CN111412003A - Self-adaptive large-deformation tunnel telescopic grouting anchor rod - Google Patents
Self-adaptive large-deformation tunnel telescopic grouting anchor rod Download PDFInfo
- Publication number
- CN111412003A CN111412003A CN202010181040.6A CN202010181040A CN111412003A CN 111412003 A CN111412003 A CN 111412003A CN 202010181040 A CN202010181040 A CN 202010181040A CN 111412003 A CN111412003 A CN 111412003A
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- sleeve
- rod
- deformation
- anchor rod
- grouting anchor
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- 239000011435 rock Substances 0.000 claims abstract description 52
- 238000004873 anchoring Methods 0.000 claims abstract description 15
- 230000006835 compression Effects 0.000 claims abstract description 14
- 238000007906 compression Methods 0.000 claims abstract description 14
- 239000011440 grout Substances 0.000 claims abstract description 10
- 238000001125 extrusion Methods 0.000 claims abstract description 7
- 230000005489 elastic deformation Effects 0.000 claims abstract description 4
- 230000003044 adaptive effect Effects 0.000 claims description 9
- 238000000034 method Methods 0.000 abstract description 4
- 238000004519 manufacturing process Methods 0.000 abstract description 2
- 238000010276 construction Methods 0.000 description 6
- 239000007788 liquid Substances 0.000 description 5
- 239000003795 chemical substances by application Substances 0.000 description 3
- 239000002002 slurry Substances 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 230000008859 change Effects 0.000 description 1
- 239000003245 coal Substances 0.000 description 1
- 238000004925 denaturation Methods 0.000 description 1
- 230000036425 denaturation Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 239000002360 explosive Substances 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000003860 storage Methods 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
- E21D21/0033—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts having a jacket or outer tube
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0093—Accessories
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a self-adaptive large-deformation tunnel telescopic grouting anchor rod which is used for forming a permanent anchoring structure for surrounding rocks, and comprises a sleeve, wherein the sleeve is hollow and is embedded into the surrounding rocks to form a supporting and anchoring body; the rod body is coaxially provided with a hollow grouting hole along the length direction of the sleeve, extends into the sleeve, and is provided with a plurality of first grout overflow holes at equal intervals along the length direction; the elastic compression devices are circumferentially arranged in the sleeve and are attached to the outer side wall of the rod body and the inner side wall of the sleeve; wherein, it is right as the country rock the telescopic circumference lateral wall produce pressure when the inside extrusion of sleeve lateral wall takes place deformation, pressure acts on elastic compression device, elastic expansion device produces elastic deformation to produce the pretightning force of circumference to the country rock. The method can be widely applied to the technical field of anchor device manufacturing.
Description
Technical Field
The invention relates to the technical field of anchor device manufacturing. More specifically, the invention relates to a self-adaptive large-deformation telescopic grouting anchor rod for a tunnel.
Background
In the construction of high-stress soft rock tunnels, the problem of large deformation of the tunnels is generally difficult to effectively control, and phenomena such as arch center distortion, initial support intrusion clearance and broken anchor rods caused by large deformation sometimes occur. Moreover, collapse and door closing accidents caused by continuous large deformation evolution of the tunnel are also commonly reported. In view of the above problems, the following two types of methods are often adopted for construction of large deformation tunnels, namely, rigid support with strong support and rigid support with anti-release combination.
The deformation of the tunnel surrounding rock can be effectively controlled under partial conditions due to the adoption of pure rigid support and high structural rigidity. However, the structure of the pure rigid support is often heavy, the labor intensity of workers is high, and the support cost is high. The flexible anti-releasing combined supporting mode is adopted, so that the research results are more at present, such as telescopic arches, telescopic anchor rods and the like, but the flexible anti-releasing combined supporting mode is limited by the reasons of complicated telescopic structure, higher cost, troublesome operation and the like, and is less in field application. For a few patents, such as CN201618923.1, active yielding can be achieved, but active support cannot be achieved; patent CN201666188.9 has also played certain initiative and has strutted the reinforcing effect under the scalable condition of realization structure, nevertheless owing to adopt the end anchor mode to carry out the construction, it is only applicable to some semipermanent structures such as coal mine tunnel, can't obtain promoting and applying on permanent supporting construction such as tunnel.
Aiming at the problems, a tunnel type permanent supporting structure needs to be designed, the functions of yielding, active supporting and anti-releasing combination are achieved, surrounding rock is actively supported under the condition of weak surrounding rock, and the larger the deformation of the surrounding rock is, the stronger the supporting resistance provided by an anchor rod is.
Disclosure of Invention
The invention aims to provide a self-adaptive large-deformation tunnel telescopic grouting anchor rod which is stable in structure, adaptive to tunnel surrounding rock deformation and capable of being reinforced by grouting.
To achieve these objects and other advantages and in accordance with the purpose of the invention, there is provided an adaptive large deformation tunnel telescopic grout anchor for forming a permanent anchoring structure to surrounding rock, comprising,
the sleeve is hollow and is embedded into the surrounding rock to form a supporting and anchoring body;
the rod body is coaxially provided with a hollow grouting hole along the length direction of the sleeve, extends into the sleeve, and is provided with a plurality of first grout overflow holes at equal intervals along the length direction;
the elastic compression devices are circumferentially arranged in the sleeve and are attached to the outer side wall of the rod body and the inner side wall of the sleeve;
wherein, it is right as the country rock the telescopic circumference lateral wall produce pressure when the inside extrusion of sleeve lateral wall takes place deformation, pressure acts on elastic compression device, elastic expansion device produces elastic deformation to produce the pretightning force of circumference to the country rock.
Preferably, the sleeve is cylindrical, the rod body is round rod-shaped, and the sleeve and the rod body are coaxially arranged.
Preferably, a circle of interference part is circumferentially arranged on the inner side wall of the sleeve, the interference part is positioned on a section of one end of the rod body extending into the sleeve, and the diameter of the interference part is larger than the hollow inner diameter of the sleeve;
the body of rod stretches into the longitudinal section of telescopic one end is the T type, and the T type edge of a wing is close to one side of sleeve stretching end, with interference portion forms spacing space, installs in this spacing space elasticity telescoping device.
Preferably, the resilient compression means is a spring.
Preferably, the rod body extends into the sleeve, a reserved space is formed between the rod body and the deep bottom of the sleeve barrel, and the first grout overflow hole is communicated with the reserved space.
Preferably, one end of the rod body, which is far away from the end extending into the sleeve, extends out of the sleeve to form a connecting section, and the outer wall of the connecting section is externally threaded and is fixedly screwed through a nut.
Preferably, the wall rock further comprises a tray which is disc-shaped, a through hole is formed in the center of the circle, the through hole is sleeved on the connecting section of the rod body, and one side, close to the sleeve, of the tray is attached to the outer wall of the surrounding rock;
when the screw cap is screwed down, the tray is pushed to displace towards the sleeve direction.
Preferably, the outer side wall of the sleeve is provided with second slurry overflow holes at equal intervals in the circumferential direction.
The invention at least comprises the following beneficial effects:
1. the device comprises an active support and an active yielding, and stress supports with different degrees are formed by arranging an elastic telescopic device;
2. the application range is wide, the grouting reinforcement function is achieved, and the grouting reinforcement structure is suitable for permanent support structures such as highway tunnels;
3. the support device provides a certain prestress for the anchor rod, and simultaneously utilizes the tray to press the surface of the surrounding rock, so as to provide pretightening force for the surface of the surrounding rock, thereby being beneficial to improving the stability of the surrounding rock.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
Fig. 1 is an anchoring schematic view of the large deformation tunnel telescopic grouting anchor rod of the invention;
FIG. 2 is a schematic view of a rod body according to the present invention;
FIG. 3 is a schematic view of the installation of the sleeve, the rod and the spring according to the present invention.
The specification reference numbers indicate: 1. surrounding rocks; 2. a rod body; 3. a nut; 4. a tray; 5. drilling; 6. a spring; 7. a first slurry overflow hole; 8. grouting holes; 9. a sleeve; 10 a second slurry overflow hole; 11. and (4) anchoring ends.
Detailed Description
The present invention is further described in detail below with reference to the attached drawings so that those skilled in the art can implement the invention by referring to the description text.
In the description of the present invention, the terms "lateral", "longitudinal", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are only for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention.
As shown in fig. 1-3, a self-adaptive large deformation tunnel telescopic grouting anchor for forming a permanent anchoring structure to surrounding rock 1, the grouting anchor comprises,
a sleeve 9 which is hollow, and the sleeve 9 is embedded into the surrounding rock 1 to form a supporting and anchoring body;
the rod body 2 is coaxially provided with a hollow grouting hole 8 along the length direction of the sleeve 9, the rod body 2 extends into the sleeve 9, and a plurality of first grout overflow holes 7 are circumferentially arranged on the rod body 2 at equal intervals along the length direction;
the elastic compression devices are circumferentially arranged in the sleeve 9 and are attached to the outer side wall of the rod body 2 and the inner side wall of the sleeve 9;
wherein, it is right when country rock 1 the circumference lateral wall of sleeve 9 produces pressure when the deformation takes place for the inside extrusion of sleeve 9 lateral wall, pressure acts on elastic compression device, elastic expansion device produces elastic deformation to produce the pretightning force of circumference to country rock 1.
In the above technical scheme, sleeve 9 and the body of rod 2 are mutually supported, form the rigid connection structure body that inserts the rock mass, and set up the elastic expansion device between sleeve 9 and the body of rod 2, before carrying out the stock formal execution, according to the surrounding rock 1 buried depth condition, tunnel control measured data, select the stock section that needs were executed, through the sleeve 9 of processing different length, ensure that the stock has enough length anchor to go into in the stable stratum, and the slip casting stock stretches into form anchor end 11 in the surrounding rock, keep fixed in the end of the deep income of messenger's slip casting stock and the stratum.
In another technical scheme, the sleeve 9 is cylindrical, the rod body 2 is round rod-shaped, and the two are coaxially arranged.
In the technical scheme, the circumference of the cylindrical sleeve 9 can be seamlessly embedded into a rock stratum to form circumferential anchoring, and the structure is more stable.
In another technical scheme, a circle of interference part is circumferentially arranged on the inner side wall of the sleeve 9 and is positioned on a section of one end, extending into the sleeve 9, of the rod body 2, and the diameter of the interference part is larger than the hollow inner diameter of the sleeve 9;
the body of rod 2 stretches into the longitudinal section of the one end of sleeve 9 is the T type, and the T type edge of a wing is close to one side of the end is stretched into to sleeve 9, with interference portion forms spacing space, installs in this spacing space elasticity telescoping device.
In another solution, the elastic compression means is a spring 6.
In the above technical solution, the spring 6 is selected from a type having a high rigidity and capable of adapting to a certain degree of extrusion, and is preferably a high-performance compression-resistant spring.
In another technical scheme, the rod body 2 extends into the sleeve 9 to form a reserved space with the deep bottom of the sleeve 9, and the first grout overflow hole 7 is communicated with the reserved space.
In the technical scheme, the reserved space is arranged to adapt to the length change interval of the rod body 2 during installation and when external pressure extrusion occurs, and after the final position of the anchor rod is confirmed, grouting is performed to fill the reserved space with grouting liquid;
wherein, when outside country rock 1 takes place the extrusion and changes, the country rock 1 warp greatly, the power of the 2 compression spring 6 of the body of rod this moment is big more, make reverse pulling force big more, the pretightning force is big more, it is stable when the deformation of country rock 1, or reach when the country rock 1 allows the maximum deflection this moment, pour into the thick liquid into from the grouting hole 8 of the body of rod 2, when the inner chamber of the body of rod 2 is filled up with to the thick liquid, in the circumferential space gap of the first excessive thick liquid hole 7, the infiltration reservation space of second excessive thick liquid hole 10 from sleeve 9 and stratum.
In another technical scheme, one end of the rod body 2, which is far away from the sleeve 9, extends out of the sleeve 9 to form a connecting section, and the outer wall of the connecting section is externally threaded and is fixed and screwed tightly through a nut.
In another technical scheme, the wall rock further comprises a tray 4 which is disc-shaped, a through hole is formed in the center of the circle, the through hole is sleeved on the connecting section of the rod body 2, and one side, close to the sleeve 9, of the tray 4 is attached to the outer wall of the wall rock 1;
wherein, when the screw cap is tightened, the tray 4 is pushed to displace towards the sleeve 9.
In another technical scheme, the outer side wall of the sleeve 9 is provided with second grout outlet holes 10 at equal intervals in the circumferential direction.
In the tunnel construction of a grouting anchor rod, the method comprises the following steps:
(1) selecting a telescopic post-grouting anchor rod section to be applied according to the tunnel geological condition and the monitoring measurement data;
(2) according to the concrete condition of the construction section, the anchor rods with different lengths are processed in a targeted manner, so that the end parts of the anchor rods can be effectively anchored into a stable rock stratum;
(3) selecting one or more explosive cartridge anchoring agents according to the required length of the end anchor and the field condition, horizontally pushing the anchoring agents into the drilled hole 5, driving the anchor rod to rotate through an electric drill, crushing the anchoring agents, and anchoring the tail end of the anchor rod into a stable rock stratum in an end anchor mode;
(4) installing the tray 4 and the nut 3, wherein the tray 4 can be selected according to the concrete condition of the rock wall, and the tray 4 and the like suitable for the field condition;
(5) the anchor bolt nut 3 is screwed down through the torque wrench, anchor bolt tensioning is realized, certain prestress is provided for the anchor bolt, the tray 4 is utilized to reversely press the surface of the surrounding rock 1, and pretightening force is provided for the surface of the surrounding rock 1, so that the excavated tunnel is restored to be stressed in the three-axis direction, and the stability of the surrounding rock 1 is improved;
(6) during the prestressing force application, the torque of the torque wrench can be adjusted according to the actual situation on site, and in the prestressing force application process, the anchor rod structure enables the rod body 2 to displace towards the direction of the reserved space along with the increase of the prestressing force until the torque set by the torque wrench is achieved;
(7) when the local stress is too large, the surrounding rock 1 deforms, the stress of the anchor rod structure changes at the moment, when the deformation pressure of the surrounding rock 1 is greater than the supporting resistance which can be provided by the anchor rod design, the anchor rod structure changes at the moment, the embedded spring 6 is compressed, the structure is lengthened, the anchor rod not only completes the pressure yielding function, but also has better control function on the surrounding rock 1 in the crushing and expansion deformation section because the spring 6 is compressed and the denaturation is larger, the storage capacity of the elastic energy of the spring 6 is larger, the pressure stress reacting on the surrounding rock 1 is larger, and the broken surrounding rock 1 can be effectively prevented from falling to cause casualties;
(8) after the surrounding rock 1 is deformed stably and before the two linings are applied, grouting equipment is adopted to connect the hollow rod body 2, and a high-pressure grouting mode is adopted from 8 openings of grouting holes of the hollow rod body 2 to fill the reserved space, the sleeve 9 and the embedded gap of the surrounding rock 1.
While embodiments of the invention have been described above, it is not limited to the applications set forth in the description and the embodiments, which are fully applicable in various fields of endeavor to which the invention pertains, and further modifications may readily be made by those skilled in the art, it being understood that the invention is not limited to the details shown and described herein without departing from the general concept defined by the appended claims and their equivalents.
Claims (8)
1. A self-adaptive large-deformation tunnel telescopic grouting anchor rod is used for forming a permanent anchoring structure for surrounding rocks and is characterized by comprising a grouting anchor rod,
the sleeve is hollow and is embedded into the surrounding rock to form a supporting and anchoring body;
the rod body is coaxially provided with a hollow grouting hole along the length direction of the sleeve, extends into the sleeve, and is provided with a plurality of first grout overflow holes at equal intervals along the length direction;
the elastic compression devices are circumferentially arranged in the sleeve and are attached to the outer side wall of the rod body and the inner side wall of the sleeve;
wherein, it is right as the country rock the telescopic circumference lateral wall produce pressure when the inside extrusion of sleeve lateral wall takes place deformation, pressure acts on elastic compression device, elastic expansion device produces elastic deformation to produce the pretightning force of circumference to the country rock.
2. The adaptive large-deformation tunnel telescopic grouting anchor rod as claimed in claim 1, wherein the sleeve is cylindrical, the rod body is round rod-shaped, and the two are coaxially arranged.
3. The adaptive large-deformation tunnel telescopic grouting anchor rod according to claim 1, wherein a circle of interference part is circumferentially arranged on the inner side wall of the sleeve, the interference part is positioned on a section of one end, extending into the sleeve, of the rod body, and the diameter of the interference part is larger than the hollow inner diameter of the sleeve;
the body of rod stretches into the longitudinal section of telescopic one end is the T type, and the T type edge of a wing is close to one side of sleeve stretching end, with interference portion forms spacing space, installs in this spacing space elasticity telescoping device.
4. The adaptive large deformation tunnel telescopic grouting anchor rod of claim 1, wherein the elastic compression device is a high-performance compression-resistant spring.
5. The adaptive large-deformation tunnel telescopic grouting anchor rod as claimed in claim 1, wherein the rod body extends into the sleeve to form a reserved space with the deep bottom of the sleeve barrel, and the first grout overflow hole is communicated with the reserved space.
6. The adaptive large-deformation tunnel telescopic grouting anchor rod as claimed in claim 1, wherein one end of the rod body, which is far away from the sleeve, extends out of the sleeve to form a connecting section, the outer wall of the connecting section is externally threaded, and the connecting section is fixedly screwed through a nut.
7. The adaptive large-deformation tunnel telescopic grouting anchor rod as claimed in claim 1, further comprising a tray, wherein the tray is disc-shaped, a through hole is formed in the center of the tray, the through hole is sleeved on the connecting section of the rod body, and one side, close to the sleeve, of the tray is arranged on the outer wall of the surrounding rock in a fit mode;
when the screw cap is screwed down, the tray is pushed to displace towards the sleeve direction.
8. The adaptive large-deformation tunnel telescopic grouting anchor rod as claimed in claim 1, wherein second grout overflow holes are circumferentially and equidistantly formed in the outer side wall of the sleeve.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010181040.6A CN111412003A (en) | 2020-03-16 | 2020-03-16 | Self-adaptive large-deformation tunnel telescopic grouting anchor rod |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010181040.6A CN111412003A (en) | 2020-03-16 | 2020-03-16 | Self-adaptive large-deformation tunnel telescopic grouting anchor rod |
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| Publication Number | Publication Date |
|---|---|
| CN111412003A true CN111412003A (en) | 2020-07-14 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010181040.6A Pending CN111412003A (en) | 2020-03-16 | 2020-03-16 | Self-adaptive large-deformation tunnel telescopic grouting anchor rod |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112627871A (en) * | 2020-12-24 | 2021-04-09 | 上海应用技术大学 | Telescopic automatic pressure relief type anchor rod |
| CN113187519A (en) * | 2021-06-01 | 2021-07-30 | 重庆大学 | Variable prestress supporting method for controlling deformation of tunnel excavation surrounding rock mass |
| CN114370275A (en) * | 2021-12-27 | 2022-04-19 | 山东黄金矿业股份有限公司新城金矿 | Bedrock bolting-grouting impervious supporting structure and construction method thereof |
| CN115788539A (en) * | 2023-02-08 | 2023-03-14 | 中铁二十五局集团有限公司 | Advanced anchor rod capable of enlarging end grouting range |
-
2020
- 2020-03-16 CN CN202010181040.6A patent/CN111412003A/en active Pending
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112627871A (en) * | 2020-12-24 | 2021-04-09 | 上海应用技术大学 | Telescopic automatic pressure relief type anchor rod |
| CN113187519A (en) * | 2021-06-01 | 2021-07-30 | 重庆大学 | Variable prestress supporting method for controlling deformation of tunnel excavation surrounding rock mass |
| CN113187519B (en) * | 2021-06-01 | 2023-03-28 | 重庆大学 | Variable prestress supporting method for controlling deformation of tunnel excavation surrounding rock mass |
| CN114370275A (en) * | 2021-12-27 | 2022-04-19 | 山东黄金矿业股份有限公司新城金矿 | Bedrock bolting-grouting impervious supporting structure and construction method thereof |
| CN115788539A (en) * | 2023-02-08 | 2023-03-14 | 中铁二十五局集团有限公司 | Advanced anchor rod capable of enlarging end grouting range |
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