CN212866008U - Single pile reinforcing device - Google Patents
Single pile reinforcing device Download PDFInfo
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- CN212866008U CN212866008U CN202021192398.0U CN202021192398U CN212866008U CN 212866008 U CN212866008 U CN 212866008U CN 202021192398 U CN202021192398 U CN 202021192398U CN 212866008 U CN212866008 U CN 212866008U
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Abstract
The utility model provides a device is strengthened to single pile, its characterized in that: including the bored concrete pile main part and be located the cushion cap of bored concrete pile top, be equipped with a plurality of anti-floating anchor stake holes in the peripheral and/or the bored concrete pile of bored concrete pile circumference, anti-floating anchor stake pile downthehole cloth is equipped with anti-floating anchor, and inside anti-floating anchor reinforcing bar and bored concrete pile reinforcing bar all stretched into the cushion cap, bored concrete pile, anti-floating anchor stake and cushion cap slip casting in proper order pour and seal. The utility model adopts the anti-floating anchor pile to strengthen the cast-in-place pile, thereby avoiding expensive repair cost caused by waste pile, broken pile re-construction, next pile adding, pile body high-pressure grouting and the like; the operation of repairing and using mechanical equipment is simple, the construction is simple and rapid, and the structure is simple and stable; the hole forming speed is high, the repairing construction speed is high, and the repairing time is greatly saved.
Description
Technical Field
The utility model belongs to building pile foundation repair technique, concretely relates to device is strengthened to single pile.
Background
With the mass construction of urban buildings, cast-in-situ bored piles are widely used in pile foundation engineering, but the quality problems of cast-in-situ bored piles, such as insufficient bearing capacity and uplift resistance, occur. The current insufficient problem of end stake bearing capacity, withdrawal resistance, often adopt useless stake, broken stake to be under construction again, the next door adds methods such as stake, pile body high pressure slip casting, and it often has following problem:
(1) the cost for repairing and strengthening is high, which causes the entrance cost and the use cost of using complicated and expensive mechanical equipment and increases the cost of personnel and materials for repairing;
(2) the selectivity is relatively limited, the selection method is relatively limited, the pertinence is not high, the applicability is not strong, and time and labor are wasted;
(3) after the pile body is repaired, the stress linearity is changed, and the influence of non-uniform stress on a single pile in the later period is greater.
SUMMERY OF THE UTILITY MODEL
Problem to prior art existence, the utility model discloses the anti-floating anchor stake of intending to utilize is carried out the bored concrete pile and is strengthened, makes anti-floating anchor and bored concrete pile combine together, and reinforcing bearing capacity and uplift power avoid useless stake, broken stake to be under construction again, the next door adds the stake, pile body high pressure slip casting etc. causes expensive repair cost, make the construction simpler, swift, the structure is reliable and more stable.
The utility model discloses a solve the technical scheme that the problem that exists adopts as follows:
a single pile reinforcing device is characterized in that: including the bored concrete pile main part and be located the cushion cap of bored concrete pile top, be equipped with a plurality of anti-floating anchor stake holes in the peripheral and/or the bored concrete pile of bored concrete pile circumference, anti-floating anchor stake pile downthehole cloth is equipped with anti-floating anchor, and inside anti-floating anchor reinforcing bar and bored concrete pile reinforcing bar all stretched into the cushion cap, bored concrete pile, anti-floating anchor stake and cushion cap slip casting in proper order pour and seal.
When the diameter of the cast-in-place pile is smaller than 1200mm, at least three anti-floating anchor rod pile holes are formed inside and outside the cast-in-place pile, the number of the anti-floating anchor rod pile holes outside the cast-in-place pile is not less than three, the pile head reinforcing steel bar of the anti-floating anchor rod pile takes the cast-in-place pile core as the center, and the anti-floating anchor rod reinforcing steel bar outside the cast-in-place pile is bent towards the cast-in-place pile.
The anti-floating anchor rod is composed of two reinforcing steel bars, the two reinforcing steel bars distributed in each anti-floating anchor rod pile hole outside the cast-in-place pile are divided into one reinforcing steel bar which is bent towards the pile core of the cast-in-place pile on the upper portion of the bearing platform, the other reinforcing steel bar is bent towards the pile core of the cast-in-place pile on the bottom of the bearing platform, and if the anti-floating anchor rod is arranged in the center of the cast-in-place pile, the reinforcing steel bars of the central.
The anti-floating anchor pile that the bored concrete pile set up outward uses the bored concrete pile core as the center, is regular polygon distribution, and anti-floating anchor pile hole lateral wall is close to bored concrete pile body outer wall, and anti-floating anchor pile surpasss bored concrete pile length and is no longer than 5 m.
If the pile core of the cast-in-place pile is provided with the anti-floating anchor rod pile hole, the distance between the side wall of the formed hole and the steel bar of the cast-in-place pile is not less than 6 cm.
When the diameter of the cast-in-place pile is larger than or equal to 1200mm, 3 to 4 anti-floating anchor rod pile holes are formed in the cast-in-place pile, the pile head reinforcing steel bar of the anti-floating anchor rod takes the pile core of the cast-in-place pile as the center, and the reinforcing steel bar of the anti-floating anchor rod pile extending out of the cast-in-place pile is bent on the upper portion of the bearing platform.
When three anti-floating anchor rod pile holes are formed in the cast-in-place pile, the cast-in-place pile core is taken as the center, and 3 holes are formed between two adjacent holes at an included angle of 120 degrees, the distance between the side wall of each formed hole and a steel bar of the cast-in-place pile is not less than 3cm, the minimum distance between the side walls of two adjacent holes is not less than 5cm, and the hole wall is close to the outer wall of the pile body of the cast.
When setting up four anti-floating anchor rod stake holes in the bored concrete pile, use the bored concrete pile core to become a hole as the center, use to be 120 contained angles between two adjacent holes simultaneously and become 3 holes, the pore-forming lateral wall is no less than 3cm apart from bored concrete pile reinforcing bar distance, and 5cm is no less than to two adjacent hole lateral wall minimum separation, wherein except the hole that is located the bored concrete pile core, all the other three hole pore walls are close to bored concrete pile body outer wall.
The utility model has the advantages of as follows:
(1) the anti-floating anchor rod pile is adopted for reinforcement, so that expensive repair cost caused by waste pile, pile breaking and re-construction, pile adding beside, pile body high-pressure grouting and the like is avoided;
(2) the operation of repairing and using mechanical equipment is simple, the construction is simple and rapid, and the structure is simple and stable;
(3) the hole forming speed is high, the repairing construction speed is high, and the repairing time is greatly saved.
Drawings
Fig. 1 is a schematic cross-sectional view of three anti-floating anchor rods paved on the periphery of a reinforcing device of a cast-in-place pile with the length of 1200 mm;
fig. 2 is a schematic plan view of three anti-floating anchor rods paved on the periphery of a reinforcing device of a cast-in-place pile with the length of 1200 mm;
fig. 3 is a schematic plan view of three anti-floating anchor rods laid at the periphery of a reinforcing device of a cast-in-place pile of <1200mm, and one anti-floating anchor rod laid at the center of the reinforcing device;
fig. 4 is a schematic plan view of four anti-floating anchor rods paved on the periphery of a reinforcing device of a cast-in-place pile with the length of 1200 mm;
fig. 5 is a schematic plan view of twelve anti-floating anchor rods laid on the periphery of a reinforcing device of a cast-in-place pile with the diameter of 1200 mm;
FIG. 6 is a schematic cross-sectional view of three anti-floating anchor rods circumferentially arranged in a cast-in-place pile reinforcing device with the diameter of more than or equal to 1200 mm;
FIG. 7 is a schematic plan view of three anti-floating anchor rods circumferentially arranged inside a cast-in-place pile reinforcing device with the diameter of more than or equal to 1200 mm;
FIG. 8 is a schematic plan view of three anti-floating anchor rods circumferentially arranged and one anti-floating anchor rod centrally laid in the cast-in-place pile reinforcing device with the diameter of not less than 1200 mm;
wherein: 1-cast-in-place pile, 2-anti-floating anchor pile, 3-bearing platform and 4-cast-in-place pile steel bar.
Detailed Description
The technical scheme of the utility model is further specifically explained by the following embodiments and the accompanying drawings, as shown in fig. 1-5, aiming at the cast-in-place pile of <1200mm, equipment such as a down-the-hole drill, a long spiral drilling machine and the like are reasonably selected according to geological conditions, more than or equal to 3 holes are formed inside and outside the pile according to the calculation requirement, wherein no less than 3 holes are arranged outside the cast-in-place pile, and then the anti-floating anchor rod is placed and grouting construction is carried out. An anti-floating anchor pile is arranged outside the cast-in-place pile, and construction is carried out according to the requirements of the anti-floating anchor pile; if a hole is formed in the cast-in-place pile, sealing and high-pressure slurry supplement are carried out for not less than 5min after grouting and filling. Every anti-floating anchor comprises many reinforcing bars, if generally set up 2, divide into one and inwards buckle in cushion cap upper portion reinforcing bar department, one carries out inwards buckling in cushion cap bottom reinforcing bar department. Aiming at the small-diameter pile, the center of the pile can be supplemented with an anti-floating anchor rod, so that the anti-floating anchor rod is arranged aiming at the center of the pile, and the steel bar on the upper part of the bearing platform is outwards bent.
The anti-floating anchor rod pile is set up as required and required outside the bored concrete pile, arranges to use the bored concrete pile core as the center, considers with the cushion cap size, is regular polygon and arranges anti-floating anchor rod pile position to arrange quantity with economic rationality reasonable selection, the pore-forming lateral wall should be with being close to bored concrete pile body outer wall, should ensure the bored concrete pile body not destroyed in the pore-forming process. The anti-floating anchor rod pile is arranged on the pile core of the cast-in-place pile according to needs and requirements (the peripheral design of the cast-in-place pile supplements the number of anti-floating anchors, the length of the anti-floating anchor rod pile does not meet the requirements of pressure resistance and the like (the anti-floating anchor rod pile is not suitable for exceeding the length of the cast-in-place pile by more than 5m) and the stability of the pile is considered), the distance from the side wall of a formed hole to a steel bar of the cast-in-place pile is not less than 6cm, grouting is carried out after external grouting and initial.
As shown in fig. 6-8, for a cast-in-place pile with a diameter of more than or equal to 1200mm, a down-the-hole drill is used to form 3-4 holes in the pile according to the calculation requirement, then an anti-floating anchor rod is placed, the high-pressure slurry filling is performed for not less than 10min after the grouting is completed, the high-pressure slurry filling is performed after the sealing, the high-pressure slurry filling is performed, cracks, pile breakage and scum existing on the pile body are subjected to high-pressure extrusion, the grout fills the defect positions, and the hole forming and slurry filling on the single pile are performed at the same time. The pile head reinforcing steel bars are bent or vertically processed in the same way with the pile core of the cast-in-place pile, and the newly added anti-floating anchor pile extending reinforcing steel bars are close to the reinforcing steel bars on the upper portion of the bearing platform. And grouting only in the anti-floating anchor rod pile in the grouting process, wherein the position of full sealing after grouting is the position parallel to the top surface of the cast-in-place pile, and high-pressure grouting is only performed in the anti-floating anchor rod pile.
When 3 holes are drilled in the cast-in-place pile, 3 holes are formed between two adjacent holes at an included angle of 120 degrees by taking the pile center as the center of the cross section of the pile. The distance between the side walls of the formed holes and the steel bars of the cast-in-place pile is not less than 3cm, the minimum distance between the side walls of two adjacent holes is not less than 5cm, and the side walls of the two adjacent holes are deviated from the outer wall of the pile body of the cast-in-place pile as much as possible.
When 4 holes are drilled in the cast-in-place pile, a hole is formed in the cross section of the pile by taking the pile center as the center, and 3 holes are formed by forming an included angle of 120 degrees between two adjacent holes. Simultaneously, the pore-forming lateral wall should be no less than 3cm apart from bored concrete pile reinforcing bar distance, and the minimum interval between two adjacent hole lateral walls should be no less than 5cm, and wherein except the hole of stake core, remaining 3 holes should be inclined to as far as possible in bored concrete pile body outer wall.
The utility model discloses the construction order of device is strengthened to the single pile is, the bored concrete pile of elder generation, then cuts pile head 50cm, does the processing of flare-outing, buckling to the overhead reinforcing bar of pile, then the quality of inspection pile body, it is unqualified, drill hole on the bored concrete pile and do anti-floating anchor pile and handle, anti-floating anchor pile head reinforcing bar penetrates the cushion cap, then pour anti-floating anchor pile, pour the cushion cap at last and be located the structural pile on the cushion cap.
The scope of the present invention is not limited to the above-described embodiments, and it is apparent that those skilled in the art can make various modifications and variations to the present invention without departing from the scope and spirit of the present invention. It is intended that the present invention cover the modifications and variations of this invention provided they come within the scope of the appended claims and their equivalents.
Claims (8)
1. A single pile reinforcing device is characterized in that: including the bored concrete pile main part and be located the cushion cap of bored concrete pile top, be equipped with a plurality of anti-floating anchor stake holes in the peripheral and/or the bored concrete pile of bored concrete pile circumference, anti-floating anchor stake pile downthehole cloth is equipped with anti-floating anchor, and inside anti-floating anchor reinforcing bar and bored concrete pile reinforcing bar all stretched into the cushion cap, bored concrete pile, anti-floating anchor stake and cushion cap slip casting in proper order pour and seal.
2. A monopile reinforcing apparatus as claimed in claim 1, wherein: when the diameter of the cast-in-place pile is smaller than 1200mm, at least three anti-floating anchor rod pile holes are formed inside and outside the cast-in-place pile, the number of the anti-floating anchor rod pile holes outside the cast-in-place pile is not less than three, the pile head reinforcing steel bar of the anti-floating anchor rod pile takes the cast-in-place pile core as the center, and the anti-floating anchor rod reinforcing steel bar outside the cast-in-place pile is bent towards the cast-in-place pile.
3. A monopile reinforcing apparatus as claimed in claim 2, wherein: the anti-floating anchor rod is composed of two reinforcing steel bars, the two reinforcing steel bars distributed in each anti-floating anchor rod pile hole outside the cast-in-place pile are divided into one reinforcing steel bar which is bent towards the pile core of the cast-in-place pile on the upper portion of the bearing platform, the other reinforcing steel bar is bent towards the pile core of the cast-in-place pile on the bottom of the bearing platform, and if the anti-floating anchor rod is arranged in the center of the cast-in-place pile, the reinforcing steel bars of the central.
4. A monopile reinforcing apparatus as claimed in claim 2, wherein: the anti-floating anchor pile that the bored concrete pile set up outward uses the bored concrete pile core as the center, is regular polygon distribution, and anti-floating anchor pile hole lateral wall is close to bored concrete pile body outer wall, and anti-floating anchor pile surpasss bored concrete pile length and is no longer than 5 m.
5. A monopile reinforcing apparatus as claimed in claim 2, wherein: if the pile core of the cast-in-place pile is provided with the anti-floating anchor rod pile hole, the distance between the side wall of the formed hole and the steel bar of the cast-in-place pile is not less than 6 cm.
6. A monopile reinforcing apparatus as claimed in claim 1, wherein: when the diameter of the cast-in-place pile is larger than or equal to 1200mm, 3 to 4 anti-floating anchor rod pile holes are formed in the cast-in-place pile, the pile head reinforcing steel bar of the anti-floating anchor rod takes the pile core of the cast-in-place pile as the center, and the reinforcing steel bar of the anti-floating anchor rod pile extending out of the cast-in-place pile is bent on the upper portion of the bearing platform.
7. A monopile reinforcing apparatus as claimed in claim 6, wherein: when three anti-floating anchor rod pile holes are formed in the cast-in-place pile, the cast-in-place pile core is taken as the center, and 3 holes are formed between two adjacent holes at an included angle of 120 degrees, the distance between the side wall of each formed hole and a steel bar of the cast-in-place pile is not less than 3cm, the minimum distance between the side walls of two adjacent holes is not less than 5cm, and the hole wall is close to the outer wall of the pile body of the cast.
8. A monopile reinforcing apparatus as claimed in claim 6, wherein: when setting up four anti-floating anchor rod stake holes in the bored concrete pile, use the bored concrete pile core to become a hole as the center, use to be 120 contained angles between two adjacent holes simultaneously and become 3 holes, the pore-forming lateral wall is no less than 3cm apart from bored concrete pile reinforcing bar distance, and 5cm is no less than to two adjacent hole lateral wall minimum separation, wherein except the hole that is located the bored concrete pile core, all the other three hole pore walls are close to bored concrete pile body outer wall.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021192398.0U CN212866008U (en) | 2020-06-24 | 2020-06-24 | Single pile reinforcing device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021192398.0U CN212866008U (en) | 2020-06-24 | 2020-06-24 | Single pile reinforcing device |
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| Publication Number | Publication Date |
|---|---|
| CN212866008U true CN212866008U (en) | 2021-04-02 |
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| CN202021192398.0U Active CN212866008U (en) | 2020-06-24 | 2020-06-24 | Single pile reinforcing device |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115467357A (en) * | 2022-10-26 | 2022-12-13 | 深圳市勘察测绘院(集团)有限公司 | Bearing platform pile anchor structure suitable for undulating topography |
-
2020
- 2020-06-24 CN CN202021192398.0U patent/CN212866008U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115467357A (en) * | 2022-10-26 | 2022-12-13 | 深圳市勘察测绘院(集团)有限公司 | Bearing platform pile anchor structure suitable for undulating topography |
| CN115467357B (en) * | 2022-10-26 | 2024-03-12 | 深圳市勘察测绘院(集团)有限公司 | Pile cap pile anchor structure suitable for relief topography |
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