CN215759003U - Anti-floating anchor pile - Google Patents
Anti-floating anchor pile Download PDFInfo
- Publication number
- CN215759003U CN215759003U CN202120810460.6U CN202120810460U CN215759003U CN 215759003 U CN215759003 U CN 215759003U CN 202120810460 U CN202120810460 U CN 202120810460U CN 215759003 U CN215759003 U CN 215759003U
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- Prior art keywords
- anchor
- anchor hole
- hole
- anchor rod
- limiting pin
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- Expired - Fee Related
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- 238000007667 floating Methods 0.000 title claims abstract description 21
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 52
- 239000010959 steel Substances 0.000 claims abstract description 52
- 230000002787 reinforcement Effects 0.000 claims abstract description 24
- 239000011435 rock Substances 0.000 claims abstract description 10
- 239000011440 grout Substances 0.000 claims description 4
- 239000011248 coating agent Substances 0.000 claims description 3
- 238000000576 coating method Methods 0.000 claims description 3
- 238000007599 discharging Methods 0.000 claims description 3
- 230000005484 gravity Effects 0.000 claims description 3
- 238000007493 shaping process Methods 0.000 claims description 2
- 238000007711 solidification Methods 0.000 claims description 2
- 230000008023 solidification Effects 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 16
- 239000002689 soil Substances 0.000 abstract description 4
- 238000005260 corrosion Methods 0.000 abstract description 2
- 239000004568 cement Substances 0.000 description 9
- 238000004873 anchoring Methods 0.000 description 4
- 238000005553 drilling Methods 0.000 description 4
- 238000011900 installation process Methods 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 238000007792 addition Methods 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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- Piles And Underground Anchors (AREA)
Abstract
The utility model discloses an anti-floating anchor rod pile, which comprises a first anchor hole and a second anchor hole which are arranged on a rock body, wherein anchor rod systems are arranged in the first anchor hole and the second anchor hole; the anchor rod system comprises a twisted steel, a centering bracket and a variable cross-section steel reinforcement cage; the construction method of the anti-floating anchor rod pile comprises the following steps: on the rock mass, a hole position is determined according to the requirement, a mark is made, and a jet pile machine is placed; taking soil to form a first anchor hole and a second anchor hole; compared with the prior art, the anti-pulling force of the anchor rod is improved by 3-5 times compared with the common anchor rod, the requirements of structural overall stability and high safety can be met, the construction cost and the construction period can be saved, the construction is combined with effective anti-corrosion measures, the durability of the anchor rod construction is ensured, and the purpose of comprehensive utilization of the anchor rod is achieved.
Description
Technical Field
The utility model belongs to the technical field of building construction, and particularly relates to an anti-floating anchor rod pile.
Background
In a soft soil area, along with the increase of the area and the excavation depth of a basement, on the premise of meeting the bearing of a structural foundation, the phenomenon that the underground structure cannot meet the anti-floating performance exists, anti-floating measures need to be added under the common condition, and a cast-in-situ bored pile or a prestressed pipe pile is generally added in the traditional method, so that the cost is high; the friction force of the ordinary anchor rod is insufficient, and the anchor rod is difficult to construct due to the overlong design length. In order to solve the problems, the utility model discloses a novel structure of anti-floating anchor rod pile and construction method thereof, further improve the anti-pulling force of anchor rod, ensure the structure safety.
SUMMERY OF THE UTILITY MODEL
The utility model aims to provide an anti-floating anchor rod pile.
The purpose of the utility model can be realized by the following technical scheme:
an anti-floating anchor rod pile comprises a first anchor hole and a second anchor hole which are arranged on a rock body, wherein the first anchor hole is communicated with the second anchor hole, the second anchor hole is positioned below the first anchor hole, and the aperture of the second anchor hole is larger than that of the first anchor hole;
an anchor rod system is arranged in the first anchor hole and the second anchor hole;
the anchor rod system comprises a twisted steel, a centering bracket and a variable cross-section steel reinforcement cage;
a plurality of threaded steel bars are fixed on the centering bracket, and one end of each threaded steel bar, which is far away from the ground surface, is fixedly connected with a variable-section steel bar cage through a high-strength nut and a fixing bolt;
a grouting pipe is bound on the twisted steel, the discharging end of the grouting pipe is positioned at the bottom of the second anchor hole, and the feeding end of the grouting pipe is positioned outside the first anchor hole and the second anchor hole;
one end of the spiral stirrup fixedly connected to one end of the threaded steel bar far away from the bottom of the second anchor hole is fixedly mounted on the other end of the spiral stirrup, and one end of the spiral stirrup, the steel backing plate, the structural bottom plate and one end of the threaded steel bar connected with the spiral stirrup are formed through cement paste or concrete pouring and curing.
As a further scheme of the utility model, the surface of the twisted steel bar is coated with an anticorrosive coating.
As a further scheme of the utility model, one end of the twisted steel, which is far away from the ground surface, is fixedly provided with a guide cap.
As a further aspect of the utility model, the spacing between the brackets in adjacent pairs is 2 m.
As a further scheme of the utility model, the variable cross-section reinforcement cage is provided with a limiting pin, the limiting pin is used for limiting the variable cross-section reinforcement cage, when the limiting pin is pulled out, the variable cross-section reinforcement cage can be opened under the action of gravity, the end part of the limiting pin is connected with one end of a limiting pin release rope, and the other end of the limiting pin release rope is positioned outside the first anchor hole and the second anchor hole.
The construction method of the anti-floating anchor rod pile is characterized by comprising the following steps:
firstly, determining hole sites on a rock mass according to requirements, marking, and placing a jet pile machine; the determined hole position is that the hole distance error of the anchor rod in the horizontal and vertical directions is not more than 100mm, and the diameter of the drill bit is not less than 3mm of the designed drilling diameter;
secondly, a drill rod of the jet pile machine is lowered, soil is taken to form a first anchor hole, when the drilling depth of the drill bit reaches a preset depth, the drill bit hole expanding device is adjusted to extrude a rock body according to technological parameters, a second anchor hole with the diameter and the depth meeting requirements is formed through construction, and hole forming construction is completed;
thirdly, fixing and binding the grouting pipe on the twisted steel, connecting a limiting pin release rope on the limiting pin, after the variable cross-section reinforcement cage is assembled, putting the variable cross-section reinforcement cage down, and when the depth meets the effective length of the twisted steel, fixing a reinforcement cage member assembly by adopting a short reinforcement with the length larger than the diameter of the orifice at the orifice position of the first anchor hole;
fourthly, after the twisted steel and the variable cross-section steel reinforcement cage are put in place, the limiting pin is pulled out to enable the variable cross-section steel reinforcement cage to be in an open state, then high-pressure grouting is carried out, cement paste or concrete is injected into the first anchor hole and the second anchor hole, and grouting is stopped after the grout overflows from the hole opening of the first anchor hole;
and fifthly, when the cement paste or the concrete reaches the designed strength, connecting the threaded steel bars with the spiral stirrups and the steel backing plates to form an anchoring section in the installation process of the steel bars of the structural bottom plate, and integrally pouring the anchoring section and the structural bottom plate.
As a further scheme of the utility model, the water cement ratio of the cement paste injected in the fourth step is 0.5, and the grouting pressure is not more than 1.5 MPa.
The utility model has the beneficial effects that:
compared with the prior art, the anti-pulling force of the anchor rod is improved by 3-5 times compared with the common anchor rod, the requirements of the integral stability and the safety of the structure can be met, the construction cost and the construction period can be saved, the construction is combined with effective anti-corrosion measures, the durability of the anchor rod construction is ensured, and the purpose of comprehensive utilization of the anchor rod is achieved.
Drawings
The utility model is described in further detail below with reference to the figures and specific embodiments.
Fig. 1 is a schematic structural view of an anti-floating anchor pile according to the present invention;
fig. 2 is a partial structural schematic view of the anti-floating anchor pile according to the present invention;
fig. 3 is a schematic view of the bottom structure of the anti-floating anchor pile according to the present invention.
In the figure: 1. a rock mass; 2. a first anchor eye; 3. a second anchor eye; 4. a variable cross-section reinforcement cage; 5. fixing the bolt; 6. a guide cap; 7. a spacing pin; 8. the limiting pin releases the rope; 9. twisted steel bars; 10. centering the bracket; 11. a high-strength nut; 12. a grouting pipe; 14. a steel backing plate; 15. a structural floor; 16. and (4) a spiral stirrup.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
An anti-floating anchor pile is shown in figures 1 to 3 and comprises a first anchor hole 2 and a second anchor hole 3 which are arranged on a rock body 1, wherein the first anchor hole 2 is communicated with the second anchor hole 3, the second anchor hole 3 is positioned below the first anchor hole 2, and the aperture of the second anchor hole 3 is larger than that of the first anchor hole 2;
an anchor rod system is arranged in the first anchor hole 2 and the second anchor hole 3;
the anchor rod system comprises a deformed steel bar 9, a centering bracket 10 and a variable cross-section reinforcement cage 4;
the surface of the twisted steel 9 is coated with an anticorrosive coating, a plurality of twisted steel 9 are fixed on the centering bracket 10, one end of the twisted steel 9 far away from the ground surface is fixedly connected with a variable cross-section steel reinforcement cage 4 through a high-strength nut 11 and a fixing bolt 5, and one end of the twisted steel 9 far away from the ground surface is fixedly provided with a guide cap 6;
the distance between the adjacent pairs of brackets 10 is 2 m;
a grouting pipe 12 is bound on the twisted steel 9, the discharging end of the grouting pipe 12 is positioned at the bottom of the second anchor hole 3, and the feeding end of the grouting pipe 12 is positioned outside the first anchor hole 2 and the second anchor hole 3;
the variable cross-section steel bar cage 4 is provided with a limiting pin 7, the limiting pin 7 is used for limiting the variable cross-section steel bar cage 4, when the limiting pin 7 is pulled out, the variable cross-section steel bar cage 4 can be opened under the action of gravity, the end part of the limiting pin 7 is connected with one end of a limiting pin release rope 8, and the other end of the limiting pin release rope 8 is positioned outside the first anchor hole 2 and the second anchor hole 3;
the one end of fixedly connected with spiral stirrup 16 is gone up to the one end that second anchor eye 3 bottom was kept away from to twisted steel 9, and fixed mounting has steel backing plate 14 on the other end of spiral stirrup 16, grout or concrete placement solidification shaping are passed through to spiral stirrup 16, steel backing plate 14, structure bottom plate 15 and twisted steel 9 connection spiral stirrup 16's one end.
The construction method of the anti-floating anchor rod pile comprises the following steps:
firstly, determining hole positions on a rock mass 1 according to requirements, marking, and placing a jet pile machine; the determined hole position is that the hole distance error of the anchor rod in the horizontal and vertical directions is not more than 100mm, and the diameter of the drill bit is not less than 3mm of the designed drilling diameter;
secondly, a drill rod of the jet pile machine is lowered, soil is taken to form a first anchor hole 2, when the drilling depth of the drill bit reaches a preset depth, the drill bit hole expanding device is adjusted to extrude the rock body 1 according to process parameters, a second anchor hole 3 with the diameter and the depth meeting requirements is formed through construction, and hole forming construction is completed;
thirdly, fixing and binding the grouting pipe 12 on the twisted steel 9, connecting a limiting pin release rope 8 on a limiting pin 7, after the variable cross-section reinforcement cage 4 is assembled, putting the variable cross-section reinforcement cage 4 downwards, and when the depth meets the effective length of the twisted steel 9, fixing a reinforcement cage rod assembly by adopting a short reinforcement with the length larger than the diameter of an orifice at the orifice position of the first anchor hole 2;
fourthly, after the twisted steel bars 9 and the variable cross-section reinforcement cage 4 are put in place, the limiting pin 7 is pulled out to enable the variable cross-section reinforcement cage 4 to be in an open state, high-pressure grouting is carried out again, cement paste or concrete is injected into the first anchor hole 2 and the second anchor hole 3, and grouting is stopped after grout overflows from the hole opening of the first anchor hole 2;
wherein the water cement ratio of the cement paste is 0.5, and the grouting pressure is not more than 1.5 MPa;
fifthly, when the cement paste or the concrete reaches the designed strength, in the installation process of the steel bars of the structural bottom plate, the threaded steel bars 9 are connected with the spiral stirrups 16 and the steel backing plate 14 to form anchoring sections, and the anchoring sections and the structural bottom plate 15 are integrally poured.
The foregoing is merely exemplary and illustrative of the present invention, and various modifications, additions and substitutions of the specific embodiments described herein may be made by those skilled in the art without departing from the scope of the utility model as defined in the accompanying claims.
Claims (5)
1. An anti-floating anchor rod pile is characterized by comprising a first anchor hole (2) and a second anchor hole (3) which are formed in a rock body (1), wherein the first anchor hole (2) is communicated with the second anchor hole (3), the second anchor hole (3) is positioned below the first anchor hole (2), and the aperture of the second anchor hole (3) is larger than that of the first anchor hole (2);
an anchor rod system is arranged in the first anchor hole (2) and the second anchor hole (3);
the anchor rod system comprises a deformed steel bar (9), a centering bracket (10) and a variable cross-section reinforcement cage (4);
a plurality of deformed steel bars (9) are fixed on the centering bracket (10), and one end of each deformed steel bar (9) far away from the ground surface is fixedly connected with a variable cross-section steel bar cage (4) through a high-strength nut (11) and a fixing bolt (5);
grouting pipes (12) are bound on the twisted steel bars (9), one discharging ends of the grouting pipes (12) are positioned at the bottoms of the second anchor holes (3), and one feeding ends of the grouting pipes (12) are positioned outside the first anchor holes (2) and the second anchor holes (3);
one end of fixedly connected with spiral stirrup (16) is served to one of keeping away from second anchor eye (3) bottom in twisted steel (9), and fixed mounting has steel backing plate (14) on the other end of spiral stirrup (16), grout or concrete placement solidification shaping are passed through to the one end that spiral stirrup (16) was connected in spiral stirrup (16), steel backing plate (14), structure bottom plate (15) and twisted steel (9).
2. An anti-floating anchor pile according to claim 1, characterised in that the surface of the deformed bar (9) is coated with an anti-corrosive coating.
3. An anti-floating anchor pile according to claim 1, characterised in that the end of the deformed bar (9) remote from the ground surface is fixedly provided with a guide cap (6).
4. An anti-floating anchor pile according to claim 1, characterised in that the spacing between adjacent pairs of brackets (10) is 2 m.
5. An anti-floating anchor pile according to claim 1, characterized in that a limiting pin (7) is arranged on the variable cross-section reinforcement cage (4), the limiting pin (7) is used for limiting the variable cross-section reinforcement cage (4), when the limiting pin (7) is pulled out, the variable cross-section reinforcement cage (4) can be opened under the action of gravity, the end of the limiting pin (7) is connected with one end of a limiting pin release rope (8), and the other end of the limiting pin release rope (8) is positioned outside the first anchor hole (2) and the second anchor hole (3).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120810460.6U CN215759003U (en) | 2021-04-20 | 2021-04-20 | Anti-floating anchor pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120810460.6U CN215759003U (en) | 2021-04-20 | 2021-04-20 | Anti-floating anchor pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN215759003U true CN215759003U (en) | 2022-02-08 |
Family
ID=80095352
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202120810460.6U Expired - Fee Related CN215759003U (en) | 2021-04-20 | 2021-04-20 | Anti-floating anchor pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN215759003U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113186910A (en) * | 2021-04-20 | 2021-07-30 | 中国建筑第四工程局有限公司 | Anti-floating anchor pile and construction method thereof |
-
2021
- 2021-04-20 CN CN202120810460.6U patent/CN215759003U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113186910A (en) * | 2021-04-20 | 2021-07-30 | 中国建筑第四工程局有限公司 | Anti-floating anchor pile and construction method thereof |
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| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20220208 |
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| CF01 | Termination of patent right due to non-payment of annual fee |