CN113847038B - Single-row steel pipe advanced grouting reinforcement method - Google Patents
Single-row steel pipe advanced grouting reinforcement method Download PDFInfo
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- CN113847038B CN113847038B CN202111127588.3A CN202111127588A CN113847038B CN 113847038 B CN113847038 B CN 113847038B CN 202111127588 A CN202111127588 A CN 202111127588A CN 113847038 B CN113847038 B CN 113847038B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 40
- 239000010959 steel Substances 0.000 title claims abstract description 40
- 238000000034 method Methods 0.000 title claims abstract description 21
- 230000002787 reinforcement Effects 0.000 title claims abstract description 20
- 238000007664 blowing Methods 0.000 claims abstract description 121
- 239000007788 liquid Substances 0.000 claims abstract description 34
- 239000003365 glass fiber Substances 0.000 claims abstract description 12
- 238000004519 manufacturing process Methods 0.000 claims abstract description 12
- 239000003795 chemical substances by application Substances 0.000 claims abstract description 7
- 238000005520 cutting process Methods 0.000 claims abstract description 7
- 239000002689 soil Substances 0.000 claims abstract description 6
- 230000000149 penetrating effect Effects 0.000 claims abstract description 4
- 238000005086 pumping Methods 0.000 claims abstract description 4
- 238000004804 winding Methods 0.000 claims abstract description 4
- 238000009412 basement excavation Methods 0.000 claims description 13
- 239000004567 concrete Substances 0.000 claims description 12
- 238000003780 insertion Methods 0.000 claims description 12
- 230000037431 insertion Effects 0.000 claims description 12
- 239000004576 sand Substances 0.000 claims description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 8
- 230000000903 blocking effect Effects 0.000 claims description 7
- NBIIXXVUZAFLBC-UHFFFAOYSA-N Phosphoric acid Chemical compound OP(O)(O)=O NBIIXXVUZAFLBC-UHFFFAOYSA-N 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 238000005553 drilling Methods 0.000 claims description 5
- 238000002347 injection Methods 0.000 claims description 4
- 239000007924 injection Substances 0.000 claims description 4
- 229910000147 aluminium phosphate Inorganic materials 0.000 claims description 3
- 235000019353 potassium silicate Nutrition 0.000 claims description 3
- 239000011378 shotcrete Substances 0.000 claims description 3
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 3
- 238000005507 spraying Methods 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 238000010276 construction Methods 0.000 description 6
- 239000002002 slurry Substances 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 238000009434 installation Methods 0.000 description 4
- 238000007789 sealing Methods 0.000 description 4
- 239000011435 rock Substances 0.000 description 3
- 238000011105 stabilization Methods 0.000 description 3
- 238000004140 cleaning Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a single-row steel pipe advanced grouting reinforcement method, which comprises the following steps: step 1, manufacturing a catheter, namely manufacturing a DN20 steel pipe; step 2, manufacturing a blowing pipe, namely cutting a DN20 steel pipe into a first blowing pipe and a second blowing pipe with the lengths of 4m and 2m by adopting the DN20 steel pipe; step 3, blowing and forming holes; step 4, installing a guide pipe, winding glass fiber on the position, close to the guide pipe flange plate, of the pipe sections of the first pipe section and the second pipe section, filling a curing agent between the glass fiber and the guide pipe flange plate, and respectively inserting the first pipe section and the second pipe section into the first blowing pipe and the second blowing pipe after the treatment is finished; and 5, preparing grouting liquid, namely pumping the grouting liquid into the first pipe section and the second pipe section through a high-pressure grouting pump, and penetrating the grouting liquid into the soil layer through grouting holes of the first pipe section and the second pipe section. The method can effectively seal the orifice, and is not easy to generate guniting; and after grouting, a staggered reinforcement structure is formed, so that the reinforcement is firmer.
Description
Technical Field
The invention belongs to the technical field of tunnel construction, and particularly relates to a single-row steel pipe advanced grouting reinforcement method.
Background
The advanced small conduit grouting is to drive the small conduit with holes on the wall of the conduit into the ground along the tunnel excavation contour line outwards, and grouting the slurry into the conduit under a certain pressure, so that the surrounding rock mass in the tunnel can be pre-reinforced and surrounding rock crack water can be blocked, and the advanced pre-support effect can be achieved; when the hole is very easy to collapse after being drilled in the weak and broken stratum and the advanced anchor rod is difficult to apply or the structural section is larger, the advanced small guide pipe support is adopted, and the advanced small guide pipe support is required to be matched with the steel arch frame for use, and can also be used for advanced grouting reinforcement on the ground; when the pilot tunnel exists, radial grouting reinforcement can be carried out on the periphery of the tunnel in the pilot tunnel, and the method is suitable for sand layers, sand gravel layers, fault breaking zones, weak surrounding rock shallow buried sections or sections for treating collapse and the like with short self-stabilization time. Small-conduit grouting is a measure of shallow-buried undercut tunnel support.
At present, a small guide pipe commonly used in China adopts a hot-rolled seamless steel pipe with the outer diameter phi of 42mm and the wall thickness of 3.5mm, the front end of the steel pipe is in a sharp cone shape, the tail part is welded with phi 6 stiffening hoops so as to prevent the end part from cracking when the small guide pipe is arranged, the connection of grouting pipes is affected, the tail part length is 100cm, the small guide pipe is used as a non-drilling grouting section, four rows of phi 10mm holes are drilled on the periphery of the pipe wall, the hole spacing is 15 cm, and the small guide pipe is arranged in a plum blossom shape.
For example, the chinese patent application No. CN201911214192.5 discloses a construction method of a pre-reinforcing system for a small advance pipe, which includes the following steps:
s1, measuring and positioning a mounting hole according to a design scheme, and drilling and cleaning the mounting hole after positioning;
s2, installing an outer-layer advance small catheter, and installing the advance small catheter in the installation hole of the outer layer drilled in the step S1;
s3, checking whether the installation quality of the advanced small catheter on the outer layer meets the requirement, and if not, repeating the steps S2-S3;
s4, sequentially installing the middle-layer advance small guide pipe and the inner-layer advance small guide pipe, checking whether the installation quality of the advance small guide pipe meets the quality requirement, and repeating the step if the installation quality of the advance small guide pipe does not meet the quality requirement;
s5, proportioning and preparing slurry according to construction geology;
s6, performing double-control high-pressure grouting on the advanced small guide pipes of the outer layer, the middle layer and the inner layer respectively, finishing grouting after reaching the designed grouting amount or the designed grouting pressure, and plugging the pipe orifice of the advanced small guide pipe by adopting a grouting stop plug;
and S7, checking the grouting effect in the step S6, if the grouting effect does not meet the quality requirement, performing grouting, and if the grouting effect meets the quality requirement, adding a backing plate at the end part of the small lead pipe and welding the tail part of the small lead pipe on an arch frame.
The prior art discloses a construction method of an advanced small duct pre-reinforcement system, which adopts a conventional small duct and has the following technical problems in the actual use process:
by adopting a conventional small conduit, the grouting pressure is low, and a good reinforcing effect cannot be achieved;
the small guide pipe is easy to spray and leak slurry in the grouting process.
Based on the technical problems in the prior art, the invention provides a single-row steel pipe advanced grouting reinforcement method.
Disclosure of Invention
The invention provides a single-row steel pipe advanced grouting reinforcement method.
The invention adopts the following technical scheme:
the method for reinforcing the advanced grouting of the single-row steel pipes comprises the following steps:
step 1, manufacturing a conduit, namely manufacturing a DN20 steel pipe, cutting the DN20 steel pipe into a first pipe section and a second pipe section with the lengths of 4m and 2m, turning a section of screw thread at the front ends of the first pipe section and the second pipe section, drilling grouting holes on the pipe sections of the first pipe section and the second pipe section, fixedly mounting a conduit flange plate at the rear ends of the screw threads of the first pipe section and the second pipe section, and plugging the rear end openings of the first pipe section and the second pipe section;
step 2, manufacturing a blowing pipe, namely cutting a DN20 steel pipe into a first blowing pipe and a second blowing pipe with the lengths of 4m and 2m by adopting the DN20 steel pipe, and turning a section of screw threads at the front ends of the first blowing pipe and the second blowing pipe for connecting with a ball valve of a high-pressure air pipe;
step 3, blowing and forming holes, namely respectively communicating the first blowing pipe and the second blowing pipe with ball valves of the high-pressure air pipes through threads, abutting the rear ends of the first blowing pipe and the second blowing pipe against the sand layer excavation surface, opening the ball valves, blowing high-pressure air out of the rear ends of the steel pipes, gradually blowing out holes of the sand layers, stretching the first blowing pipe and the second blowing pipe along the blowing direction along with the blowing, and finishing the blowing along with the blowing until the blowing depth of the first blowing pipe is larger than the insertion depth of the first pipe section and the blowing depth of the second blowing pipe is larger than the insertion depth of the second pipe section;
step 4, installing a guide pipe, winding glass fiber on the position, close to the guide pipe flange plate, of the pipe sections of the first pipe section and the second pipe section, filling a curing agent between the glass fiber and the guide pipe flange plate, and respectively inserting the first pipe section and the second pipe section into the first blowing pipe and the second blowing pipe after the treatment is finished;
and 5, preparing grouting liquid, namely pumping the grouting liquid into the first pipe section and the second pipe section through a high-pressure grouting pump, and penetrating the grouting liquid into the soil layer through grouting holes of the first pipe section and the second pipe section.
Further, in the step 3, the straight line distance between the abutting position of the first blowing pipe and the abutting position of the second blowing pipe and the tunnel excavation contour line is 500-1000mm.
Further, in the step 3, the first blowing pipe and the second blowing pipe are arranged at intervals of 300mm; the injection direction of the first blowing pipe and the second blowing pipe is 80-85 degrees with the direction of the excavation surface.
Further, in the step 3, the blowing depth to the first blowing pipe is 100mm more than the insertion depth of the first pipe section, the blowing depth to the second blowing pipe is 100mm more than the insertion depth of the second pipe section, and the hole blowing is completed.
In step 5, grouting is performed from top to bottom, and the first pipe section is poured and then the second pipe section is poured.
Further, in the step 3, after the blowing hole is completed, the blowing hole is temporarily blocked by a blocking rod, concrete is sprayed in the range of the excavation surface, wherein the thickness of the sprayed concrete is 50-100mm, and the blocking rod is pulled out after the concrete is not dried.
In step 3, after the concrete is dried, blowing holes are performed again, and gravel in the holes is blown out.
In step 1, the first pipe section and the second pipe section are connected with the check valve through threads at the front ends of the first pipe section and the second pipe section.
Further, in step 5, the grouting liquid comprises a first grouting liquid and a second grouting liquid, the first grouting liquid comprises 10 parts of water and 20 parts of water glass, the second grouting liquid comprises 10 parts of water and 60 parts of phosphoric acid, and when the grouting liquid is used for grouting, the first grouting liquid and the second grouting liquid are injected in equal proportion, are combined at a high-pressure grouting valve, and are injected into the first pipe section and the second pipe section.
Compared with the prior art, the invention has the advantages that:
1. according to the single-row steel pipe advanced grouting reinforcement method, the conduit flange plate is fixedly arranged at the rear ends of the threads of the first pipe section and the second pipe section, the glass fiber is wound at the position close to the conduit flange plate, and the curing agent is filled between the glass fiber and the conduit flange plate, so that the hole is effectively sealed, and the spraying slurry is not easy to generate;
2. according to the single-row steel pipe advanced grouting reinforcement method, the first pipe section and the second pipe section with different lengths are adopted, and the staggered reinforcement structure is formed after grouting, so that the reinforcement is firmer.
Drawings
FIG. 1 is a schematic view of a first pipe section according to an embodiment of the present invention;
FIG. 2 is a schematic illustration of welding a first pipe segment and a second pipe segment together in accordance with an embodiment of the present invention.
Detailed Description
In order that the above-recited objects, features and advantages of the present invention can be more clearly understood, a more particular description of the invention will be rendered by reference to specific embodiments thereof which are illustrated in the appended drawings, it being understood that the embodiments and features of the embodiments may be combined with each other without conflict.
Examples
The single-row steel pipe advanced grouting reinforcement method comprises the following steps:
step 1, manufacturing a conduit, namely manufacturing a DN20 steel pipe, cutting the DN20 steel pipe into a first pipe section and a second pipe section with the lengths of 4m and 2m, turning a section of screw thread at the front ends of the first pipe section and the second pipe section, drilling grouting holes on the pipe sections of the first pipe section and the second pipe section, fixedly mounting a conduit flange plate at the rear ends of the screw threads of the first pipe section and the second pipe section, and plugging the rear end openings of the first pipe section and the second pipe section;
step 2, manufacturing a blowing pipe, namely cutting a DN20 steel pipe into a first blowing pipe and a second blowing pipe with the lengths of 4m and 2m by adopting the DN20 steel pipe, and turning a section of screw threads at the front ends of the first blowing pipe and the second blowing pipe for connecting with a ball valve of a high-pressure air pipe;
step 3, blowing and forming holes, namely respectively communicating the first blowing pipe and the second blowing pipe with ball valves of the high-pressure air pipes through threads, abutting the rear ends of the first blowing pipe and the second blowing pipe against the sand layer excavation surface, opening the ball valves, blowing high-pressure air out of the rear ends of the steel pipes, gradually blowing out holes of the sand layers, stretching the first blowing pipe and the second blowing pipe along the blowing direction along with the blowing, and finishing the blowing along with the blowing until the blowing depth of the first blowing pipe is larger than the insertion depth of the first pipe section and the blowing depth of the second blowing pipe is larger than the insertion depth of the second pipe section;
the straight line distance between the abutting position of the first blowing pipe and the second blowing pipe and the tunnel excavation contour line is 500-1000mm;
the first blowing pipe and the second blowing pipe are arranged at intervals of 300mm; the injection direction of the first blowing pipe and the second blowing pipe is 80-85 degrees with the direction of the excavation surface;
step 4, installing a guide pipe, winding glass fiber on the position, close to the guide pipe flange plate, of the pipe sections of the first pipe section and the second pipe section, filling a curing agent between the glass fiber and the guide pipe flange plate, and respectively inserting the first pipe section and the second pipe section into the first blowing pipe and the second blowing pipe after the treatment is finished;
and 5, preparing grouting liquid, namely pumping the grouting liquid into the first pipe section and the second pipe section through a high-pressure grouting pump, and penetrating the grouting liquid into the soil layer through grouting holes of the first pipe section and the second pipe section.
In step 1 of the above embodiment, the rear end openings of the first pipe section and the second pipe section are plugged by using rubber plugs; sealing tape can also be used for sealing the rear end opening;
as shown in fig. 1, the first pipe section comprises an deep section 11 and a screw thread section 12, wherein a glass fiber layer 13 is bound at the rear end of the deep section 11, a curing agent layer 14 is arranged at the rear part of the glass fiber layer 13, a conduit flange plate 15 is arranged at the rear part of the curing agent layer 14, and a nut 16 is sleeved on the screw thread section 12;
the second pipe section has the same structure as the first pipe section, and only the lengths of the deep sections are different;
in the step 2, during actual construction, the first blowing pipe and the second blowing pipe are arranged on the edge of the tunnel above the arching line of the tunnel, and are arranged at intervals;
in the step 5, grout is diffused into stratum pores or cracks to improve the physical and mechanical properties of soil, so that water can be stopped, a bearing shell, namely a stratum self-supporting arch, can be formed around a working surface, and meanwhile, the pipe body can play a role of an advanced anchor rod, thereby achieving the purposes of increasing the self-stabilization time of the soil, improving the self-stabilization capacity of the stratum of an excavated surface and limiting the relaxation deformation of the stratum;
in actual construction, grouting pressure is 1.0-1.5Mpa, and pressure is gradually increased to 1.5Mpa, and pressure is maintained for 20s;
as shown in fig. 2, after grouting of all the first pipe sections and the second pipe sections is completed, all the pipe flange plates 15 are welded into a whole by using the round steel 2 with phi 8.
In the step 3, the blowing depth to the first blowing pipe is 100mm more than the insertion depth of the first pipe section, the blowing depth to the second blowing pipe is 100mm more than the insertion depth of the second pipe section, and the hole blowing is completed.
In step 5, grouting is performed from top to bottom, and the first pipe section is poured and then the second pipe section is poured.
In the above embodiment, the first pipe section or the second pipe section on both sides of the same height are simultaneously grouting by adopting interval symmetrical grouting.
In the step 3, after the blowing of the holes is completed, the blowing of the holes is temporarily blocked by a blocking rod, concrete is sprayed in the range of the excavation surface, wherein the thickness of the sprayed concrete is 50-100mm, and the blocking rod is pulled out after the concrete is not dried;
and after the concrete is thoroughly dried, blowing holes again to blow out gravel in the holes.
In the embodiment, the concrete sealing surface is formed by spraying concrete, so that the slurry can be prevented from leaking along the tunnel face during pipe grouting;
the gravel falling into the hole is blown out by blowing the hole again due to the vibration of the stratum caused by the concrete injection.
In the step 1, the first pipe section and the second pipe section are connected with the check valve through threads at the front ends of the first pipe section and the second pipe section.
In the above embodiment, the check valve is a check valve for grouting, and the check valve is adopted, so that the sealing of the first pipe section and the second pipe section is achieved without plugging the grouting openings of the first pipe section and the second pipe section.
In the step 5, the grouting liquid comprises a first grouting liquid and a second grouting liquid, wherein the first grouting liquid comprises 10 parts of water and 20 parts of water glass, the second grouting liquid comprises 10 parts of water and 60 parts of phosphoric acid, and when the components are grouted, the first grouting liquid and the second grouting liquid are injected in equal proportion by volume, are combined at a high-pressure grouting valve, and are injected into a first pipe section and a second pipe section.
The present invention is not limited to the above-described embodiments, and the above-described embodiments and descriptions are merely illustrative of the principles of the present invention, and various changes and modifications may be made therein without departing from the spirit and scope of the invention, which is defined in the appended claims. The scope of the invention is defined by the appended claims.
Claims (7)
1. The advanced grouting reinforcement method for the single-row steel pipes is characterized by comprising the following steps of:
step 1, manufacturing a conduit, namely manufacturing a DN20 steel pipe, cutting the DN20 steel pipe into a first pipe section and a second pipe section with the lengths of 4m and 2m, turning a section of screw thread at the front ends of the first pipe section and the second pipe section, drilling grouting holes on the pipe sections of the first pipe section and the second pipe section, fixedly mounting a conduit flange plate at the rear ends of the screw threads of the first pipe section and the second pipe section, and plugging the rear end openings of the first pipe section and the second pipe section;
step 2, manufacturing a blowing pipe, namely cutting a DN20 steel pipe into a first blowing pipe and a second blowing pipe with the lengths of 4m and 2m by adopting the DN20 steel pipe, and turning a section of screw threads at the front ends of the first blowing pipe and the second blowing pipe for connecting with a ball valve of a high-pressure air pipe;
step 3, blowing and forming holes, namely respectively communicating a first blowing pipe and a second blowing pipe with ball valves of a high-pressure air pipe through threads, abutting the rear ends of the first blowing pipe and the second blowing pipe against the excavation surface of a sand layer, opening the ball valves, blowing high-pressure air out of the rear ends of the steel pipes, gradually blowing out holes of the sand layer, stretching the first blowing pipe and the second blowing pipe along with blowing in the blowing direction until the blowing depth of the first blowing pipe is larger than the insertion depth of a first pipe section and the blowing depth of the second blowing pipe is larger than the insertion depth of a second pipe section, completing the hole blowing, temporarily blocking the blowing hole by a blocking rod, and spraying concrete in the excavation surface range, wherein the thickness of sprayed concrete is 50-100mm, and the blocking rod is not pulled out until the concrete is not dried;
step 4, installing a guide pipe, winding glass fiber on the position, close to the guide pipe flange plate, of the pipe sections of the first pipe section and the second pipe section, filling a curing agent between the glass fiber and the guide pipe flange plate, and respectively inserting the first pipe section and the second pipe section into the first blowing pipe and the second blowing pipe after the treatment is finished;
step 5, preparing grouting liquid, namely pumping the grouting liquid into a first pipe section and a second pipe section through a high-pressure grouting pump, and penetrating the grouting liquid into a soil layer through grouting holes of the first pipe section and the second pipe section, wherein the grouting liquid comprises the first grouting liquid and the second grouting liquid, the first grouting liquid comprises 10 parts of water and 20 parts of water glass, the second grouting liquid comprises 10 parts of water and 60 parts of phosphoric acid, and when the components are grouting, the first grouting liquid and the second grouting liquid are injected in equal proportion, are converged at a high-pressure grouting valve, and are injected into the first pipe section and the second pipe section; and after grouting of all the first pipe sections and the second pipe sections is completed, welding all the conduit flange plates into a whole by adopting phi 8 round steel.
2. The advanced grouting reinforcement method for the single-row steel pipes, according to claim 1, is characterized in that in the step 3, the straight line distance between the abutting position of the first blowing pipe and the abutting position of the second blowing pipe and the tunnel excavation contour line is 500-1000mm.
3. The method for reinforcing single-row steel pipes by advanced grouting according to claim 1, wherein in the step 3, the first blowing pipe and the second blowing pipe are arranged at intervals of 300mm; the injection direction of the first blowing pipe and the second blowing pipe is 80-85 degrees with the direction of the excavation surface.
4. The method for reinforcing single-row steel pipes by advanced grouting according to claim 1, wherein in the step 3, the blowing depth to the first blowing pipe is 100mm more than the insertion depth of the first pipe section, the blowing depth to the second blowing pipe is 100mm more than the insertion depth of the second pipe section, and the hole blowing is completed.
5. The method for reinforcing single-row steel pipes by advanced grouting according to claim 1, wherein in the step 5, grouting is performed from top to bottom, and the first pipe section is poured and then the second pipe section is poured.
6. The advanced grouting reinforcement method for the single-row steel pipes according to claim 1, wherein in the step 3, after the concrete is dried, hole blowing is performed again, and gravel in the hole is blown out.
7. The advanced grouting reinforcement method for single-row steel pipes according to claim 1, wherein in the step 1, the check valves are connected to the first pipe section and the second pipe section through threads at the front ends of the first pipe section and the second pipe section.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202111127588.3A CN113847038B (en) | 2021-09-18 | 2021-09-18 | Single-row steel pipe advanced grouting reinforcement method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202111127588.3A CN113847038B (en) | 2021-09-18 | 2021-09-18 | Single-row steel pipe advanced grouting reinforcement method |
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| CN113847038A CN113847038A (en) | 2021-12-28 |
| CN113847038B true CN113847038B (en) | 2024-04-02 |
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Citations (22)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202578711U (en) * | 2012-04-12 | 2012-12-05 | 中铁港航局集团有限公司 | Tunnel supporting structure |
| CN102953739A (en) * | 2012-10-26 | 2013-03-06 | 中铁二十二局集团第六工程有限公司 | Bidirectional punching method for underground excavation of subway station |
| CN203809025U (en) * | 2014-02-17 | 2014-09-03 | 济南力稳岩土工程有限公司 | Hole self-sealed high-strength grouting anchor cable |
| KR101592480B1 (en) * | 2015-03-20 | 2016-02-05 | 수현엔지니어링(주) | Ground consolidation type grouting apparatus using low flowing mortar for ocean floor and grouting method using that |
| KR20180044525A (en) * | 2016-10-24 | 2018-05-03 | (주)서경개발 | Injection device for grouting method |
| CN108277809A (en) * | 2018-01-26 | 2018-07-13 | 中铁十二局集团建筑安装工程有限公司 | Sand seam geology soil nailing pore-forming aperture blowing device and soil-nail wall support construction method |
| CN207846445U (en) * | 2018-01-26 | 2018-09-11 | 中铁十二局集团建筑安装工程有限公司 | Sand seam geology soil nailing pore-forming aperture blowing device |
| CN109469500A (en) * | 2018-12-10 | 2019-03-15 | 中交公局桥隧工程有限公司 | Anchor rod construction process capable of ensuring safety and quality |
| CN110107310A (en) * | 2019-05-05 | 2019-08-09 | 中交第三航务工程局有限公司 | A kind of construction method at tunnel slope hole |
| CN110872950A (en) * | 2019-11-20 | 2020-03-10 | 赵丽娟 | Small conduit advanced support method for tunnel construction |
| CN110985004A (en) * | 2019-12-02 | 2020-04-10 | 中交隧道工程局有限公司 | Pre-reinforcing system for advanced small guide pipe and construction method thereof |
| CN111058459A (en) * | 2019-12-25 | 2020-04-24 | 中铁五局集团第一工程有限责任公司 | Recyclable small advanced catheter and use method thereof |
| CN210768819U (en) * | 2019-10-09 | 2020-06-16 | 甘肃恒路交通勘察设计院有限公司 | Positioning device for small guide pipe for advanced grouting |
| CN211174167U (en) * | 2019-12-18 | 2020-08-04 | 江苏徐矿能源股份有限公司 | Water injection hollow anchor rod for preventing rock burst |
| CN111878083A (en) * | 2020-07-10 | 2020-11-03 | 中铁五局集团有限公司 | Advanced grouting construction method for underground excavated tunnel |
| CN112012749A (en) * | 2020-09-17 | 2020-12-01 | 中电建十一局工程有限公司 | Tunnel advanced grouting small conduit and construction method |
| CN112031813A (en) * | 2020-09-08 | 2020-12-04 | 中交一公局第一工程有限公司 | Construction method for penetrating through clay loose tunnel collapsed body |
| CN112145203A (en) * | 2020-11-05 | 2020-12-29 | 中国建筑第四工程局有限公司 | Full-face advancing type sectional grouting construction method and overlapped tunnel construction method |
| CN212360898U (en) * | 2020-08-28 | 2021-01-15 | 罗觉 | One-way valve |
| CN113105897A (en) * | 2021-04-02 | 2021-07-13 | 中电建铁路建设投资集团有限公司 | Universal muck modifier for earth pressure balance shield and muck modification method |
| CN113323673A (en) * | 2021-07-08 | 2021-08-31 | 杭州伟业建设集团有限公司 | Tunnel advanced grouting pre-reinforcing device and tunnel advanced grouting pre-reinforcing method |
| CN217629927U (en) * | 2021-09-16 | 2022-10-21 | 中电建铁路建设投资集团有限公司 | Steel pipe grout stopping device with steel and flexible combination |
-
2021
- 2021-09-18 CN CN202111127588.3A patent/CN113847038B/en active Active
Patent Citations (23)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202578711U (en) * | 2012-04-12 | 2012-12-05 | 中铁港航局集团有限公司 | Tunnel supporting structure |
| CN102953739A (en) * | 2012-10-26 | 2013-03-06 | 中铁二十二局集团第六工程有限公司 | Bidirectional punching method for underground excavation of subway station |
| CN203809025U (en) * | 2014-02-17 | 2014-09-03 | 济南力稳岩土工程有限公司 | Hole self-sealed high-strength grouting anchor cable |
| KR101592480B1 (en) * | 2015-03-20 | 2016-02-05 | 수현엔지니어링(주) | Ground consolidation type grouting apparatus using low flowing mortar for ocean floor and grouting method using that |
| KR20180044525A (en) * | 2016-10-24 | 2018-05-03 | (주)서경개발 | Injection device for grouting method |
| CN108277809A (en) * | 2018-01-26 | 2018-07-13 | 中铁十二局集团建筑安装工程有限公司 | Sand seam geology soil nailing pore-forming aperture blowing device and soil-nail wall support construction method |
| CN207846445U (en) * | 2018-01-26 | 2018-09-11 | 中铁十二局集团建筑安装工程有限公司 | Sand seam geology soil nailing pore-forming aperture blowing device |
| CN112412340A (en) * | 2018-01-26 | 2021-02-26 | 中铁十二局集团建筑安装工程有限公司 | Sand layer geological soil nailing wall supporting construction method |
| CN109469500A (en) * | 2018-12-10 | 2019-03-15 | 中交公局桥隧工程有限公司 | Anchor rod construction process capable of ensuring safety and quality |
| CN110107310A (en) * | 2019-05-05 | 2019-08-09 | 中交第三航务工程局有限公司 | A kind of construction method at tunnel slope hole |
| CN210768819U (en) * | 2019-10-09 | 2020-06-16 | 甘肃恒路交通勘察设计院有限公司 | Positioning device for small guide pipe for advanced grouting |
| CN110872950A (en) * | 2019-11-20 | 2020-03-10 | 赵丽娟 | Small conduit advanced support method for tunnel construction |
| CN110985004A (en) * | 2019-12-02 | 2020-04-10 | 中交隧道工程局有限公司 | Pre-reinforcing system for advanced small guide pipe and construction method thereof |
| CN211174167U (en) * | 2019-12-18 | 2020-08-04 | 江苏徐矿能源股份有限公司 | Water injection hollow anchor rod for preventing rock burst |
| CN111058459A (en) * | 2019-12-25 | 2020-04-24 | 中铁五局集团第一工程有限责任公司 | Recyclable small advanced catheter and use method thereof |
| CN111878083A (en) * | 2020-07-10 | 2020-11-03 | 中铁五局集团有限公司 | Advanced grouting construction method for underground excavated tunnel |
| CN212360898U (en) * | 2020-08-28 | 2021-01-15 | 罗觉 | One-way valve |
| CN112031813A (en) * | 2020-09-08 | 2020-12-04 | 中交一公局第一工程有限公司 | Construction method for penetrating through clay loose tunnel collapsed body |
| CN112012749A (en) * | 2020-09-17 | 2020-12-01 | 中电建十一局工程有限公司 | Tunnel advanced grouting small conduit and construction method |
| CN112145203A (en) * | 2020-11-05 | 2020-12-29 | 中国建筑第四工程局有限公司 | Full-face advancing type sectional grouting construction method and overlapped tunnel construction method |
| CN113105897A (en) * | 2021-04-02 | 2021-07-13 | 中电建铁路建设投资集团有限公司 | Universal muck modifier for earth pressure balance shield and muck modification method |
| CN113323673A (en) * | 2021-07-08 | 2021-08-31 | 杭州伟业建设集团有限公司 | Tunnel advanced grouting pre-reinforcing device and tunnel advanced grouting pre-reinforcing method |
| CN217629927U (en) * | 2021-09-16 | 2022-10-21 | 中电建铁路建设投资集团有限公司 | Steel pipe grout stopping device with steel and flexible combination |
Non-Patent Citations (6)
| Title |
|---|
| 卿三惠.高速铁路施工技术-隧道工程分册.中国铁道出版社,2013,(第1版),95-96. * |
| 时传礼等.地下工程施工技术问答.中国铁道出版社,2011,(第1版),300-301. * |
| 白垩系砂岩隧道洞口浅埋段施工方案研究;李冬生;中国高新技术企业(第7期);165-167 * |
| 粉细砂地层改性水玻璃注浆试验研究;山西交通科技(第1期);12-13+25 * |
| 荣国军.市政公用工程管理与实务案例分析宝.重庆大学出版社,2020,(第1版),115-116. * |
| 韩佳彤等.城市轨道交通建设工程矿山法施工技术指南.北京理工大学出版社,2020,(第1版),36. * |
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