CN110004927A - Prestressing force miniature pile construction method - Google Patents
Prestressing force miniature pile construction method Download PDFInfo
- Publication number
- CN110004927A CN110004927A CN201910237029.4A CN201910237029A CN110004927A CN 110004927 A CN110004927 A CN 110004927A CN 201910237029 A CN201910237029 A CN 201910237029A CN 110004927 A CN110004927 A CN 110004927A
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- anchor cable
- pipe
- steel
- prestressing force
- construction method
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0046—Production methods using prestressing techniques
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/0021—Mortar
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a kind of prestressing force miniature pile construction methods, comprising the following steps: stake holes is drilled in side slope；Steel-pipe pile is inserted into stake holes；Anchor cable is banded in Grouting Pipe, Grouting Pipe is inserted into the bottom of steel-pipe pile；Injecting paste material is injected into steel-pipe pile by Grouting Pipe, after injecting paste material solidification, anchor cable is subjected to tensioning by the fixed station being set in slope surface, to apply prestressing force to anchor cable, so as to form the prestressing force to mini pile and surrounding Rock And Soil, mini pile and surrounding Rock And Soil stress performance are improved, improves antiskid section Rock And Soil skid resistance, and resistance to compression, the shearing strength of mini pile can be effectively improved simultaneously.
Description
Technical field
The present invention relates to side slope protection technical fields, and in particular to a kind of prestressing force miniature pile construction method.
Background technique
Mini pile generally refers to a diameter less than 400mm, and slenderness ratio is greater than 30, is applied using drilling, strong arrangement of reinforcement and slip casing by pressure
The bored concrete pile of work technique, it is easy for construction because its aperture is small, it is easily obtained using equipment, is favored by more and more people.In recent years
Come, it is side slope that the use of mini pile and slurry injection technique in terms of side slope protection landslide control, subgrade defect punishment is also more universal
Protection, landslide and subgrade defect Emergency management of speedily carrying out rescue work provide many conveniences.
But this small and exquisite mini pile, the relatively large stake of intensity, which also has, significantly to be declined, in some geologic structures
Complicated, the higher side slope of protection intensity requirement, landslide control, subgrade defect, which are punished, is unable to reach target strength requirement, causes
In these side slopes, landslide control, subgrade defect punishment is upper or can only use the structures such as large-scale supporting and retaining system.Therefore, it improves existing micro-
The intensity of type stake and surrounding Rock And Soil, to adapt to the requirement that more side slope protections, landslide control, subgrade defect are punished, to raising
The convenience of side slope protection construction and rapidly realization landslide and roadbed disaster control have very positive meaning.
Summary of the invention
Based on this, it is necessary to for the problem that above-mentioned traditional mini pile intensity is lower, be unable to meet demand, provide a kind of pre-
Stress miniature pile construction method.
A kind of prestressing force miniature pile construction method, comprising the following steps:
(1) stake holes is drilled in side slope；
(2) steel-pipe pile is inserted into the stake holes；
(3) anchor cable is banded in Grouting Pipe, Grouting Pipe is inserted into the bottom of steel-pipe pile；
(4) injecting paste material is injected into the steel-pipe pile by the Grouting Pipe；
(5) after injecting paste material solidification, anchor cable is subjected to tensioning by the fixed station being set in slope surface, to institute
It states anchor cable and applies prestressing force.
The steel-pipe pile is inserted into before the step in the stake holes in one of the embodiments, further include:
The stake holes is cleaned.
The anchor cable includes anchoring section and free segment in one of the embodiments, described that anchor cable is banded in Grouting Pipe
On step specifically:
The anchor cable is banded in the Grouting Pipe by fastener, is arranged expansion at the lower end interval of the Grouting Pipe
Part, the expansion part support the anchoring section to form protrusion.
The anchor cable is banded in after the step in the Grouting Pipe also by fastener in one of the embodiments,
Include:
Surely middle part is banded on the free segment, centre circle will be determined and be inserted into steel-pipe pile, the fixed middle part is located at described
Free segment and it is described determine to support the Grouting Pipe between centre circle so that the Grouting Pipe and the steel-pipe pile are coaxial.
Before the anchor cable is banded in the Grouting Pipe in one of the embodiments, further include:
Butter is injected in protective case, and then the protective case is set on the anchor cable.
Before the anchor cable is banded in the Grouting Pipe in one of the embodiments, further include:
Degreasing and rust removal is carried out to the anchoring section of the anchor cable, preservative treatment is carried out to the free segment of the anchor cable.
The fixed station includes ground beam and the correcting wedge that is set on ground beam in one of the embodiments, it is described will
The step of anchor cable carries out tensioning by the fixed station being set in slope surface specifically:
It pours the ground beam and correcting wedge in side slope, in casting process, anchorage is put into concrete, and make institute
It states anchor cable and is pierced by the anchorage, after concrete setting, be tensioned the anchor cable by anchor slab.
In one of the embodiments, after described the step of being tensioned the anchor cable by anchor slab further include:
The anchor slab and the anchor cable are sealed using coagulation grave block.
It is described the step of being drilled with stake holes in side slope in one of the embodiments, specifically:
The stake holes is drilled in side slope using pneumatic drilled dry construction method.
During injecting injecting paste material into the steel-pipe pile by the Grouting Pipe in one of the embodiments,
It is completed using multiple slip casting, cement mortar of the slip casting using intensity not less than M30 carries out under the pressure of 1-2MPa.
Above-mentioned prestressing force miniature pile construction method, anchor cable are inserted into the bottom of steel-pipe pile with Grouting Pipe, pass through Grouting Pipe
Inject injecting paste material from bottom to up into steel-pipe pile, it, can be by the anchoring lower ends of anchor cable steadily after injecting paste material solidification
Layer.The other end of anchor cable stretches out outside steel-pipe pile to be connect with the fixed station being set in slope surface, to apply prestressing force to anchor cable, is formed
To the prestressing force of mini pile and surrounding Rock And Soil, mini pile and surrounding Rock And Soil stress performance are improved, improves antiskid section Rock And Soil
Skid resistance, and resistance to compression, the shearing strength of mini pile can be effectively improved simultaneously.
Detailed description of the invention
Fig. 1 is the flow chart of prestressing force miniature pile construction method in an embodiment；
Fig. 2 is the structural schematic diagram of prestressing force mini pile in an embodiment；
Fig. 3 is the structural schematic diagram of steel-pipe pile in Fig. 2；
Fig. 4 is the cross-sectional view of line A-A in Fig. 2；
Fig. 5 is the cross-sectional view of line B-B in Fig. 2.
Specific embodiment
In order to make the foregoing objectives, features and advantages of the present invention clearer and more comprehensible, with reference to the accompanying drawing to the present invention
Specific embodiment be described in detail.Many details are explained in the following description in order to fully understand this hair
It is bright.But the invention can be embodied in many other ways as described herein, those skilled in the art can be not
Similar improvement is done in the case where violating intension of the present invention, because the invention is not limited by following public specific implementation.
It should be noted that it can directly on the other element when element is referred to as " being fixed on " another element
Or there may also be elements placed in the middle.When an element is considered as " connection " another element, it, which can be, is directly connected to
To another element or it may be simultaneously present centering elements.Term as used herein " vertical ", " horizontal ", " left side ",
" right side " and similar statement for illustrative purposes only, are not meant to be the only embodiment.
Unless otherwise defined, all technical and scientific terms used herein and belong to technical field of the invention
The normally understood meaning of technical staff is identical.Term as used herein in the specification of the present invention is intended merely to description tool
The purpose of the embodiment of body, it is not intended that in the limitation present invention.
Referring to Fig. 1, the prestressing force miniature pile construction method in an embodiment, to realize the prestressing force miniature pile construction
Method uses prestressing force mini pile retaining structure as shown in Figure 2.The prestressing force miniature pile construction method specifically includes as follows
Step:
Step S110: stake holes is drilled in side slope.
Specifically, it when being drilled with stake holes in side slope, should be excavated down from the top of side slope.When upper level slope excavating at
After type, prestressing force mini pile of first constructing carries out side slope protection again, avoids long-term slope exposure.Prestressing force to upper level side slope is micro-
After type stake completes, then excavate next stage side slope.The diameter and depth of stake holes should meet design requirement.Side slope is drilled with stake holes
When, stake holes is drilled in side slope using pneumatic drilled dry construction method, stake holes soil pollution cannot be avoided to collapse using water drilling is used.
Stake holes should be cleaned, and guarantee the hole wall contamination-free of stake holes, to ensure to keep the adhesive strength of injecting paste material body and rock mass.Such as
When chance stratum is loose, broken, the drilling technology with casing should be taken, so that stake holes is not collapsed completely.
Step S120: steel-pipe pile 100 is inserted into stake holes
Also referring to Fig. 3, the outer diameter of steel-pipe pile 100 is less than or equal to the aperture of stake holes, the length of steel-pipe pile 100
It is adapted with the depth of stake holes.Offer slurry outlet 102 on the side wall of steel-pipe pile 100, the quantity of slurry outlet 102 be it is multiple, it is more
A slurry outlet 102 is arranged along the axial direction interval of steel-pipe pile 100.The injecting paste material being injected into steel-pipe pile 100 can pass through
Slurry outlet 102 is flowed between the outer wall of steel-pipe pile 100 and the side wall of stake holes, can be with steel-pipe pile 100 after injecting paste material solidification
It is connect with rock mass.
Step S130: anchor cable 200 is banded in Grouting Pipe 110, and Grouting Pipe 110 is inserted into the bottom of steel-pipe pile 100
Portion.
Referring to Figure 4 together, in descending reinforcing cage, while anchor cable 200 is transferred into steel-pipe pile 100 by Grouting Pipe 110
It is interior.In one embodiment, anchor cable 200 is banded in Grouting Pipe 110 by fastener 210, in order to guarantee that anchor cable 200 is fixed steady
Gu multiple fasteners 210 will equidistantly anchor bundled fixed.Specifically, fastener 210 is iron wire, and anchor cable 200 is steel strand wires.
Steel strand wires should be high strength low relaxed steel strand wires, and steel strand wires normal intensity is not less than 1860MPa.Anchor cable 200 must be into before constructing
Row scene pullout tests, carry out pre- tensioning with design prestressing force extremely 1.1 times when anchor cable 200 is constructed, finally by design value locking.
Anchor cable 200 includes anchoring section 202 and free segment 204, and wherein anchoring section 202 is banded in the lower end of Grouting Pipe 110,
Free segment 204 is bundled in the upper end of Grouting Pipe 110.Meanwhile anchor cable 200 is before being banded in Grouting Pipe 110, it need to be to anchor cable 200
Anchoring section 202 carry out degreasing and rust removal, preservative treatment is carried out in the free segment 204 of anchor cable 200, and in process of transporting and cast anchor
In must not damage.It is arranged with protective case 230 outside anchor cable 200, protective case 230 can protect entire anchor cable 200.Specifically, it protects
Set 230 can be PVC hose, be marked with butter between protective case 230 and steel strand wires.
Please refer to fig. 5, further, the lower end spacer sleeve of Grouting Pipe 110 is equipped with multiple expansion parts 220, fastener
210 and expansion part 220 along the axial direction of Grouting Pipe 110 be spaced apart from each other setting, expansion part 220 can support the anchoring section of anchor cable 200
202 form protrusion, and protrusion can guarantee that anchoring section 202 is connect firm with good ground.Expansion part 220 can be circular thickness
Steel plate or rubber slab are made, and expansion part 220 is equipped with the holding tank 222 for accommodating anchor cable 200.
After guaranteeing that Grouting Pipe 110 is inserted into steel-pipe pile 100, Grouting Pipe 110 and steel-pipe pile 100 are coaxial, anchor cable 200
Free segment 204 tied up part 244 in surely, be inserted in steel-pipe pile 100 and determine centre circle, determine centre circle position and anchor cable 200 oneself
Corresponding by section 204, fixed middle part 244 is supported on anchor cable 200 and determines between centre circle.Part 244 can support Grouting Pipe in fixed
110, guarantee that Grouting Pipe 110 and steel-pipe pile 100 are coaxial, while Grouting Pipe 110 and anchor cable 200 being avoided to shake in steel-pipe pile 100
It is dynamic.Specifically, fixed middle part 244 is bent to form for steel disc, and the both ends of fixed middle part 244 are bound on protective case 230 by iron wire, fixed
Centre circle can be steel pipe.It is set in 110 circumferential direction of Grouting Pipe there are three fixed middle part 244, it is two neighboring to determine between middle part 244
Angle is 120 °, guarantees that Grouting Pipe 110 supports firm.
Referring to Fig. 2, Grouting Pipe 110 need to be inserted into the bottom of steel-pipe pile 100, and Grouting Pipe 110 and steel-pipe pile 100
Bottom has certain distance, guarantees that injecting paste material can smoothly flow out.It needs that grouting plug is installed in the opening of steel-pipe pile 100
250, the opening of 250 sealed steel pipe stake 100 of grouting plug avoids external sundries from dropping into steel-pipe pile 100, influences slip casting material
Material.The length of Grouting Pipe 110 is greater than the length of steel-pipe pile 100, and Grouting Pipe 110 passes through grouting plug 250 and reaches steel-pipe pile 100
Outside, facilitate the injection of injecting paste material.
Grouting plug 250 can be made of non-woven fabrics, and shape is a set of annulus on heat-shrink tube, and 0.2- is first used before slip casting
0.4MPa pressure fills grouting plug 250, reaches the laggard horizontal high voltage slip casting of 20MPa intensity at it.Grouting plug 250 is equipped with connection
The inside of steel-pipe pile 100 and extraneous exhaust pipe 252, gas and impurity in injecting paste material can be discharged by exhaust pipe 252.
Step S140: injecting paste material is injected into steel-pipe pile 100 by Grouting Pipe 110.
Referring to Fig. 2, specifically, injecting paste material is high pressure slurries, is completed using multiple slip casting.Injecting paste material can be with
It can also be the slurries of other chemical components for cement mortar, cement slurry.In present embodiment, injecting paste material is cement slurry, slip casting
Cement slurry using intensity not less than M30 carries out under the pressure of 1-2MPa, it is proposed that the ratio of mud 0.45 specifically matches and various
The incorporation of additive must be determined by field test.
Step S150: after injecting paste material solidification, anchor cable 200 is carried out by the fixed station 300 being set in slope surface 10
Tensioning, to apply prestressing force to anchor cable 200.
After injecting paste material solidification, so that the anchoring section 202 of anchor cable 200 is fixed on good ground.The anchor of anchor cable 200
It is formed on the fixed station 300 that fixed end is anchored in side slope using OVM15 anchorage 330, to apply prestressing force to anchor cable 200.Specifically
Ground, fixed station 300 include ground beam 310 and the correcting wedge 320 being set on ground beam 310.Ground beam 310 and correcting wedge 320 are same
When pour to be formed, reinforcing bar is equipped in ground beam 310, guarantees that ground beam 310 has enough intensity.In ground beam 310 and correcting wedge 320
Equipped with steel sleeve 260, so that Grouting Pipe 110 and anchor cable 200 pass through.
Anchorage 330 is put into concrete by ground beam 310 and correcting wedge 320 during pouring, steel sleeve 260
It is pierced by outside anchorage 330, so that anchor cable 200 is pierced by outside anchorage 330.After concrete setting intensity is greater than 22MPa, by anchor slab
340 are set on correcting wedge 320, and anchor cable 200 is fixed on anchor slab 340, to apply prestressing force to anchor cable 200.Anchor cable
After the completion of 200 tensioning, coagulation grave block 350 can be used and seal anchor slab 340 and anchor cable 200, avoid anchor slab 340 and anchor cable
200 by raindrop erosion.
Above-mentioned prestressing force miniature pile construction method, in descending reinforcing cage, while anchor cable 200 is inserted into Grouting Pipe 110
Injecting paste material is injected into steel-pipe pile 100 by Grouting Pipe 110 in the bottom of steel-pipe pile 100 from bottom to up, solidifies to injecting paste material
Afterwards, the anchoring section 202 of anchor cable 200 can be anchored at good ground.The anchored end of anchor cable 200 stretch out steel-pipe pile 100 it is outer with set
It is placed in fixed station 300 in slope surface 10 to connect, to apply prestressing force to anchor cable 200, be formed to mini pile and surrounding Rock And Soil
Prestressing force improves mini pile and surrounding Rock And Soil stress performance, improves antiskid section Rock And Soil skid resistance, and can effectively improve simultaneously
The resistance to compression of mini pile, shearing strength.
Each technical characteristic of embodiment described above can be combined arbitrarily, for simplicity of description, not to above-mentioned reality
It applies all possible combination of each technical characteristic in example to be all described, as long as however, the combination of these technical characteristics is not deposited
In contradiction, all should be considered as described in this specification.
The embodiments described above only express several embodiments of the present invention, and the description thereof is more specific and detailed, but simultaneously
It cannot therefore be construed as limiting the scope of the patent.It should be pointed out that coming for those of ordinary skill in the art
It says, without departing from the inventive concept of the premise, various modifications and improvements can be made, these belong to protection of the invention
Range.Therefore, the scope of protection of the patent of the invention shall be subject to the appended claims.
Claims (10)
1. a kind of prestressing force miniature pile construction method, which comprises the following steps:
(1) stake holes is drilled in side slope；
(2) steel-pipe pile is inserted into the stake holes；
(3) anchor cable is banded in Grouting Pipe, Grouting Pipe is inserted into the bottom of steel-pipe pile；
(4) injecting paste material is injected into the steel-pipe pile by the Grouting Pipe；
(5) after injecting paste material solidification, anchor cable is subjected to tensioning by the fixed station being set in slope surface, to the anchor
Rope applies Prestressing.
2. prestressing force miniature pile construction method according to claim 1, which is characterized in that the steel-pipe pile is inserted into institute
Before stating the step in stake holes further include:
The stake holes is cleaned.
3. prestressing force miniature pile construction method according to claim 1, which is characterized in that the anchor cable include anchoring section and
Free segment, step anchor cable being banded in Grouting Pipe specifically:
The anchor cable is banded in the Grouting Pipe by fastener, is arranged expansion part at the lower end interval of the Grouting Pipe,
The expansion part supports the anchoring section to form protrusion.
4. prestressing force miniature pile construction method according to claim 3, which is characterized in that by fastener by the anchor cable
It is banded in after the step in the Grouting Pipe further include:
Surely middle part is banded on the free segment, centre circle will be determined and be inserted into steel-pipe pile, the fixed middle part is located at the freedom
Section and it is described determine to support the Grouting Pipe between centre circle so that the Grouting Pipe and the steel-pipe pile are coaxial.
5. prestressing force miniature pile construction method according to claim 3, which is characterized in that the anchor cable is banded in the note
Before slurry pipe is upper further include:
Butter is injected in protective case, and then the protective case is set on the anchor cable.
6. prestressing force miniature pile construction method according to claim 3, which is characterized in that the anchor cable is banded in the note
Before slurry pipe is upper further include:
Degreasing and rust removal is carried out to the anchoring section of the anchor cable, preservative treatment is carried out to the free segment of the anchor cable.
7. prestressing force miniature pile construction method according to claim 1, which is characterized in that the fixed station include ground beam and
The correcting wedge being set on ground beam, described the step of anchor cable is carried out tensioning by the fixed station being set in slope surface, are specific
Are as follows:
It pours the ground beam and correcting wedge in side slope, in casting process, anchorage is put into concrete, and make the anchor
Rope is pierced by the anchorage, after concrete setting, is tensioned the anchor cable by anchor slab.
8. prestressing force miniature pile construction method according to claim 7, which is characterized in that it is described by anchor slab by the anchor
After the step of rope is tensioned further include:
The anchor slab and the anchor cable are sealed using coagulation grave block.
9. prestressing force miniature pile construction method according to claim 1, which is characterized in that described to be drilled with stake holes in side slope
The step of specifically:
The stake holes is drilled in side slope using pneumatic drilled dry construction method.
10. prestressing force miniature pile construction method according to claim 1, which is characterized in that by the Grouting Pipe to institute
It states in steel-pipe pile during injection injecting paste material, using multiple slip casting completion, slip casting is not less than the cement bonded sand of M30 using intensity
Slurry carries out under the pressure of 1-2MPa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910237029.4A CN110004927A (en) | 2019-03-27 | 2019-03-27 | Prestressing force miniature pile construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910237029.4A CN110004927A (en) | 2019-03-27 | 2019-03-27 | Prestressing force miniature pile construction method |
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| CN110004927A true CN110004927A (en) | 2019-07-12 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111456064A (en) * | 2020-04-03 | 2020-07-28 | 中交一公局集团有限公司 | Bridge steel pipe support foundation on bedding rock surface and processing method thereof |
| CN115404886A (en) * | 2022-09-05 | 2022-11-29 | 大连理工大学 | Construction method of assembled miniature pile-anchor cable combined supporting structure |
| CN117345309A (en) * | 2023-12-05 | 2024-01-05 | 矿冶科技集团有限公司 | Shear-resistant prestress anchor cable |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2675742Y (en) * | 2003-07-30 | 2005-02-02 | 柳州欧维姆机械股份有限公司 | Distributed prestress finished anchor cable |
| CN101298780A (en) * | 2008-06-23 | 2008-11-05 | 云南省公路规划勘察设计院 | High and light anchorage cable pile panel wall and construction method thereof |
| CN103147440A (en) * | 2013-03-14 | 2013-06-12 | 黄河勘测规划设计有限公司 | Construction method of prestressed anchor cable |
| CN106522243A (en) * | 2016-10-18 | 2017-03-22 | 中铁局集团有限公司 | Fissure-contained rock soil stratum prestressed anchor cable grouting and anchoring construction method |
| CN106917411A (en) * | 2017-03-16 | 2017-07-04 | 广州市建誉科技有限责任公司 | Locking anchor cable structure and its construction method are anchored outside tension and compression complementary type |
| CN108149679A (en) * | 2018-01-18 | 2018-06-12 | 中国建筑西北设计研究院有限公司 | A kind of construction for inserting special reinforcing bar rear in the plain concrete of CFG |
| CN108677943A (en) * | 2018-06-15 | 2018-10-19 | 张玉芳 | Repeatedly control slip casting pre-stressed steel anchor pipe anchor cable composite structure and its construction method |
| CN108797600A (en) * | 2018-05-21 | 2018-11-13 | 青岛建集团有限公司 | Miniature steel pipe pile prestressed anchor rope combination supporting construction method |
| CN109056748A (en) * | 2018-10-17 | 2018-12-21 | 石磊 | A kind of prestressing force miniature steel pipe pile constructing structure, method |
-
2019
- 2019-03-27 CN CN201910237029.4A patent/CN110004927A/en active Pending
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2675742Y (en) * | 2003-07-30 | 2005-02-02 | 柳州欧维姆机械股份有限公司 | Distributed prestress finished anchor cable |
| CN101298780A (en) * | 2008-06-23 | 2008-11-05 | 云南省公路规划勘察设计院 | High and light anchorage cable pile panel wall and construction method thereof |
| CN103147440A (en) * | 2013-03-14 | 2013-06-12 | 黄河勘测规划设计有限公司 | Construction method of prestressed anchor cable |
| CN106522243A (en) * | 2016-10-18 | 2017-03-22 | 中铁局集团有限公司 | Fissure-contained rock soil stratum prestressed anchor cable grouting and anchoring construction method |
| CN106917411A (en) * | 2017-03-16 | 2017-07-04 | 广州市建誉科技有限责任公司 | Locking anchor cable structure and its construction method are anchored outside tension and compression complementary type |
| CN108149679A (en) * | 2018-01-18 | 2018-06-12 | 中国建筑西北设计研究院有限公司 | A kind of construction for inserting special reinforcing bar rear in the plain concrete of CFG |
| CN108797600A (en) * | 2018-05-21 | 2018-11-13 | 青岛建集团有限公司 | Miniature steel pipe pile prestressed anchor rope combination supporting construction method |
| CN108677943A (en) * | 2018-06-15 | 2018-10-19 | 张玉芳 | Repeatedly control slip casting pre-stressed steel anchor pipe anchor cable composite structure and its construction method |
| CN109056748A (en) * | 2018-10-17 | 2018-12-21 | 石磊 | A kind of prestressing force miniature steel pipe pile constructing structure, method |
Cited By (5)
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| CN115404886A (en) * | 2022-09-05 | 2022-11-29 | 大连理工大学 | Construction method of assembled miniature pile-anchor cable combined supporting structure |
| CN115404886B (en) * | 2022-09-05 | 2023-09-26 | 大连理工大学 | Construction method of assembled miniature pile-anchor rope combined supporting structure |
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| CN117345309B (en) * | 2023-12-05 | 2024-02-20 | 矿冶科技集团有限公司 | Shear-resistant prestress anchor cable |
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Application publication date: 20190712 |