft rod.
2. The post-cast anti-floating anchor construction method according to claim 1, wherein a plurality of check valves (202 a) for secondary grouting are arranged on the side wall of the post-grouting pipe (202).
3. The post-cast anti-floating anchor construction method according to claim 1, wherein the anchor bar (201) is formed by splicing a plurality of bar segments, and the post-grouting pipe (202) is formed by splicing a plurality of pipe bodies.
4. A post-cast anti-floating anchor construction method as claimed in claim 3, wherein the end of each bar section is provided with an external thread structure, and adjacent bar sections are connected by a sleeve (201 a) with internal threads; the pipe bodies of the post grouting pipe (202) are connected with each other through a thread structure.
5. The post-cast anti-floating anchor construction method according to claim 1, wherein a plurality of water stop rings (102) are arranged on the inner wall and the outer wall of the sleeve (101), and the water stop rings (102) arranged on the outer wall of the sleeve (101) are pre-cast in the waterproof cushion layer (302) and the foundation structure layer (303).
6. The post-cast anti-floating anchor construction method according to claim 1, wherein a buried plate (104) is further arranged at the top of the sleeve (101), and the buried plate (104) is fixed on a water stop ring (102) at the inner top side of the sleeve (101) through bolts (105); a water-swelling rubber water stop pad is also arranged between the buried plate (104) and the water stop ring (102).
7. The post-cast anti-floating anchor construction method according to claim 1, wherein the sleeve (101) and each water stop ring (102) are constructed by adopting integral molding; the sleeve (101) and the stiffening ring plate (103) are constructed in a welding or integral forming mode.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211156214.9A CN115369929B (en) | 2022-09-22 | 2022-09-22 | Post-pouring anti-floating anchor construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211156214.9A CN115369929B (en) | 2022-09-22 | 2022-09-22 | Post-pouring anti-floating anchor construction method |
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| CN115369929B true CN115369929B (en) | 2023-07-28 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111608210A (en) * | 2020-06-04 | 2020-09-01 | 中冶成都勘察研究总院有限公司 | Construction method of pressure bearing type anti-floating anchor rod in water-saturated silt stratum |
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