CN109958465A - The construction method of early high fast slip casting anchoring - Google Patents
The construction method of early high fast slip casting anchoring Download PDFInfo
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- CN109958465A CN109958465A CN201910074828.4A CN201910074828A CN109958465A CN 109958465 A CN109958465 A CN 109958465A CN 201910074828 A CN201910074828 A CN 201910074828A CN 109958465 A CN109958465 A CN 109958465A
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- slip casting
- anchor
- anchor cable
- anchoring
- hole
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- 238000004873 anchoring Methods 0.000 title claims abstract description 43
- 238000007569 slipcasting Methods 0.000 title claims abstract description 42
- 238000010276 construction Methods 0.000 title claims abstract description 31
- 239000002002 slurry Substances 0.000 claims abstract description 18
- 238000007789 sealing Methods 0.000 claims abstract description 16
- 238000005553 drilling Methods 0.000 claims abstract description 5
- 239000003795 chemical substances by application Substances 0.000 claims description 14
- 229910000831 Steel Inorganic materials 0.000 claims description 9
- 239000010959 steel Substances 0.000 claims description 9
- 239000004568 cement Substances 0.000 claims description 8
- 238000013461 design Methods 0.000 claims description 6
- QAOWNCQODCNURD-UHFFFAOYSA-L Sulfate Chemical compound [O-]S([O-])(=O)=O QAOWNCQODCNURD-UHFFFAOYSA-L 0.000 claims description 5
- XAGFODPZIPBFFR-UHFFFAOYSA-N aluminium Chemical compound [Al] XAGFODPZIPBFFR-UHFFFAOYSA-N 0.000 claims description 5
- 229910052782 aluminium Inorganic materials 0.000 claims description 5
- 239000004411 aluminium Substances 0.000 claims description 5
- 229910021653 sulphate ion Inorganic materials 0.000 claims description 5
- 239000011435 rock Substances 0.000 description 8
- 239000003638 chemical reducing agent Substances 0.000 description 7
- 238000000034 method Methods 0.000 description 6
- 239000011398 Portland cement Substances 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 229920005646 polycarboxylate Polymers 0.000 description 3
- 238000012545 processing Methods 0.000 description 3
- 230000008961 swelling Effects 0.000 description 3
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 description 2
- 229910021419 crystalline silicon Inorganic materials 0.000 description 2
- 230000007812 deficiency Effects 0.000 description 2
- KWGKDLIKAYFUFQ-UHFFFAOYSA-M lithium chloride Chemical group [Li+].[Cl-] KWGKDLIKAYFUFQ-UHFFFAOYSA-M 0.000 description 2
- 239000004570 mortar (masonry) Substances 0.000 description 2
- 239000002562 thickening agent Substances 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- VEXZGXHMUGYJMC-UHFFFAOYSA-M Chloride anion Chemical compound [Cl-] VEXZGXHMUGYJMC-UHFFFAOYSA-M 0.000 description 1
- 240000007594 Oryza sativa Species 0.000 description 1
- 235000007164 Oryza sativa Nutrition 0.000 description 1
- 239000003513 alkali Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000000740 bleeding effect Effects 0.000 description 1
- 239000004067 bulking agent Substances 0.000 description 1
- XFWJKVMFIVXPKK-UHFFFAOYSA-N calcium;oxido(oxo)alumane Chemical compound [Ca+2].[O-][Al]=O.[O-][Al]=O XFWJKVMFIVXPKK-UHFFFAOYSA-N 0.000 description 1
- 238000003763 carbonization Methods 0.000 description 1
- 239000008119 colloidal silica Substances 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- ONCZQWJXONKSMM-UHFFFAOYSA-N dialuminum;disodium;oxygen(2-);silicon(4+);hydrate Chemical compound O.[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[Na+].[Na+].[Al+3].[Al+3].[Si+4].[Si+4].[Si+4].[Si+4] ONCZQWJXONKSMM-UHFFFAOYSA-N 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 150000002170 ethers Chemical class 0.000 description 1
- 239000003517 fume Substances 0.000 description 1
- 238000000227 grinding Methods 0.000 description 1
- 230000002687 intercalation Effects 0.000 description 1
- 238000009830 intercalation Methods 0.000 description 1
- 229920005610 lignin Polymers 0.000 description 1
- 150000002632 lipids Chemical class 0.000 description 1
- XGZVUEUWXADBQD-UHFFFAOYSA-L lithium carbonate Chemical compound [Li+].[Li+].[O-]C([O-])=O XGZVUEUWXADBQD-UHFFFAOYSA-L 0.000 description 1
- 229910052808 lithium carbonate Inorganic materials 0.000 description 1
- 238000003801 milling Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000035772 mutation Effects 0.000 description 1
- 150000002790 naphthalenes Chemical class 0.000 description 1
- 239000010695 polyglycol Substances 0.000 description 1
- 229920000151 polyglycol Polymers 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 235000009566 rice Nutrition 0.000 description 1
- 150000003839 salts Chemical class 0.000 description 1
- 239000003469 silicate cement Substances 0.000 description 1
- 150000004760 silicates Chemical class 0.000 description 1
- HBMJWWWQQXIZIP-UHFFFAOYSA-N silicon carbide Chemical compound [Si+]#[C-] HBMJWWWQQXIZIP-UHFFFAOYSA-N 0.000 description 1
- 239000011863 silicon-based powder Substances 0.000 description 1
- 229940080314 sodium bentonite Drugs 0.000 description 1
- 229910000280 sodium bentonite Inorganic materials 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000009955 starching Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- -1 sulfonic acid sodium salt Chemical class 0.000 description 1
Classifications
-
- 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
-
- 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
- E21D20/021—Grouting with inorganic components, e.g. cement
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)
- Architecture (AREA)
- Chemical & Material Sciences (AREA)
- Inorganic Chemistry (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a kind of construction methods of early high fast slip casting anchoring comprising: in the surface of works preliminary bracing, the position of preset anchor hole is marked, after drilling machine is in place, manufactures anchor hole；Anchor cable and Grouting Pipe and exhaust pipe binding are bound in the front end of every beam anchor cable beam at anchor cable beam by guiding cap using bracket, slurry seal ring is installed in the tail end of the anchoring section of every beam anchor cable beam, wherein set the anchoring section of anchor cable beam and the length ratio of free segment as 1:1~4；By in anchor cable beam tripping in anchor hole, in aperture, section is closed using hole sealing agent to slurry seal ring, after hole sealing agent reaches intensity requirement, the slip casting into anchor hole by Grouting Pipe closes exhaust pipe after slurries are from exhaust pipe outflow, again by Grouting Pipe, into anchor hole, slip casting terminates slip casting to grouting pressure is designed；And after slurries final set 120 hours, after carrying out tensioning, locking, sealing off and covering anchorage is completed.
Description
Technical field
The invention belongs to the construction methods that tunnel prestressing force support technology field more particularly to a kind of slip casting anchor.
Background technique
The engineering constructions such as tunnel, underground engineering are carried out in high-ground stress weak broken stratum, are easiest to the problem
It is that country rock high stress causes engineering structure preliminary bracing large deformation, even collapses, jeopardizes personnel, equipment safety, cause
Casualty accident.After preliminary bracing large deformation, works boundary is invaded, it is big to change security risk, engineering overall progress is not only influenced,
And construction cost is increased again.Currently, in order to guarantee construction safety, it is domestic in high-ground stress broken formation work progress
The method generallyd use outside is to increase engineering structure to excavate range, is the space of preliminary bracing prearrangement of deformation amount, is further added by anchor pole
Anchor cable guarantees the safety that works excavates as auxiliary control measure.
But there are many problems for this large deformation control measure taken, first is that due to the size for increasing structural excavation,
Increase excavation project amount；Second is that time of the anchor shaft anchor cable measure from excavating tensioning is very long, many times country rock mutation period has been
It crosses and considerable damage is caused to works, need to carry out secondary to change processing；Third is that deformation allowance is excessive, the works later period
A large amount of concretes are needed to fill.
A kind of slip casting of quick setting and high strength quick tensioning anchor cable as disclosed in Chinese patent application 201810011332.8 is applied
Work method, the anchor rope grouting process in the construction method is that slip casting is carried out in the anchor cable hole for being equipped with anchor cable, in anchor cable hole
First Grouting Pipe, the second Grouting Pipe and downtake pipe run through the free segment of anchor cable hole and protrude into anchoring section, second exhaust pipe
The bottom hole of anchor cable hole is stretched to, second exhaust pipe, the second Grouting Pipe, the first Grouting Pipe and downtake pipe protrude into anchor cable hole
Length shortens in order；Anchor rope grouting process is the following steps are included: S11: preparing sulphate aluminium cement；S12: pass through the first slip casting
Pipe carries out hole-sealing grouting to free segment；S13: slip casting is successively carried out to anchoring section by the first Grouting Pipe and the second injected hole；
S14: anchor rope grouting effect is examined.But the invention still remains following disadvantage or deficiency: being not suitable for large deformation tunnel and ground
Lower engineering, does not disclose the length ratio of anchoring section and free segment.
For another example one kind ground containing crack stratum prestress anchorage cable disclosed in Chinese patent application 201610906137.2 is infused
Anchoring construction method is starched, reinforcing side slope is treated using multiple prestress anchorage cables being laid on same plane and is reinforced, is wrapped
Include step: one, the ROCK MASS JOINT cranny development degree of each rock stratum determines；Two, anchoring depth and anchor cable hole orifice position determine；
Prestress anchorage cable includes anchor cable ontology, once grouting pipe and secondary grouting pipe, and anchor cable ontology rear end is equipped with anchorage, anchor cable ontology
Including multiple tracks steel strand wires；Three, slip casting anchoring construction prestress anchorage cable slip casting anchoring construction: is carried out to any one prestress anchorage cable
When, comprising steps of drilling, placement anchor cable, common pressure grouting, high-pressure slip-casting and anchorage cable stretching and sealing off and covering anchorage.But the invention is still deposited
In following disadvantage or deficiency: slip casting process is complicated, extends construction working hour.
Therefore it provides a kind of engineering suitable for large deformation tunnels and underground engineering, stretching force time-sensitive, it can be quick
Ground control deformation guarantees that the construction method for the early high fast slip casting anchoring that engineering safety excavates becomes urgent problem in the industry.
Summary of the invention
The purpose of the present invention is to propose to a kind of construction methods of early high fast slip casting anchoring, are suitable for all kinds of anchorage cable engineerings, lead to
The length ratio of rational proportion anchoring section and free segment is crossed, it can be achieved that quick tensioning stress, quick control structure composition deformation, thus
Reach and reduce structural excavation engineering quantity, reduces the effect of engineering cost and construction risk.
To achieve the goals above, the present invention provides a kind of construction methods of early high fast slip casting anchoring comprising following
Step: (1), in the surface of works preliminary bracing, marking the position of preset anchor hole, after drilling machine is in place, manufactures anchor hole；
(2), anchor cable and Grouting Pipe and exhaust pipe are bound into anchor cable beam using bracket, bind guiding cap in the front end of every beam anchor cable beam,
Slurry seal ring is installed in the tail end of the anchoring section of every beam anchor cable beam, wherein the anchoring section of setting anchor cable beam and the length ratio of free segment
For 1:1~4；(3), by anchor cable beam tripping in anchor hole, in aperture, section is closed using hole sealing agent to slurry seal ring, is reached to hole sealing agent
After intensity requirement, the slip casting into anchor hole by Grouting Pipe closes exhaust pipe, again by note after slurries are from exhaust pipe outflow
Starching pipe slip casting into anchor hole terminates slip casting to grouting pressure is designed；And (4), after slurries final set 120 hours, carry out tensioning,
After locking, sealing off and covering anchorage is completed.
Selectively, in step (2), the anchoring section of anchor cable beam and the length ratio of free segment are set as 1:1.5~3.
Selectively, the steel strand wires in anchor cable beam are set as 5 beams~8 beams, and corresponding design prestressing force is set as 700,000
Ox~1,200,000 N.
Preferably, the diameter of every beam steel strand wires is set as 14~16 millimeters.
It is highly preferred that the diameter of every beam steel strand wires is set as 15.2 millimeters.
Preferably, the diameter of anchor hole is set as 120~150 millimeters.
It is highly preferred that the diameter of anchor hole is set as 130 millimeters.
Selectively, the length of anchor cable beam is set as 15~25 meters.
Selectively, hole sealing agent is Anchor Agent or sulphate aluminium cement, wherein Anchor Agent is common cement anchor on the market
Gu agent.
Selectively, bore mode is high-pressure blast pore-forming.
Selectively, slurries are composed of the following raw materials in parts by weight: 100~120 parts of sulphate aluminium cement or silicate cement
80~100 parts of mud, 12~15 parts of water-reducing agent, 3~5 parts of accelerator, 8~10 parts of swelling agent, 2~3 parts of thickener and crystalline silicon
1~2 part of mortar of cutting.
Wherein, sulphate aluminium cement is low alkali quick hardening sulphoaluminate cement, carries out grinding processing, processing by airflow milling
It is 450~550m to specific surface area2/kg。
Portland cement can be No. 425 ordinary portland cements, No. 525 ordinary portland cements, No. 425 complex silicates
One of salt cement or No. 525 composite Portland cements are a variety of.
Preferably, the ratio of mud of early high fast slip casting anchoring material of the invention is 1:6~7, it is highly preferred that early high fast slip casting
The ratio of mud of anchoring material is 3:20.
Selectively, water-reducing agent is in lignin sulfonic acid sodium salt water-reducing agent, naphthalene series high-efficiency water-reducing agent or polycarboxylate water-reducer
One or more.
Selectively, polycarboxylate water-reducer includes the aqua or pulvis of ethers or lipid polycarboxylate water-reducer, and accelerator is
Lithium chloride or lithium carbonate, swelling agent are bulking agent of calcium aluminate, and thickener is fume colloidal silica, sodium bentonite, organic swelling
One of soil or diatomite, crystalline silicon cutting mortar include: the polyglycol solution and carbonization that weight ratio is 1:0.8~1:1
Si powder.
Selectively, the granularity of silicon carbide powder is 10 nanometers~20 nanometers.
Wherein, the initial fluidity of slurries of the invention (ratio of water to material 0.15) be 343 millimeters, 30 minutes after mobility be
301 millimeters, 3 hours vertical expansion ratios are 0.03%, the difference of 24 hours vertical expansion ratios and 3 hours vertical expansion ratios
It is 0.25%, chloride ion content 0.006%, bleeding rate 0.
The beneficial effects of the present invention are: (1), by the length ratio of rational proportion anchoring section and free segment, do not need to increase
Large-engineering works excavates range, is suitable for all kinds of anchorage cable engineerings；It (2), can be fast and efficiently to high stress weak broken stratum
Pre support is carried out, serious deformation can be effectively and rapidly controlled, guarantees that engineering safety excavates.
Detailed description of the invention
Fig. 1 shows the flow diagram of the construction method of early high fast slip casting anchoring of the invention.
Specific embodiment
The construction method of early high fast slip casting anchoring of the invention is specifically described referring next to attached drawing.
Firstly, step S1 as shown in Figure 1 marks the position of preset anchor hole in the surface of works preliminary bracing,
After drilling machine is in place, anchor hole is manufactured, the diameter of anchor hole may be set to 130 millimeters.
Then, in step s 2, anchor cable and Grouting Pipe and exhaust pipe are bound at anchor cable beam, in every beam anchor cable using bracket
The front end of beam binds guiding cap, installs slurry seal ring in the tail end of the anchoring section of every beam anchor cable beam, wherein the anchoring of setting anchor cable beam
The length ratio of section and free segment is 1:1~4.
Specifically, when anchorage cable design prestressing force is 1000KN, it is 15.2 millimeters of steel strand wires that 7 beam diameters, which can be used,
When anchorage cable design prestressing force is 700KN, it is 15.2 millimeters of steel strand wires that 5 beam diameters, which can be used,.
And for anchor cable length, the single anchor cable length of V grades of country rocks is 25 meters, and anchoring depth is 6 meters, free segment length
Degree is 19 meters.The single anchor cable length of IV grades of country rocks is 20 meters, and anchoring depth is 6 meters, and freedom length is 14 meters, and III level is enclosed
The single anchor cable length of rock is 15 meters, and anchoring depth is 6 meters, and freedom length is 9 meters.
Then, in step s3, by anchor cable beam tripping in anchor hole, in aperture, section is closed using hole sealing agent to slurry seal ring,
After hole sealing agent reaches intensity requirement, the slip casting into anchor hole by Grouting Pipe, after slurries are from exhaust pipe outflow, closing exhaust
Pipe, again by Grouting Pipe, into anchor hole, slip casting terminates slip casting to grouting pressure is designed.
Finally, in step s 4, after slurries final set 120 hours, after carrying out tensioning, locking, completing sealing off and covering anchorage.
The application of construction method of the invention in engineering is introduced below in conjunction with example:
Middle justice tunnel is located at new still station-Hu Tiao Gorge station section, and about 1240 meters of tunnel trunk maximum buried depth, the minimum depth about 37
Rice, the middle justice stratum Heng Dongduan of tunnel 2 are that the severely-weathered foliated basalt of grey presss from both sides tufa stone, block structure, and piece haircut is educated, rock
Body is broken, and part intercalation weak intercalated layer, integrality is looked into, and easily softens after meeting water, deforms larger after excavation, and design is using early
After the construction method of high fast slip casting anchoring, cable bolting is taken the initiative the effect of supporting quickly, and tunnel deformation is under control, reaches
Design requirement has been arrived, construction needs are met.
Although detailed description of the present invention preferred embodiment herein, it is to be understood that the invention is not limited to this
In the specific structure being described in detail and show and step, without departing from the spirit and scope of the present invention can be by this field
Technical staff realize other modifications and variant.
Claims (10)
1. a kind of construction method of early high fast slip casting anchoring, which comprises the following steps:
(1), in the surface of works preliminary bracing, the position of preset anchor hole is marked, after drilling machine is in place, manufactures the anchor
Hole；
(2), anchor cable and Grouting Pipe and exhaust pipe are bound into anchor cable beam using bracket, is bound in the front end of every Shu Suoshu anchor cable beam
Guiding cap installs slurry seal ring in the tail end of the anchoring section of every Shu Suoshu anchor cable beam, wherein set the anchoring section of the anchor cable beam with
The length ratio of free segment is 1:1~4；
(3), by anchor hole described in the anchor cable beam tripping in, in aperture, section is closed using hole sealing agent to the slurry seal ring, to institute
It states after hole sealing agent reaches intensity requirement, by Grouting Pipe slip casting into the anchor hole, is flowed out to slurries from the exhaust pipe
Afterwards, the exhaust pipe is closed, slip casting terminates slip casting to grouting pressure is designed into the anchor hole again by the Grouting Pipe；
And
(4), after slurries final set 120 hours, after carrying out tensioning, locking, sealing off and covering anchorage is completed.
2. a kind of construction method of early high fast slip casting anchoring as described in claim 1, which is characterized in that in step (2), if
The anchoring section of the fixed anchor cable beam and the length ratio of free segment are 1:1.5~3.
3. a kind of construction method of early high fast slip casting anchoring as described in claim 1, which is characterized in that in the anchor cable beam
Steel strand wires are set as 5 beams~8 beams, and corresponding design prestressing force is set as 700,000 Ns~1,200,000 Ns.
4. a kind of construction method of early high fast slip casting anchoring as claimed in claim 3, which is characterized in that every beam steel strand wires it is straight
Diameter is set as 14~16 millimeters.
5. a kind of construction method of early high fast slip casting anchoring as claimed in claim 4, which is characterized in that every beam steel strand wires it is straight
Diameter is set as 15.2 millimeters.
6. a kind of construction method of early high fast slip casting anchoring as claimed in claim 3, which is characterized in that the diameter of the anchor hole
It is set as 120~150 millimeters.
7. a kind of construction method of early high fast slip casting anchoring as claimed in claim 6, which is characterized in that the diameter of the anchor hole
It is set as 130 millimeters.
8. a kind of construction method of early high fast slip casting anchoring as claimed in claim 2, which is characterized in that the length of the anchor cable beam
Degree is set as 15~25 meters.
9. a kind of construction method of early high fast slip casting anchoring as claimed in claim 5, which is characterized in that the hole sealing agent is anchor
Gu agent or sulphate aluminium cement.
10. a kind of construction method of early high fast slip casting anchoring as claimed in claim 5, which is characterized in that the bore mode
For high-pressure blast pore-forming.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910074828.4A CN109958465B (en) | 2019-01-25 | Construction method for early-high and quick grouting anchoring |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910074828.4A CN109958465B (en) | 2019-01-25 | Construction method for early-high and quick grouting anchoring |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109958465A true CN109958465A (en) | 2019-07-02 |
| CN109958465B CN109958465B (en) | 2024-05-31 |
Family
ID=
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20020083659A1 (en) * | 2000-12-29 | 2002-07-04 | Sorkin Felix L. | Method and apparatus for sealing an intermediate anchorage of a post-tension system |
| JP2005036505A (en) * | 2003-07-15 | 2005-02-10 | Sumitomo Denko Steel Wire Kk | Cutoff structure of anchor structure |
| CN105970980A (en) * | 2016-06-21 | 2016-09-28 | 中铁建大桥工程局集团第五工程有限公司 | Weak surrounding rock four-wire super large section railway tunnel construction method |
| CN106593499A (en) * | 2016-11-21 | 2017-04-26 | 中国水利水电第九工程局有限公司 | Construction method of prestressed anchor rods of underground powerhouse arch crown |
| CN108104854A (en) * | 2018-01-05 | 2018-06-01 | 中铁五局集团第四工程有限责任公司 | A kind of grouting construction method of quick setting and high strength quick tensioning anchor cable |
| CN208251089U (en) * | 2018-06-01 | 2018-12-18 | 宁波它山奇境文化旅游发展有限公司 | Reinforce the tension type prestressed anchor of soft rock class beded rock mass |
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20020083659A1 (en) * | 2000-12-29 | 2002-07-04 | Sorkin Felix L. | Method and apparatus for sealing an intermediate anchorage of a post-tension system |
| JP2005036505A (en) * | 2003-07-15 | 2005-02-10 | Sumitomo Denko Steel Wire Kk | Cutoff structure of anchor structure |
| CN105970980A (en) * | 2016-06-21 | 2016-09-28 | 中铁建大桥工程局集团第五工程有限公司 | Weak surrounding rock four-wire super large section railway tunnel construction method |
| CN106593499A (en) * | 2016-11-21 | 2017-04-26 | 中国水利水电第九工程局有限公司 | Construction method of prestressed anchor rods of underground powerhouse arch crown |
| CN108104854A (en) * | 2018-01-05 | 2018-06-01 | 中铁五局集团第四工程有限责任公司 | A kind of grouting construction method of quick setting and high strength quick tensioning anchor cable |
| CN208251089U (en) * | 2018-06-01 | 2018-12-18 | 宁波它山奇境文化旅游发展有限公司 | Reinforce the tension type prestressed anchor of soft rock class beded rock mass |
Non-Patent Citations (1)
| Title |
|---|
| 倪修全等: "《震后山地地质灾害治理工程勘查设计实用技术》", vol. 2018, 西南交通大学出版社, pages: 244 - 255 * |
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