CN111910627B - Anchoring device and anchoring method - Google Patents
Anchoring device and anchoring method Download PDFInfo
- Publication number
- CN111910627B CN111910627B CN202010871581.1A CN202010871581A CN111910627B CN 111910627 B CN111910627 B CN 111910627B CN 202010871581 A CN202010871581 A CN 202010871581A CN 111910627 B CN111910627 B CN 111910627B
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- pipe
- anchor
- anchor pipe
- anchoring
- piece
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- 238000004873 anchoring Methods 0.000 title claims abstract description 76
- 238000000034 method Methods 0.000 title claims abstract description 18
- 239000004568 cement Substances 0.000 claims abstract description 21
- 239000002002 slurry Substances 0.000 claims abstract description 8
- 239000002689 soil Substances 0.000 claims description 6
- 238000010276 construction Methods 0.000 abstract description 23
- 230000000149 penetrating effect Effects 0.000 abstract description 3
- 238000005553 drilling Methods 0.000 description 7
- 238000005266 casting Methods 0.000 description 5
- 238000009933 burial Methods 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 238000007667 floating Methods 0.000 description 3
- 239000011435 rock Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 230000008707 rearrangement Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
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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
-
- 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
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (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)
- Piles And Underground Anchors (AREA)
Abstract
The invention relates to the field of underground engineering construction, and discloses an anchoring device and an anchoring method. The anchoring device comprises an anchor pipe, an expansion pipe, a pressing piece and a limiting piece. The anchor pipe is provided with a grouting hole penetrating through the wall thickness direction, the expansion pipe is sleeved on the outer side of the anchor pipe, the pressing piece is used for pressing the expansion pipe downwards to expand and deform, the limiting piece is arranged on the pressing piece, and when the limiting piece is in abutting connection with the top end of the anchor pipe, the pressing piece is pressed downwards in place. The anchoring method comprises the steps of S1, placing an anchor pipe with an expansion pipe sleeved at the bottom into a pre-dug foundation pit, S2, pressing the expansion pipe by adopting a pressing piece until a limiting piece on the pressing piece is abutted against the top end of the anchor pipe, and fully expanding and deforming the expansion pipe, S3, taking out the pressing piece, and injecting cement slurry into the anchor pipe until the anchor pipe and the foundation pit are filled with the cement slurry. The expansion pipe is sleeved on the anchor pipe, the pressing piece is guaranteed to be pressed down in place through the limiting piece, the expansion pipe is guaranteed to be completely expanded and deformed, and the anchoring force of the anchor pipe is further improved. The whole anchoring operation is simple, and the construction efficiency is high.
Description
Technical Field
The invention relates to the field of underground engineering construction, in particular to an anchoring device and an anchoring method.
Background
During underground engineering construction, the anchor pipe is used for controlling the sedimentation and large deformation of soil or surrounding rock so as to ensure the construction safety. Aiming at the construction of a high-water-level basement or a basement with larger burial depth, the problems of limited anchoring force of the anchor pipes and more anchor pipes are solved, and the construction quality and the construction progress are affected.
Disclosure of Invention
The invention aims to provide an anchoring device and an anchoring method, wherein the anchoring force of an anchor pipe is large, the construction quality is high, and the construction speed is high.
In order to achieve the above object, the following technical scheme is provided:
in a first aspect, there is provided an anchoring device comprising:
The anchor pipe is provided with a grouting hole penetrating through the wall thickness direction;
the expansion pipe is sleeved on the outer side of the anchor pipe;
the pressing piece is used for pressing the expansion pipe to expand and deform;
and the limiting piece is arranged on the pressing piece, and when the limiting piece is abutted with the top end of the anchor pipe, the pressing piece is pressed down in place.
As a preferable mode of the anchoring device, the pressing piece is provided with a plurality of connecting holes, a plurality of connecting holes are arranged at intervals along the pressing direction of the pressing piece, and the limiting piece can be selectively connected with any connecting hole.
As a preferred scheme of the anchoring device, the anchoring device further comprises a locking piece, after the pressing piece is pressed down in place, the locking piece of the pressing piece is locked on the anchor tube, and the locking piece is detachably connected with the pressing piece and the anchor tube.
As a preferable mode of the anchoring device, a lifting hole is formed in the upper portion of the pressing piece, and the lifting hole is used for being clamped into a lifting hook of the lifting device to lift the pressing piece.
As a preferred embodiment of the anchoring device, the hold-down element is tubular, and the tubular hold-down element can be axially movably sleeved on the anchor tube.
As a preferred solution of the anchoring device, the bottom end of the hold-down piece is provided with a flange which is able to press against the top end of the expansion tube.
As a preferable mode of the anchoring device, the bottom end of the anchor pipe is provided with an anchoring structure, the bottom end of the expansion pipe is propped against the anchoring structure, and the anchoring structure can be inserted into a soil layer at the bottom of the foundation pit.
As a preferred embodiment of the anchoring device, the anchoring structure is of inverted conical shape.
In a second aspect, an anchoring method is provided, and the anchoring device is adopted, where the anchoring method includes:
S1, lowering an expansion pipe and an anchor pipe into a foundation pit, wherein the expansion pipe is sleeved on the anchor pipe;
s2, driving the lower pressing piece to press the expansion pipe until a limiting piece on the lower pressing piece is abutted with the top end of the anchor pipe, and expanding and deforming the expansion pipe until the expansion pipe abuts against the inner wall of the foundation pit;
And S3, taking out the lower pressing piece, and injecting cement paste into the anchor pipe until the anchor pipe and the foundation pit are filled with the cement paste.
As a preferred embodiment of the anchoring method, after step S2 and before step S3, the method further comprises:
And the locking piece is used for locking the lower pressing piece on the anchor pipe, and the locking piece is removed after the pressure is maintained for a preset time so as to reduce the rebound of the expansion pipe.
The beneficial effects of the invention are as follows:
In the anchoring device provided by the invention, the anchor pipe sleeved with the expansion pipe is placed into a pre-dug foundation pit, the pressing-down piece is used for pressing the expansion pipe to expand and deform, the limiting piece is arranged on the pressing-down piece, and when the limiting piece is abutted with the top end of the anchor pipe, the pressing-down piece is indicated to be pressed down in place, so that the expansion pipe is ensured to fully expand and deform. After the expansion pipe is deformed, the pressing piece is removed, cement paste is filled into the anchor pipe, and part of cement paste flows into the space between the anchor pipe and the wall of the foundation pit through the grouting holes. And when the cement paste fills the space between the anchor pipe and the wall of the foundation pit and the space between the anchor pipe and the wall of the foundation pit, the anchor of the anchor pipe is completed. By arranging the expansion pipe, the anchoring force of the anchor pipe is improved, and the anchor pipe has strong anti-floating and anti-pulling capabilities and high construction quality, especially for the construction of a high-water-level basement or a basement with larger burial depth, and meanwhile, the number of the anchor pipes can be reduced, and the construction cost is saved. Through setting up the locating part, guarantee to push down the casting die and put in place to guarantee that the expansion pipe takes place abundant expansion deformation. The pressing down piece is not pressed down in place, so that the expansion pipe is not deformed sufficiently, and the anchoring force of the anchor pipe is not enough. Excessive pressing of the hold-down piece can cause excessive deformation of the expansion pipe and failure.
According to the anchoring method provided by the invention, the expansion pipe is sleeved on the anchor pipe, so that the anchoring force of the anchor pipe is improved, and the lower pressing piece is ensured to be pressed down in place by arranging the limiting piece on the lower pressing piece, so that the expansion pipe is ensured to be fully expanded and deformed, and the anchoring force of the anchor pipe is further improved. The whole anchoring operation is simple, and the construction efficiency is high.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the following description will briefly explain the drawings needed in the description of the embodiments of the present invention, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and other drawings may be obtained according to the contents of the embodiments of the present invention and these drawings without inventive effort for those skilled in the art.
FIG. 1 is a schematic view of an anchor tube according to an embodiment of the present invention;
FIG. 2 is a schematic view of an expansion pipe (undeformed) according to an embodiment of the present invention;
FIG. 3 is a schematic view of a pressing member according to an embodiment of the present invention;
fig. 4 is a schematic diagram of an anchoring process according to an embodiment of the present invention.
Reference numerals:
10-foundation pit, 20-cement paste;
1-anchor pipe, 2-expansion pipe, 3-hold-down piece and 4-limit piece;
11-grouting holes, 12-anchoring structures;
31-connecting holes, 32-lifting holes and 33-flanges.
Detailed Description
In order to make the technical problems solved, the technical solutions adopted and the technical effects achieved by the present invention more clear, the technical solutions of the embodiments of the present invention will be described in further detail below with reference to the accompanying drawings, and it is obvious that the described embodiments are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
In the description of the present invention, it should be noted that the directions or positional relationships indicated by the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "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 devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying relative importance. Wherein the terms "first position" and "second position" are two different positions.
In the description of the present invention, unless explicitly specified and limited otherwise, the terms "mounted," "connected," and "connected" are to be construed broadly, and may be, for example, fixedly connected or detachably connected, mechanically connected or electrically connected, directly connected or indirectly connected through intermediaries, or may 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.
As shown in fig. 1 to 4, the present embodiment provides an anchoring device including an anchor tube 1, an expansion tube 2, a hold-down member 3, and a stopper 4. The anchor tube 1 is provided with a grouting hole 11 penetrating the wall thickness direction thereof. The expansion pipe 2 is sleeved at the bottom of the anchor pipe 1. The anchor pipe 1 sleeved with the expansion pipe 2 is placed in the foundation pit 10 dug in advance. The hold-down piece 3 is used for holding down the expansion pipe 2 for expansion deformation. The limiting piece 4 is arranged on the hold-down piece 3, and when the limiting piece 4 is abutted with the top end of the anchor pipe 1, the position of the hold-down piece 3 is indicated to be pressed down in place, and the expansion pipe 2 is ensured to be fully expanded and deformed. After the expansion pipe 2 is deformed, the pressing piece 3 is removed, cement slurry 20 is filled into the anchor pipe 1, and part of cement slurry 20 flows into the space between the anchor pipe 1 and the wall of the foundation pit 10, the inside of the expansion pipe 2 and the space between the expansion pipe 2 and the inner wall of the foundation pit 10 through the grouting holes 11. When the cement paste 20 fills the anchor pipe 1 and the space between the anchor pipe 1 and the wall of the foundation pit 10, the inside of the expansion pipe 2, and the space between the expansion pipe 2 and the inner wall of the foundation pit 10, the anchoring of the anchor pipe 1 is completed.
By arranging the expansion pipe 2, the anchoring force of the anchor pipe 1 is improved, and the anchor pipe 1 has strong anti-floating and anti-pulling capabilities and high construction quality, especially for the construction of a high-water-level basement or a basement with a large burial depth, and meanwhile, the setting quantity of the anchor pipe 1 can be reduced, and the construction cost is saved. By arranging the limiting piece 4, the pressing piece 3 is guaranteed to be pressed in place, and therefore the expansion pipe 2 is guaranteed to be fully expanded and deformed. The pressing down of the pressing down piece 3 is not in place, which causes insufficient deformation of the expansion pipe 2 and insufficient anchoring force of the anchor pipe 1. Excessive pressing of the hold-down member 3 may cause excessive deformation of the expansion pipe 2 to fail.
Illustratively, the grouting holes 11 are provided in plurality. The grouting holes 11 are arranged in a plurality of rows, the grouting holes 11 in the plurality of rows are arranged at intervals along the circumferential direction of the anchor pipe 1, the grouting holes 11 in each row are arranged at intervals along the axial direction of the anchor pipe 1, and the grouting holes 11 in the adjacent rows are arranged in a staggered manner. The cement paste 20 injected into the anchor pipe 1 continuously flows downward in the anchor pipe 1 while a part of the cement paste 20 flows to the space between the anchor pipe 1 and the inner wall of the foundation pit 10 through the grouting holes 11. By providing a plurality of grouting holes 11 arranged at intervals along the circumferential direction of the anchor pipe 1, the cement paste 20 is uniformly guided to the space between the anchor pipe 1 and the inner wall of the foundation pit 10. The plurality of grouting holes 11 in each column are arranged at intervals along the axial direction of the anchor pipe 1, so that cement paste 20 can axially fill the space between the anchor pipe 1 and the inner wall of the foundation pit 10, the inside of the expansion pipe 2 and the space between the expansion pipe 2 and the inner wall of the foundation pit 10.
Alternatively, the grouting holes 11 have a hole diameter of 5mm to 10mm, the adjacent grouting holes 11 in each column have a pitch of 250mm to 500mm, and the bottommost grouting hole 11 is spaced from the bottom end of the anchor tube 1 by a distance of 250mm to 500mm.
Illustratively, the grouting holes 11 may be cylindrical holes. Or the section size of the grouting holes 11 is gradually reduced from inside to outside along the wall thickness direction of the anchor pipe 1, so that the resistance of the cement paste 20 passing through the grouting holes 11 is reduced, and the filling capacity of the cement paste 20 to the space of the anchor pipe 1 and the inner wall of the foundation pit 10 is improved. The grouting holes 11 may be tapered.
Preferably, the bottom of anchor pipe 1 is provided with anchor structure 12, and the bottom of expansion pipe 2 supports and leans on anchor structure 12, and anchor structure 12 inserts in the soil layer of the bottom of foundation ditch 10, prevents to push down casting die 3 and is pushing down expansion pipe 2 and follow-up in-process of pouring, and anchor pipe 1 takes place to rock in foundation ditch 10, guarantees the straightness that hangs down of anchor pipe 1. Illustratively, the anchor structure 12 is inverted conical, facilitating insertion of the anchor structure 12 into the soil layer at the bottom of the foundation pit 10. The anchoring structure 12 is also provided with a through grouting hole 11, so that the connection strength of the anchor pipe 1 and the foundation pit 10 is improved.
Illustratively, the hold down 3 is provided with a connecting hole 31. The limiting piece 4 can be a polished rod, and the limiting piece 4 is penetrated with a connecting hole 31. Or the limiting piece 4 is a screw or a bolt, and the limiting piece 4 is in threaded connection with the connecting hole 31.
Optionally, the connecting hole 31 is provided with a plurality of, and a plurality of connecting holes 31 are arranged along the pushing down direction interval of pushing down piece 3, and locating part 4 can selectively cooperate with arbitrary connecting hole 31, realizes pushing down the regulation of degree of depth of pushing down piece 3 to adapt to the expansion pipe 2 of the anchor pipe 1 of co-altitude or different deflection, the adaptability of pushing down piece 3 is strong.
Optionally, the upper portion of the hold-down member 3 is provided with a lifting hole 32. The lifting hole 32 is used to be snapped into a hook of a lifting device to lift the hold-down piece 3. After the pressure maintaining of the expansion pipe 2 is completed, the hold-down piece 3 can be lifted out of the foundation pit 10 through a lifting device.
In this embodiment, the hold-down member 3 is tubular. The tubular hold-down element 3 is axially movably sleeved on the anchor tube 1. Through setting the lower casting die 3 into the tubulose, the coaxial cover of tubulose lower casting die 3 is located on anchor pipe 1, guarantees that lower casting die 3 applys the even down force of circumference to expansion pipe 2, guarantees that expansion pipe 2 warp evenly. Of course, in other embodiments, the hold-down member 3 may have other shapes such as a rod, as long as it can extend into the space between the anchor tube 1 and the foundation pit 10 to hold down the expansion tube 2.
Preferably, the bottom end of the hold-down piece 3 is provided with a flange 33, the flange 33 is propped against the top end of the expansion pipe 2, the contact area between the hold-down piece 3 and the expansion pipe 2 is increased, the expansion pipe 2 is promoted to deform, and the hold-down operation of the hold-down piece 3 is more labor-saving.
Optionally, the anchoring device further comprises a locking member. After the hold-down piece 3 is pressed down in place, the locking piece locks the hold-down piece 3 with the anchor tube 1 to pressurize the expansion tube 2. The locking piece is detachably connected with the lower pressing piece 3 and the anchor pipe 1, and after the pressure is maintained for a preset time, the locking piece is removed, and the lower pressing piece 3 is taken out. By keeping the pressure of the expansion pipe 2 for a preset time, rebound of the expansion pipe 2 is reduced, and the anchoring force of the anchor pipe 1 is ensured. The hold-down piece 3 can be driven to repeatedly move up and down for a plurality of times, so that the hold-down piece 3 and the anchor tube 1 are locked by the locking piece after the expansion tube 2 is completely deformed.
Illustratively, the locking member is a screw or bolt. The lower pressing piece 3 is provided with a through hole, the anchor pipe 1 is provided with a threaded hole, and the locking piece is in threaded fit with the threaded hole on the anchor pipe 1 after passing through the through hole so as to lock the lower pressing piece 3 and the anchor pipe 1. Or only a threaded hole is formed in the hold-down piece 3, the locking piece is in threaded fit with the threaded hole, and meanwhile the locking piece penetrates through the threaded hole and abuts against the side wall of the anchor tube 1 so as to lock the hold-down piece 3 with the anchor tube 1.
In the anchoring device provided by the embodiment, by arranging the expansion pipe 2, the anchoring force of the anchor pipe 1 is improved, and particularly, the anchoring device is particularly suitable for the construction of a high-water-level basement or a basement with larger burial depth, the anti-floating and anti-pulling capabilities of the anchor pipe 1 are high, the construction quality is high, meanwhile, the setting quantity of the anchor pipe 1 can be reduced, and the construction cost is saved. By arranging the limiting piece 4, the pressing piece 3 is guaranteed to be pressed in place, and therefore the expansion pipe 2 is guaranteed to be fully expanded and deformed. The pressing down of the pressing down piece 3 is not in place, which causes insufficient deformation of the expansion pipe 2 and insufficient anchoring force of the anchor pipe 1. Excessive pressing of the hold-down member 3 may cause excessive deformation of the expansion pipe 2 to fail.
Referring to fig. 4, this embodiment further provides an anchoring method, which includes:
S1, the expansion pipe 2 and the anchor pipe 1 are placed in a pre-dug foundation pit 10, and the expansion pipe 2 is sleeved on the anchor pipe 1.
When the foundation pit 10 is excavated, firstly, a construction site is leveled, measurement and positioning are carried out at the place where the anchor pipe 1 needs to be arranged on the foundation pit 10, and drilling holes are marked. Before drilling operation, the angle of the drilling machine is adjusted, drilling is carried out at the place marked by the anchoring machine, and the drilling machine is started until the drilling machine drills to a preset depth. And (5) clearing the hole after the drilling is finished. Thereafter, the anchor pipe 1 is lowered into the foundation pit 10. The anchoring structure 12 at the bottom of the anchor pipe 1 is inserted into the soil layer at the bottom of the foundation pit 10.
S2, driving the pressing piece 3 to press the expansion pipe 2 until the limiting piece 4 on the pressing piece 3 abuts against the top end of the anchor pipe 1, and expanding and deforming the expansion pipe 2 until the expansion pipe abuts against the inner wall of the foundation pit 10.
And the hold-down piece 3 is locked on the anchor pipe 1 by adopting a locking piece, and the locking piece is removed after the expansion pipe 2 is subjected to pressure maintaining for a preset time so as to reduce rebound of the expansion pipe 2.
And S3, taking out the hold-down piece 3, and injecting cement slurry 20 into the anchor pipe 1 until the cement slurry 20 fills the space between the anchor pipe 1 and the wall of the foundation pit 10 and the anchor pipe 1. The anchoring construction of one anchor pipe 1 is completed.
In the anchoring method provided by the embodiment, the expansion pipe 2 is sleeved on the anchor pipe 1, so that the anchoring force of the anchor pipe 1 is improved, and the pressing piece 3 is ensured to be pressed down in place by arranging the limiting piece 4 on the pressing piece 3, so that the expansion pipe 2 is ensured to be completely expanded and deformed, and the anchoring force of the anchor pipe 1 is further improved. The whole anchoring operation is simple, and the construction efficiency is high.
Note that the above is only a preferred embodiment of the present invention and the technical principle applied. It will be understood by those skilled in the art that the present invention is not limited to the particular embodiments described herein, but is capable of various obvious changes, rearrangements and substitutions as will now become apparent to those skilled in the art without departing from the scope of the invention. Therefore, while the invention has been described in connection with the above embodiments, the invention is not limited to the embodiments, but may be embodied in many other equivalent forms without departing from the spirit or scope of the invention, which is set forth in the following claims.
Claims (9)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010871581.1A CN111910627B (en) | 2020-08-26 | 2020-08-26 | Anchoring device and anchoring method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010871581.1A CN111910627B (en) | 2020-08-26 | 2020-08-26 | Anchoring device and anchoring method |
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| CN111910627A CN111910627A (en) | 2020-11-10 |
| CN111910627B true CN111910627B (en) | 2025-03-28 |
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| CN202010871581.1A Active CN111910627B (en) | 2020-08-26 | 2020-08-26 | Anchoring device and anchoring method |
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| CN115478798B (en) * | 2021-06-15 | 2024-03-22 | 中国石油天然气股份有限公司 | Multi-anchor pipe ocean hydrate drilling and production wellhead supporting device based on power anchor penetration |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109296335A (en) * | 2018-10-22 | 2019-02-01 | 中国石油天然气集团有限公司 | Expansion Tube Packer |
| CN111501746A (en) * | 2020-04-27 | 2020-08-07 | 辽宁沈通电力桩基础研发有限公司 | Rock self-locking anchor rod |
| CN212427089U (en) * | 2020-08-26 | 2021-01-29 | 南京长江都市建筑设计股份有限公司 | Anchoring device |
Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN205225300U (en) * | 2015-12-24 | 2016-05-11 | 山东科技大学 | Inflation lets pressure stock |
| CN107143361B (en) * | 2017-05-18 | 2019-06-14 | 中铁隧道集团有限公司 | It is a kind of can mechanical swelling and can it is partially recycled lock foot anchor tube application method |
| CN108360514B (en) * | 2018-04-12 | 2020-07-07 | 河海大学 | Rotary extrusion double-layer nested dish-shaped enlarged footing anchor rod and use method thereof |
| CN210031794U (en) * | 2019-04-10 | 2020-02-07 | 中铁二十四局集团新余工程有限公司 | Soft rock tunnel combined type hollow grouting anchor rod and anchor rod assembly |
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Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109296335A (en) * | 2018-10-22 | 2019-02-01 | 中国石油天然气集团有限公司 | Expansion Tube Packer |
| CN111501746A (en) * | 2020-04-27 | 2020-08-07 | 辽宁沈通电力桩基础研发有限公司 | Rock self-locking anchor rod |
| CN212427089U (en) * | 2020-08-26 | 2021-01-29 | 南京长江都市建筑设计股份有限公司 | Anchoring device |
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