CN112095585A - Prestressed composite anchor cable uplift pile and preparation method thereof - Google Patents
Prestressed composite anchor cable uplift pile and preparation method thereof Download PDFInfo
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- CN112095585A CN112095585A CN202010871482.3A CN202010871482A CN112095585A CN 112095585 A CN112095585 A CN 112095585A CN 202010871482 A CN202010871482 A CN 202010871482A CN 112095585 A CN112095585 A CN 112095585A
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- anchor cable
- uplift pile
- pile
- uplift
- wall
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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
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0046—Production methods using prestressing techniques
Abstract
The invention belongs to the field of underground construction, and particularly relates to a prestressed composite anchor cable uplift pile and a preparation method thereof. Prestressing force composite anchor rope uplift pile, its characterized in that: the method comprises the following steps: the composite anchor cable is arranged between the outer wall of the uplift pile cage and the inner wall of the uplift pile cage, and consists of an isolation body and the uplift anchor cable arranged in the isolation body, and the isolation body separates corrosive substances from the uplift anchor cable; and (7) filling the materials. The invention can avoid the problems that the steel strand can be disorderly and cannot be placed at the bottom of the hole in the process of entering the hole, the steel strand is easy to corrode, and particularly the corrosion is caused by tiny cracks generated by tensile stress when underground water at the lower part of the pile body enters concrete, the upper part of the pile body is always in a pressed state, so that the cracks are avoided, and the integral support performance of the pile cage is good.
Description
Technical Field
The invention belongs to the field of underground construction, and particularly relates to a prestressed composite anchor cable uplift pile and a preparation method thereof.
Background
There are mainly 4 engineering situations that require the use of uplift piles: the underground water level of the position of the project is high, the soil covering on the upper part of the project is thin or the dead weight of the upper structure cannot be offset with the buoyancy of the underground water, and at the moment, under the action of the buoyancy of the underground water, the part or the whole of the project structure can be subjected to uplifting force, so that the building is displaced upwards. This is often the case in basements of buildings, underground parking lots, and the like. It is then necessary to design uplift piles to avoid these situations.
The engineering structure may bear great horizontal load during construction or later use, such as bridge abutment, retaining wall batter pile, etc., and is also the case for high-rise structures and pier foundations of large power transmission towers.
The engineering structure foundation bears the overlarge eccentric bending moment transmitted by the upper structure, and particularly under the condition of large eccentric stress, one part of the foundation bears pressure, and the other part of the foundation bears tension. At this time, the uplift pile is needed to be arranged to offset the upward tension of the uplift pile, so that the phenomenon that the normal use of the engineering structure is influenced or even the safety is influenced due to the occurrence of uneven settlement is avoided. Ocean oil and gas drilling platform bears snow load, the basis of the membrane structure of rain load recurrence.
The higher seismic intensity or the high importance of the building needs to consider the pile foundation of the building under the action of seismic load and the existence of expansive soil or frozen soil in the area where the pile foundation of the building is located.
The following problems are encountered or caused in the conventional uplift pile at the present stage:
(1) the whole section of the pile body concrete is a tension section, the pile body is easy to crack, so that the reinforcing steel bar is corroded, the pulling resistance is failed, if the crack control is not good, the durability and the reliability of the pile body concrete can not meet the requirements. Particularly, the pile top is often a dry-wet alternative position under the anti-floating condition, the corrosion speed is higher, and the bottom plate is cracked and leaks water due to the fact that reinforcing steel bars corrode the bottom plate.
(2) The pile body reinforcement cage has a large number of longitudinal stress reinforcements and high cost in order to meet the requirement of anti-cracking checking calculation; the tension cannot be fully exerted, so that the material waste is caused; the joint of the pile and the foundation is waterproof and is easy to seep water.
(3) The steel reinforcement cage that the steel strand wires were directly prepared does not have intensity construction difficulty, and the steel strand wires can be in disorder in the hand-in process and can't put into the hole bottom, need adopt the steel reinforcement cage preparation skeleton, and the reinforcing bar is extravagant and do not play any role.
Disclosure of Invention
In order to solve the problems that the steel strand can be disorderly stirred and cannot be placed at the bottom of the hole in the process of entering the hole, the steel strand is easy to corrode, especially the corrosion caused by tiny cracks generated by tensile stress when underground water enters concrete, and the like, the invention provides the prestressed composite anchor cable uplift pile which is easy to enter the hole, corrosion-resistant and good in integral support property of a pile cage and the preparation method thereof.
A prestressed composite anchor cable uplift pile comprises:
the uplift pile composite reinforcement cage comprises an uplift pile cage outer wall and an uplift pile cage inner wall;
the composite anchor cable is arranged between the outer wall of the uplift pile cage and the inner wall of the uplift pile cage, the composite anchor cable consists of an isolation body and the uplift anchor cable (comprising a bonding section of the uplift anchor cable at the lower part of the pile body) arranged in the isolation body, and the isolation body separates corrosive substances from the uplift anchor cable;
and (7) filling the materials.
Furthermore, more than one composite anchor cable is provided.
Further, the interval of the adjacent composite anchor cables on the circumference is more than 20 cm.
Further, the filler is a grouting body.
Furthermore, the corrosive substance is one or more of corrosive liquid, corrosive solid and corrosive gas.
Further, grouting bodies are injected between the isolation bodies and the anti-pulling anchor cables, the grouting bodies and the isolation bodies can be stably combined, and the anti-pulling anchor cables and the grouting bodies in the bonding section at the lower part of the pile body can be stably combined; and the unbonded section at the upper part of the pile body resists the pulling anchor cable.
Furthermore, the anti-pulling anchor cable is composed of one of 2 strands of steel strands, 3 strands of steel strands, 4 strands of steel strands, 5 strands of steel strands, 6 strands of steel strands, 7 strands of steel strands, 8 strands of steel strands and 9 strands of steel strands.
Furthermore, the steel strand consists of a bonding prestressed steel strand bare rib and a non-bonding prestressed steel strand. The bonding section anti-pulling anchor cable at the lower part of the pile body is a bonding prestressed steel strand naked rib, and the non-bonding section anti-pulling anchor cable at the upper part of the pile body is a non-bonding prestressed steel strand.
The unbonded prestressed steel strand is provided with a sleeve. The ratio of the unbonded prestressed steel strand to the bonded prestressed steel strand bare steel is 1:4 to 4: 1.
Further, the ratio of the unbonded prestressed steel strand to the bonded prestressed steel strand bare reinforcement is 1:3 to 3: 1.
Furthermore, the ratio of the unbonded prestressed steel strand to the bonded prestressed steel strand is 1:2 to 2: 1.
Furthermore, the ratio of the unbonded prestressed steel strand to the bonded prestressed steel strand bare reinforcement is 1: 1.
Further, the sleeve is a plastic sleeve.
Further, the plastic sleeve is a PPC sleeve or a PVC sleeve.
Furthermore, special anticorrosive and waterproof materials are filled in the sleeve and the gap between the steel strand.
Further, the steel pipe is a steel pipe, a corrugated pipe or a (other material) ribbed structural pipe, wherein the steel pipe is a common steel pipe or a special steel pipe. The isolation body sets up between resistance to plucking pile cage outer wall and resistance to plucking pile cage inner wall.
And further, the isolation body is welded or connected and fixed between the outer wall of the uplift pile cage and the inner wall of the uplift pile cage.
Furthermore, the outer wall of the uplift pile cage is surrounded by spiral stirrups, and the inner wall of the uplift pile cage is surrounded by spiral stirrups. And a reinforced hoop is arranged on the spiral hoop to enhance the rigidity of the uplift pile.
Further, the corrosive liquid is soil body layer seepage water.
And furthermore, a protective layer is arranged between the outer wall of the uplift pile cage and the drill hole, and the protective layer is a concrete protective layer.
A preparation method of a prestressed composite anchor cable uplift pile comprises the following steps:
the method comprises the following steps: taking soil by a drilling machine to form a drill hole;
step two: grouting the drill hole, and simultaneously extracting the drilling machine to form a slurry retaining wall at the edge of the drill hole so as to ensure no hole collapse;
step three: extending the uplift pile composite reinforcement cage into the drill hole to ensure that the pile is sunk to the bottom of the pile; the uplift pile composite reinforcement cage comprises an uplift pile cage outer wall and an uplift pile cage inner wall;
further, putting the outer wall of the uplift pile cage, the inner wall of the uplift pile cage, an isolation body arranged between the outer wall of the uplift pile cage and the inner wall of the uplift pile cage and an anchoring body connected with the lower part into the drill hole together;
furthermore, pile splicing is carried out, a welding method or sleeve connection is adopted between the first section of composite anchor cable steel reinforcement cage and the second section of composite anchor cable steel reinforcement cage, and the top of the cage is sealed by an isolation body or (other materials) ribbed structural pipes by using a protection device, so that sundries are prevented from falling into the cage.
Step four: pouring concrete into the drill hole to form a pile body of the uplift pile;
step five: opening the sealing opening protection device of the isolation body, and respectively putting the bonding section anti-pulling anchor cable (anchoring section anti-pulling anchor cable) at the lower part of the pile body and the non-bonding section anti-pulling anchor cable (free section anti-pulling anchor cable) at the upper part of the pile body into the isolation body from the pile top;
furthermore, the anti-pulling anchor cable is composed of one of 2 strands of steel strands, 3 strands of steel strands, 4 strands of steel strands, 5 strands of steel strands, 6 strands of steel strands, 7 strands of steel strands, 8 strands of steel strands and 9 strands of steel strands.
Furthermore, the steel strand consists of a bonding prestressed steel strand bare rib and a non-bonding prestressed steel strand. The unbonded prestressed steel strand is provided with a sleeve.
And putting the bonding section anti-pulling anchor cable (anchoring section anti-pulling anchor cable) at the lower part of the pile body and the non-bonding section anti-pulling anchor cable (free section anti-pulling anchor cable) at the upper part of the pile body into the isolation body.
Step six: and sequentially pouring grouting bodies from the ground to the inside of the isolation body from bottom to top.
Further, the grouting body is cement slurry, cement sand slurry or non-expansion special grouting binding fluid. The grouting body and the isolated body can be firmly combined, and the uplift-resistant anchor cable at the bonding section at the lower part of the pile body and the grouting body can be firmly combined; the non-adhesive section of the upper part of the pile body resists the anchor cable.
The invention has the beneficial effects that:
in the pile body of the prestressed uplift pile, the lower section is a tension section, and the upper section is a compression section. For the tension section, the composite anchor cable consists of the anti-pulling anchor cable, the grouting body and the isolating body (such as a steel pipe) which are partially bonded, in the process that the anti-pulling anchor cable transmits the pulling-up force to the pile body concrete through the grouting body and the isolating body, three materials have three bonding surfaces, so that the partial deformation coordination of the pulling-up force is realized, the pile body concrete cannot crack on a large scale like the conventional anti-pulling pile due to the local overlarge pulling stress, even if part of the concrete enters the pile body due to the tiny cracks generated by the pulling stress, the stressed anti-pulling anchor cable is protected by the isolating body and cannot be corroded by underground water. And the upper section is a pressed section, so that the concrete can not crack. By contrast, the composite anchor cable consisting of the anti-pulling anchor cable, the grouting body and the isolating body has the advantages that the ratio of the anti-pulling force to the manufacturing cost is higher than that of the common reinforcing steel bar, and the main reinforcing steel bar is not required to be increased by considering the anti-cracking problem; meanwhile, the pile body is pressed to generate a positive Poisson effect, and the bearing capacity of the uplift pile is higher than that of the conventional uplift pile, so that higher cost performance can be realized, and the manufacturing cost can be reduced by 20-30% compared with that of the conventional cast-in-place concrete uplift pile. Because of adopting the prestress technology, the initial area of the uplift force is the lower part of the pile body, and the technology ensures that the uplift displacement of the pile top is smaller than that of the conventional uplift pile under the same bearing force.
Drawings
FIG. 1 is a schematic structural view of the present invention during pulling resistance;
fig. 2 is a partially enlarged schematic view of one of the composite anchor lines in the uplift pile shown in fig. 1;
FIG. 3 is an enlarged schematic view of section A-A of FIG. 1;
fig. 4 is an enlarged schematic view of a bonding section steel strand bare rib (without a sleeve) in the composite anchor cable in fig. 3;
wherein: 1: uplift pile cage outer wall, 2: uplift pile cage inner wall, 3: composite anchor cable, 3-1: separator, 3-2: anti-pulling anchor cable, 3-3: grouting body, 3-4: sleeve, 4: reinforced hoop, 5: protective layer, 6: upper fixing portion, 7: concrete cushion, 8: pile top elevation, 9: soil mass, 10: and (4) a spiral stirrup.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the described embodiments are only some embodiments of the present application, and not all embodiments. All other embodiments, which can be obtained by a person skilled in the art without inventive efforts based on the embodiments of the present invention, are within the scope of the present invention.
Referring to fig. 1, P is the pull-out resistance; n is side friction resistance. The upper fixing part is fixed with the upper part of the uplift pile, and the upper fixing part is a bearing platform or a raft plate;
a prestressed composite anchor cable uplift pile comprises:
the uplift pile composite reinforcement cage comprises an uplift pile cage outer wall and an uplift pile cage inner wall;
the composite anchor cable is arranged between the outer wall of the uplift pile cage and the inner wall of the uplift pile cage, the composite anchor cable consists of an isolation body and the uplift anchor cable (comprising a bonding section of the uplift anchor cable at the lower part of the pile body) arranged in the isolation body, and the isolation body separates corrosive substances from the uplift anchor cable;
the filler is a grouting body.
Furthermore, more than one composite anchor cable is provided.
Further, the interval of the adjacent composite anchor cables on the circumference is more than 20 cm.
Furthermore, the corrosive substance is one or more of corrosive liquid, corrosive solid and corrosive gas.
Further, grouting bodies are injected between the isolation bodies and the anti-pulling anchor cables, the grouting bodies and the isolation bodies can be stably combined, and the anti-pulling anchor cables and the grouting bodies in the bonding section at the lower part of the pile body can be stably combined; and the unbonded section at the upper part of the pile body resists the pulling anchor cable.
Furthermore, the anti-pulling anchor cable is composed of one of 2 strands of steel strands, 3 strands of steel strands, 4 strands of steel strands, 5 strands of steel strands, 6 strands of steel strands, 7 strands of steel strands, 8 strands of steel strands and 9 strands of steel strands.
Furthermore, the steel strand consists of a bonding prestressed steel strand bare rib and a non-bonding prestressed steel strand. The bonding section anti-pulling anchor cable at the lower part of the pile body is a bonding prestressed steel strand naked rib, and the non-bonding section anti-pulling anchor cable at the upper part of the pile body is a non-bonding prestressed steel strand.
Fig. 2 is a partially enlarged schematic view of one of the composite anchor cables in the uplift pile shown in fig. 1, and the grouting body outside the casing is not shown for clarity. Fig. 3 and 4 show the condition that the steel strand bare bars are not provided with sleeves.
The unbonded prestressed steel strand is provided with a sleeve. The ratio of the unbonded prestressed steel strand to the bonded prestressed steel strand bare steel is 1:4 to 4: 1.
Further, the ratio of the unbonded prestressed steel strand to the bonded prestressed steel strand bare reinforcement is 1:3 to 3: 1.
Furthermore, the ratio of the unbonded prestressed steel strand to the bonded prestressed steel strand is 1:2 to 2: 1.
Furthermore, the ratio of the unbonded prestressed steel strand to the bonded prestressed steel strand bare reinforcement is 1: 1.
Further, the sleeve is a plastic sleeve.
Further, the plastic sleeve is a PPC sleeve or a PVC sleeve.
Furthermore, special anticorrosive and waterproof materials are filled in the sleeve and the gap between the steel strand.
Further, the isolation body is a steel pipe, a corrugated pipe or a (other materials) ribbed structural pipe, wherein the steel pipe is a common steel pipe or a special steel pipe. The isolation body sets up between resistance to plucking pile cage outer wall and resistance to plucking pile cage inner wall.
And further, the isolation body is welded or connected and fixed between the outer wall of the uplift pile cage and the inner wall of the uplift pile cage.
Furthermore, the outer wall of the uplift pile cage is surrounded by spiral stirrups, and the inner wall of the uplift pile cage is surrounded by spiral stirrups. And a reinforced hoop is arranged on the spiral hoop to enhance the rigidity of the uplift pile.
Further, the corrosive liquid is soil body layer seepage water.
And furthermore, a protective layer is arranged between the outer wall of the uplift pile cage and the drill hole, and the protective layer is a concrete protective layer.
A preparation method of a prestressed composite anchor cable uplift pile comprises the following steps:
the method comprises the following steps: taking soil by a drilling machine to form a drill hole;
step two: grouting the drill hole, and simultaneously extracting the drilling machine to form a slurry retaining wall at the edge of the drill hole so as to ensure no hole collapse;
step three: extending the uplift pile composite reinforcement cage into the drill hole to ensure that the pile is sunk to the bottom of the pile; the uplift pile composite reinforcement cage comprises an uplift pile cage outer wall and an uplift pile cage inner wall;
further, putting the outer wall of the uplift pile cage, the inner wall of the uplift pile cage, an isolation body arranged between the outer wall of the uplift pile cage and the inner wall of the uplift pile cage and an anchoring body connected with the lower part into the drill hole together;
furthermore, pile splicing is carried out, a welding method or a sleeve connection is adopted between the first section of composite anchor cable steel reinforcement cage and the second section of composite anchor cable steel reinforcement cage, the isolated body is sealed by a protection device at the top of the cage, and sundries are prevented from falling into the cage.
Step four: pouring concrete into the drill hole to form a pile body of the uplift pile;
step five: opening the sealing opening protection device of the isolation body, and respectively putting the bonding section anti-pulling anchor cable (anchoring section anti-pulling anchor cable) at the lower part of the pile body and the non-bonding section anti-pulling anchor cable (free section anti-pulling anchor cable) at the upper part of the pile body into the isolation body from the pile top;
furthermore, the anti-pulling anchor cable is composed of one of 2 strands of steel strands, 3 strands of steel strands, 4 strands of steel strands, 5 strands of steel strands, 6 strands of steel strands, 7 strands of steel strands, 8 strands of steel strands and 9 strands of steel strands.
Furthermore, the steel strand consists of a bonding prestressed steel strand bare rib and a non-bonding prestressed steel strand. The unbonded prestressed steel strand is provided with a sleeve.
And putting the bonding section anti-pulling anchor cable (anchoring section anti-pulling anchor cable) at the lower part of the pile body and the non-bonding section anti-pulling anchor cable (free section anti-pulling anchor cable) at the upper part of the pile body into the isolation body.
Step six: and sequentially pouring grouting bodies from the ground to the inside of the isolation body from bottom to top.
Further, the grouting body is cement slurry, cement sand slurry or non-expansion special grouting binding fluid. The grouting body and the isolated body can be firmly combined, and the uplift-resistant anchor cable at the bonding section at the lower part of the pile body and the grouting body can be firmly combined; the non-bonding section anti-pulling anchor cable on the upper part of the pile body can be pre-stressed in advance.
In the description of the present invention, it is to be understood that the terms "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "axial," "radial," "circumferential," and the like are used in the orientations and positional relationships indicated in the drawings for convenience in describing the invention and for simplicity in description, and are not intended to indicate or imply that the referenced device or element must have a particular orientation, be constructed and operated in a particular orientation, and are not to be construed as limiting the invention. In the description of the present invention, "the first feature" and "the second feature" may include one or more of the features. In the description of the present invention, "several" means two or more.
In the description herein, references to the description of the term "one embodiment," "some embodiments," "an illustrative embodiment," "an example," "a specific example," or "some examples" or the like mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, the schematic representations of the terms used above do not necessarily refer to the same embodiment or example.
While embodiments of the invention have been shown and described, it will be understood by those of ordinary skill in the art that: various changes, modifications, substitutions and alterations can be made to the embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the claims and their equivalents.
Claims (10)
1. The utility model provides a compound anchor rope anti-floating pile of prestressing force which characterized in that includes:
the uplift pile composite reinforcement cage comprises an uplift pile cage outer wall and an uplift pile cage inner wall;
the composite anchor cable is arranged between the outer wall of the uplift pile cage and the inner wall of the uplift pile cage, and consists of an isolation body and the uplift anchor cable arranged in the isolation body, and the isolation body separates corrosive substances from the uplift anchor cable;
and (7) filling the materials.
2. The prestressed composite anchor cable uplift pile as claimed in claim 1, wherein: the filler is grouting body which is one or more of cement slurry, cement sand slurry or non-expansion special grouting binding liquid.
3. The prestressed composite anchor cable uplift pile as claimed in claim 1, wherein: the corrosive substance is one or more of corrosive liquid, corrosive solid and corrosive gas.
4. The prestressed composite anchor cable uplift pile as claimed in claim 1, wherein: the anti-pulling anchor cable consists of an anti-pulling anchor cable with a bonding section and an anti-pulling anchor cable without a bonding section.
5. The prestressed composite anchor cable uplift pile as claimed in claim 4, wherein: the anti-pulling anchor cable with the bonding section at the lower part of the pile body is a bare steel bar with bonding prestress steel strands, and the anti-pulling anchor cable without the bonding section at the upper part of the pile body is an unbonded prestress steel strand.
6. The prestressed composite anchor cable uplift pile as claimed in claim 5, wherein: the unbonded prestressed steel strand is provided with a sleeve. The ratio of the unbonded prestressed steel strand to the bonded prestressed steel strand bare steel is 1:4 to 4: 1.
7. The prestressed composite anchor cable uplift pile as claimed in claim 6, wherein: the sleeve is a plastic sleeve.
8. The prestressed composite anchor cable uplift pile as claimed in claim 1, wherein: the isolation body is a steel pipe, a corrugated pipe or a ribbed structure pipe, wherein the steel pipe is a common steel pipe or a special steel pipe.
9. The prestressed composite anchor cable uplift pile as claimed in claim 1, wherein: the outer wall of the uplift pile cage is surrounded by spiral stirrups, and the inner wall of the uplift pile cage is surrounded by spiral stirrups.
10. A method for manufacturing a prestressed composite anchor cable uplift pile according to any one of claims 1 to 9, wherein the outer wall of the uplift pile cage, the inner wall of the uplift pile cage, and the spacer provided between the outer wall of the uplift pile cage and the inner wall of the uplift pile cage are put together into the drilled hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010871482.3A CN112095585A (en) | 2020-08-26 | 2020-08-26 | Prestressed composite anchor cable uplift pile and preparation method thereof |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010871482.3A CN112095585A (en) | 2020-08-26 | 2020-08-26 | Prestressed composite anchor cable uplift pile and preparation method thereof |
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| CN112095585A true CN112095585A (en) | 2020-12-18 |
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| CN202010871482.3A Pending CN112095585A (en) | 2020-08-26 | 2020-08-26 | Prestressed composite anchor cable uplift pile and preparation method thereof |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113123332A (en) * | 2021-04-13 | 2021-07-16 | 中国建筑技术集团有限公司 | Post-tensioned slow-setting main reinforcement pressure type uplift action pile and preparation method thereof |
| KR102540408B1 (en) * | 2022-08-30 | 2023-06-07 | (주)하경엔지니어링 | Retensioned PHC Pile and Construction Method for the same |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101634144A (en) * | 2009-07-29 | 2010-01-27 | 中铁二院工程集团有限责任公司 | Anti-slide pile with vertical prestressed anchor cables adopting secondary grouting |
| CN101644053A (en) * | 2009-09-04 | 2010-02-10 | 凌光荣 | Method for enhancing pulling-resistant and tensile-resistant capability of soft and weak soil layer anchor rod/anchor rope |
| CN204982864U (en) * | 2015-09-01 | 2016-01-20 | 北京建材地质工程公司 | Insert steel reinforcement cage behind long spiral pore -forming guncreting |
-
2020
- 2020-08-26 CN CN202010871482.3A patent/CN112095585A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101634144A (en) * | 2009-07-29 | 2010-01-27 | 中铁二院工程集团有限责任公司 | Anti-slide pile with vertical prestressed anchor cables adopting secondary grouting |
| CN101644053A (en) * | 2009-09-04 | 2010-02-10 | 凌光荣 | Method for enhancing pulling-resistant and tensile-resistant capability of soft and weak soil layer anchor rod/anchor rope |
| CN204982864U (en) * | 2015-09-01 | 2016-01-20 | 北京建材地质工程公司 | Insert steel reinforcement cage behind long spiral pore -forming guncreting |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113123332A (en) * | 2021-04-13 | 2021-07-16 | 中国建筑技术集团有限公司 | Post-tensioned slow-setting main reinforcement pressure type uplift action pile and preparation method thereof |
| CN113123332B (en) * | 2021-04-13 | 2022-09-02 | 中国建筑技术集团有限公司 | Post-tensioned slow-setting main reinforcement pressure type uplift action pile and preparation method thereof |
| KR102540408B1 (en) * | 2022-08-30 | 2023-06-07 | (주)하경엔지니어링 | Retensioned PHC Pile and Construction Method for the same |
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Application publication date: 20201218 |
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