CN112095586A - Prestressed post-inserted composite anchor cable uplift pile and preparation method thereof - Google Patents
Prestressed post-inserted composite anchor cable uplift pile and preparation method thereof Download PDFInfo
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- CN112095586A CN112095586A CN202010871485.7A CN202010871485A CN112095586A CN 112095586 A CN112095586 A CN 112095586A CN 202010871485 A CN202010871485 A CN 202010871485A CN 112095586 A CN112095586 A CN 112095586A
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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
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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
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- 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
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Abstract
The invention belongs to the field of underground construction, and particularly relates to a prestressed post-inserted composite anchor cable uplift pile and a preparation method thereof, wherein the uplift pile comprises the following components: 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 isolating body and the uplift anchor cable arranged in the isolating body, the isolating body separates corrosive substances from the uplift anchor cable, and a steel plate anchoring end is arranged at the bottommost part of the composite anchor cable and connected with the isolating body; and (7) filling the materials. The pile cage has the advantages of good overall performance, high bearing capacity, no slurry pollution, low cost, corrosion resistance, high construction speed and capability of preventing cracks from being generated because the upper part of the pile body is always in a pressed state.
Description
Technical Field
The invention belongs to the field of underground construction, and particularly relates to a prestressed post-inserted 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) when vertical pulling force is applied to a pile body longitudinal stress steel bar (or other main reinforcement materials), the steel bar transmits the force to pile body concrete (or a pile body), the pile body concrete is stretched to generate an upward displacement trend relative to a soil body, and then the soil around the pile generates downward frictional resistance on a pile side interface; the load is transmitted downwards along the pile body, namely the process of continuously overcoming the frictional resistance and diffusing into the soil through the load, the displacement of the upper part is always larger than that of the lower part, so the frictional resistance of the upper part is always exerted before the lower part, and when the total frictional resistance of the pile side reaches the limit, the pile is rapidly and not stopped and pulled upwards to be damaged.
(2) 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.
(3) 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.
(4) The side friction of the pile body formed by the mud protective wall is reduced, and the bearing capacity is influenced.
(5) The slurry wall protection process can cause environmental pollution and increase the on-site environmental protection cost.
(6) The strength of a prestressed reinforcement cage adopted by a traditional prestressed pile is not enough, a vibrating rod is used for placing the reinforcement cage in a vibrating mode, and the vibrating rod is easy to be mixed with a steel strand and cannot be vertically placed at the bottom of a hole; if more reinforcement cages are adopted to prepare the framework, the reinforcement is wasted and does not play any role. .
Disclosure of Invention
The invention provides a prestressed rear-inserted composite anchor cable uplift pile with good pile cage overall performance, high bearing capacity, no slurry pollution, low manufacturing cost, corrosion resistance and high construction speed and a preparation method thereof, aiming at solving the problems that the steel strand is easy to be scattered by a vibrating rod or is disordered and cannot be put to the bottom in the rear-inserted steel reinforcement cage vibration process to cause construction accidents, the slurry protective wall reduces the bearing capacity to pollute the environment, the steel strand is easy to corrode, particularly, underground water enters concrete to corrode due to the corrosion caused by micro cracks generated by the tensile stress.
A prestressing force is inserted compound anchor rope anti-floating pile after, 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, the composite anchor cable consists of an isolating body and the uplift anchor cable arranged in the isolating body, the isolating body separates corrosive substances from the uplift anchor cable, and a steel plate anchoring end is arranged at the bottommost part of the composite anchor cable and connected with the isolating body;
and (7) filling the materials.
Furthermore, more than two composite anchor cables are provided.
Further, the interval of the adjacent composite anchor cables on the circumference is more than 20 cm.
Further, the filler is grouting body, and the grouting body is one or more of cement slurry, cement sand slurry or non-expansion special grouting binding fluid.
Furthermore, the corrosive substance is one or more of corrosive liquid, corrosive solid and corrosive gas.
Furthermore, the anti-pulling anchor cable is a semi-bonded anti-pulling anchor cable.
Furthermore, the semi-bonded pulling-resistant anchor cable consists of a pulling-resistant anchor cable with a bonding section and a pulling-resistant anchor cable without a bonding section.
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 with bonding sections at the lower parts of the pile bodies and the grouting bodies can be stably combined; and the non-adhesive section anti-pulling anchor cable on the upper part of the pile body.
Furthermore, the semi-bonded pulling-resistant 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. The ratio of the unbonded prestressed steel strand (provided with the sleeve) to the bonded prestressed steel strand bare steel is 1:4 to 4: 1.
Further, the ratio of the unbonded prestressed steel strand (provided with the sleeve) to the bonded prestressed steel strand bare steel is 1:3 to 3: 1.
Further, the ratio of the unbonded prestressed steel strand (provided with the sleeve) to the bonded prestressed steel strand bare steel is 1:2 to 2: 1.
Further, the ratio of the unbonded prestressed steel strand (provided with the sleeve) to the bonded prestressed steel strand bare steel 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, and the steel pipe is a common steel pipe (such as a seamless steel pipe) or a special steel pipe (such as a special steel pipe with large friction resistance). The isolation body sets up between resistance to plucking pile cage outer wall and resistance to plucking pile cage inner wall.
Further, the grout body is: one or more of cement paste, cement mortar or non-expansion special grouting binding fluid.
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 post-inserted composite anchor cable uplift pile comprises the following steps: putting the outer wall of the uplift pile cage, the inner wall of the uplift pile cage and the isolation body arranged between the outer wall of the uplift pile cage and the inner wall of the uplift pile cage into the drill hole together, and then putting the semi-bonded uplift anchor cable into the isolation body.
The method comprises the following specific steps:
the method comprises the following steps: the long spiral drilling machine is in place and performs dry operation for drilling without slurry wall protection;
step two: lifting the drill and simultaneously injecting pile body materials (concrete) to form a pile body of the uplift pile;
step three: inserting an uplift pile cage; putting the anti-pulling pile cage outer wall, the anti-pulling pile cage inner wall and the isolation body arranged between the anti-pulling pile cage outer wall and the anti-pulling pile cage inner wall into the drill hole together, and sealing the isolation body at the top of the cage by using a protection device to prevent sundries from falling into the cage;
further, hammering the uplift pile cage by adopting a vibration hammer to enable the uplift pile cage to be completely vibrated into the bottom of the hole;
step four: and opening the sealing opening protection device of the isolation body, and respectively placing the semi-bonded pulling-resistant anchor cables into the isolation body from the pile top.
Step five: and sequentially pouring grouting bodies from the ground to the inside of the isolation body from bottom to top.
Further, the grouting body is one or more of cement slurry, cement sand slurry or non-expansion special grouting binding fluid.
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 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 (such as a steel pipe), three materials have three bonding surfaces, so that 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 overlarge local tensile stress, even if part of concrete enters the pile body due to the tiny cracks generated by the tensile 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 reinforcing steel bar is not required to be increased by considering the anti-cracking problem; in addition, due to the fact that the rear insertion method is used, mud does not exist on the periphery of the pile body, the pile body does not have mud skin after hole forming, bearing capacity is 20% higher than that of a mud dado drilled pile with the same length, the construction process is high in speed, construction cost is low, meanwhile, no mud is generated, and environmental pollution is small. 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 by more than 10%, so that higher cost performance can be realized, and the cost can be reduced by 25-35% 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 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: semi-bonding 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 prestressing force is inserted compound anchor rope anti-floating pile after, 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, the composite anchor cable consists of an isolating body and the uplift anchor cable arranged in the isolating body, the isolating body separates corrosive substances from the uplift anchor cable, and a steel plate anchoring end is arranged at the bottommost part of the composite anchor cable and connected with the isolating body; and (7) filling the materials. The filler is grouting body which is one or more of cement slurry, cement sand slurry or non-expansion special grouting binding liquid. The corrosive substance is one or more of corrosive liquid, corrosive solid and corrosive gas. The corrosive liquid is soil body layer seepage water.
More than two composite anchor cables are arranged. The interval of the adjacent composite anchor cables on the circumference is more than 20 cm. The anti-pulling anchor cable is a semi-bonded anti-pulling anchor cable. The semi-bonding 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.
Grouting bodies are injected between the isolation bodies and the anti-pulling anchor cables, the grouting bodies can be stably combined with the isolation bodies, and the anti-pulling anchor cables with bonding sections at the lower parts of the pile bodies can be stably combined with the grouting bodies; and the non-adhesive section anti-pulling anchor cable on the upper part of the pile body. And applying prestress on the bottom plate after the strength of the grouting body and the pile body meets the requirement.
Furthermore, the semi-bonded pulling-resistant 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. The ratio of the unbonded prestressed steel strand (provided with the sleeve) to the bonded prestressed steel strand bare steel is 1:4 to 4: 1.
In some examples, the ratio of unbonded prestressed steel strands (provided with the sleeve) to the bare steel strands with bonded prestressed steel strands is 1:3 to 3: 1.
In some examples, the ratio of unbonded prestressed steel strands (provided with the sleeve) to the bare steel strands with bonded prestressed steel strands is 1:2 to 2: 1.
As shown in fig. 2, the ratio of the unbonded prestressed steel strand (provided with the sleeve) to the bonded prestressed steel strand bare steel bar is 1: 1.
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.
As shown in fig. 3, there are 4 composite anchor cables; the uplift anchor rod 3-2 is composed of 4 strands of steel strands, as shown in fig. 4.
The size of the prestress on the lower part of the steel strand bare rib can be adjusted by adjusting the different proportion of the sleeve and the sleeve which is not arranged, and the overall geological condition of the soil layer can be adjusted. Wherein, when the upper and lower layers of the soil layer are relatively uniform, the proportion of the sleeve arranged on the steel strand to the sleeve not arranged is 1: 2-2: 1, and the most preferable is that: the proportion of the sleeve arranged on the steel strand to the sleeve not arranged is 1:1, and as shown in figure 2, the effect of overall stress of the uplift pile can be exerted.
Further, the sleeve is a plastic sleeve. The plastic sleeve is a PPC sleeve or a PVC sleeve. The special material with corrosion resistance and water resistance is 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, and the steel pipe is a common steel pipe (such as a seamless steel pipe) or a special steel pipe (such as a special steel pipe with large friction resistance). The isolation body sets up between resistance to plucking pile cage outer wall and resistance to plucking pile cage inner wall. 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.
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 post-inserted composite anchor cable uplift pile comprises the following steps: putting the outer wall of the uplift pile cage, the inner wall of the uplift pile cage and the isolation body arranged between the outer wall of the uplift pile cage and the inner wall of the uplift pile cage into the drill hole together, and then putting the semi-bonded uplift anchor cable into the isolation body.
The method comprises the following specific steps:
the method comprises the following steps: the long spiral drilling machine is in place and performs dry operation for drilling without slurry wall protection;
step two: lifting the drill and simultaneously injecting pile body materials (concrete) to form a pile body of the uplift pile;
step three: inserting an uplift pile cage; putting the anti-pulling pile cage outer wall, the anti-pulling pile cage inner wall and the isolation body arranged between the anti-pulling pile cage outer wall and the anti-pulling pile cage inner wall into the drill hole together, and sealing the isolation body at the top of the cage by using a protection device to prevent sundries from falling into the cage;
further, hammering the uplift pile cage by adopting a vibration hammer to enable the uplift pile cage to be completely vibrated into the bottom of the hole;
step four: and opening the sealing opening protection device of the isolation body, and respectively placing the semi-bonded pulling-resistant anchor cables into the isolation body from the pile top.
Step five: and sequentially pouring grouting bodies from the ground to the inside of the isolation body from bottom to top.
Further, the grouting body is one or more of cement slurry, cement sand slurry or non-expansion special grouting binding fluid.
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 uplift pile is inserted after 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, the composite anchor cable consists of an isolating body and the uplift anchor cable arranged in the isolating body, the isolating body separates corrosive substances from the uplift anchor cable, and a steel plate anchoring end is arranged at the bottommost part of the composite anchor cable and connected with the isolating body;
and (7) filling the materials.
2. The prestressed post-inserted 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 post-inserted 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 post-inserted composite anchor cable uplift pile as claimed in claim 1, wherein: the anti-pulling anchor cable is a semi-bonded anti-pulling anchor cable.
5. The prestressed post-inserted composite anchor cable uplift pile as claimed in claim 4, wherein: the semi-bonding 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.
6. The prestressed post-inserted composite anchor cable uplift pile as claimed in claim 5, wherein: the anti-pulling anchor cable with the bonding section is a bonding prestressed steel strand naked rib, and the anti-pulling anchor cable without the bonding section is an unbonded prestressed steel strand.
7. The prestressed post-inserted composite anchor cable uplift pile as claimed in claim 6, wherein: the unbonded prestressed steel strand is provided with a sleeve, and the ratio of the unbonded prestressed steel strand to the bonded prestressed steel strand bare reinforcement is 1:4 to 4: 1.
8. The prestressed post-inserted 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, and the steel pipe is a common steel pipe or a special steel pipe.
9. The preparation method of the prestressed post-inserted composite anchor cable uplift pile according to any one of claims 1 to 8, wherein the method comprises the following steps: putting the outer wall of the uplift pile cage, the inner wall of the uplift pile cage and the isolation body arranged between the outer wall of the uplift pile cage and the inner wall of the uplift pile cage into the drill hole together.
10. The method for preparing the prestressed post-inserted composite anchor cable uplift pile according to claim 9, wherein the method comprises the following steps:
the method comprises the following steps: the long spiral drilling machine is in place and performs dry operation for drilling without slurry wall protection;
step two: lifting the drill and simultaneously injecting pile body materials to form a pile body of the uplift pile;
step three: inserting a uplift pile composite reinforcement cage; putting the anti-pulling pile cage outer wall, the anti-pulling pile cage inner wall and the isolation body arranged between the anti-pulling pile cage outer wall and the anti-pulling pile cage inner wall into the drill hole together, and sealing the isolation body at the top of the cage by using a protection device to prevent sundries from falling into the cage;
step four: opening the sealing opening protection device of the isolation body, and respectively placing the semi-bonded pulling-resistant anchor cables into the isolation body from the pile top;
step five: and sequentially pouring grouting bodies from the ground to the inside of the isolation body from bottom to top.
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| CN202010871485.7A CN112095586A (en) | 2020-08-26 | 2020-08-26 | Prestressed post-inserted composite anchor cable uplift pile and preparation method thereof |
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| 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 |
| CN114215528A (en) * | 2021-11-15 | 2022-03-22 | 中建五局土木工程有限公司 | Multi-arch tunnel reinforced combined middle partition wall structure and construction method |
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| 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 |
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| 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 |
| CN114215528A (en) * | 2021-11-15 | 2022-03-22 | 中建五局土木工程有限公司 | Multi-arch tunnel reinforced combined middle partition wall structure and construction method |
| CN114215528B (en) * | 2021-11-15 | 2024-03-19 | 中建五局土木工程有限公司 | Multi-arch tunnel reinforcement combined intermediate wall structure and construction method |
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