CN217870641U - Rock-socketed cast-in-place uplift pile with embedded anchor rod - Google Patents
Rock-socketed cast-in-place uplift pile with embedded anchor rod Download PDFInfo
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- CN217870641U CN217870641U CN202221236412.1U CN202221236412U CN217870641U CN 217870641 U CN217870641 U CN 217870641U CN 202221236412 U CN202221236412 U CN 202221236412U CN 217870641 U CN217870641 U CN 217870641U
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Abstract
The utility model provides an embedded rock filling uplift pile with an embedded anchor rod, which comprises a foundation pile, wherein the foundation pile comprises a pile body and a reinforcement cage which are formed by pouring concrete, a plurality of steel pipes are arranged in the pile body along the circumferential direction, and the steel pipes are connected with the reinforcement cage; and anchor rods extending into bedrock are arranged in the middle of the pile body and in the steel pipes. By adopting the technical scheme of the utility model, not only the integral strength of the rock mass at the pile end and the anchoring section of the anchor rod and the uplift resistance of the anchor rod can be enhanced, but also the frictional resistance of the pile side can be enhanced; the quantity of uplift piles can be reduced in a large proportion, the construction cost is reduced, and the construction method also has the advantages that the construction period is short, the required construction working surface is small, the existing uplift pile remediation and reinforcement is easy to implement, the pile bottom sediment and the bearing layer detection are easy to implement, the uplift pile and the anti-floating anchor rod can work in a cooperative manner, and the like.
Description
Technical Field
The utility model relates to an uplift pile technical field especially relates to an embedded rock perfusion uplift pile of embedded stock.
Background
At present, underground space is more and more commonly utilized, underground structures generally have anti-floating requirements due to the action of underground water, and the main basic forms of the current anti-floating design are three: uplift pile, uplift anchor rod, uplift pile plus (outside pile) uplift anchor rod. The three anti-floating foundation forms have respective advantages and disadvantages, for example, the construction cost of the uplift pile is high; the anti-floating anchor rod has long construction period and no pressure-resistant function, and the anti-floating anchor rod with the anti-pulling pile plus (outside the pile) has the problem of cooperative work of two different stressed members of the pile anchor in the aspects of anti-pulling force and deformation. In addition, the biggest disadvantages of the three anti-floating design forms are: if the uplift bearing capacity of the foundation is insufficient, when piles or anchor rods need to be supplemented, the construction site is difficult to have site conditions for normal construction, and remediation and reinforcement are very difficult.
SUMMERY OF THE UTILITY MODEL
To the technical problem, the utility model discloses an embedded rock of embedded stock fills anti-floating pile both can solve resistance to plucking, resistance to compression problem, can also solve existing resistance to plucking stake bearing capacity not enough and need the reinforced and rforced problem.
To this end, the technical scheme of the utility model is that:
an embedded rock cast-in-place uplift pile with an embedded anchor rod comprises a foundation pile, steel pipes and the anchor rod, wherein the foundation pile comprises a pile body and a reinforcement cage which are formed by pouring concrete, a plurality of steel pipes are arranged in the pile body along the circumferential direction, and the steel pipes are connected with the reinforcement cage; and anchor rods extending into bedrock are arranged in the middle of the pile body and in the steel pipes. Wherein, the anchor rod is arranged in the middle of the pile body, the upper part of the anchor rod is directly connected with the pile body, and the lower part of the anchor rod is implanted into bedrock; the anchor rods arranged circumferentially in the pile body are embedded in the steel pipe, the upper portion of the anchor rods is directly connected with the steel pipe, and the lower portion of the anchor rods is implanted into bedrock. The number of the steel pipes is determined according to the characteristic value of the uplift force required by the design of the foundation pile; the depth of the anchor rods extending into the bedrock is determined according to the design uplift resistance characteristic value of each anchor rod.
By adopting the technical scheme, the anchor rod provides the uplift bearing capacity through the bond stress of the rib body and the grouting body and the frictional resistance between the grouting body and the steel pipe and the bedrock. The anchor rod is embedded in the steel pipe, and the steel pipe is used for lateral restraint of the anchor rod, so that the gripping force of the rod body of the anchor rod is improved, and the pulling resistance bearing capacity of the anchor rod is improved; in addition, the steel pipe also plays a role in reinforcing the pile body, and the compressive and uplift bearing capacity of the pile body material of the foundation pile is improved. In addition, the steel pipe also has two functions: (1) the method can be used as a foundation pile interface pipe to detect the pile bottom sediment and the bearing layer; (2) providing a construction space for an anchor rod in a pile body of the foundation pile; the foundation pile provides the anti-pulling bearing capacity through the frictional resistance between the pile body and the bed rock.
As the utility model discloses a further improvement, the stock includes the stock muscle body and slip casting body, the stock muscle position is in the middle part of slip casting body.
As the utility model discloses a further improvement, the stock at pile body middle part adopts and implants behind pile body middle part and the bed rock drilling, and the stock in the steel pipe adopts and implants behind the bed rock drilling. Further, for the middle part of the pile body, firstly drilling into bedrock, then grouting, inserting an anchor rod rib body, and curing the slurry to form an anchor rod; and (3) extending the periphery of the pile body into the steel pipe, drilling the bedrock at the bottom, grouting, inserting the anchor rod rib body, and curing the slurry to form the anchor rod.
As a further improvement, the grouting body is obtained by grouting in the drilling of the pile body middle part and the bedrock, in the steel pipe and the drilling of the bedrock below the steel pipe by adopting cement paste.
As a further improvement, the anchor rod rib body is PSB finish rolling deformed steel bar. If the diameter of the anchor rod rib body is 40mm, the maximum uplift force of each anchor rod can reach 1300kN, and after 5 anchor rods are combined, the uplift force of the whole composite foundation pile can be increased by 6500kN to the maximum extent. Therefore, the quantity of the uplift piles can be reduced in a large proportion, and the construction cost is reduced.
As the utility model discloses a further improvement, the steel pipe is located steel reinforcement cage's inboard, steel reinforcement cage is including indulging muscle, spiral stirrup and stiffening rib, the steel pipe passes through U type reinforcing bar and stiffening rib fixed connection.
As a further improvement, the steel pipe is evenly arranged along the inner circumference of the pile body. Further, the number of the steel pipes arranged along the inner side circumference of the pile body is determined according to the designed uplift bearing capacity.
As a further improvement, the distance between the adjacent steel pipes is not less than 450mm, and the bond stress of the concrete to the anchor rod can be effectively exerted.
As a further improvement of the utility model, the inner diameter of the steel pipe is 120 to 150mm, the wall thickness is 3-5mm, and the diameter of the drill hole in the bedrock is not less than 100mm.
As the utility model discloses a further improvement, the foundation pile obtains after pouring the pile body concrete for implanting the steel reinforcement cage of inboard ligature steel pipe in the filling hole. Furthermore, the pouring hole is formed by adopting modes of manual hole digging, punching, rotary digging or vibroflotation and the like.
Compared with the prior art, the beneficial effects of the utility model are that:
firstly, by adopting the technical scheme of the utility model, not only the overall strength of the pile end and the anchor rod anchoring section rock mass and the anchor rod uplift resistance can be enhanced, but also the frictional resistance of the pile side can be enhanced; further, the utility model discloses a technical scheme sets up the stock in the steel pipe in the middle part of pile body and the pile body, because the stock diameter is little, and pile body concrete and bedrock intensity are high, does not have the crowd anchor effect after many stock combinations, consequently can the anti-pulling force of full play each stock.
Second, adopt the technical scheme of the utility model, can reduce the quantity of uplift pile by the large scale, reduce engineering cost. Meanwhile, the method has the advantages of short construction period, small required construction working surface, easy implementation of remediation and reinforcement of the existing uplift pile, easy implementation of pile bottom sediment and bearing layer detection, cooperative work of the uplift pile and the anti-floating anchor rod and the like.
Drawings
Fig. 1 is the utility model discloses an embedded rock of embedded stock fills uplift pile's structure schematic diagram.
Fig. 2 is a cross-sectional view of the rock-socketed cast-in-place uplift pile with an embedded anchor rod according to the embodiment of the invention.
The reference numerals include:
1-foundation pile, 2-steel pipe, 3-anchor rod, 4-pile core drilling, 5-bedrock and 6-bedrock drilling;
11-pile body, 12-reinforcement cage, 121-longitudinal bar, 122-spiral stirrup and 123 stiffening bar;
21-U-shaped steel bars;
31-anchor bar body, 32-grouting body.
Detailed Description
Preferred embodiments of the present invention will be described in further detail with reference to the accompanying drawings.
As shown in fig. 1 and 2, the rock-socketed cast-in-place uplift pile with the embedded anchor rods comprises a foundation pile 1, a steel pipe 2 and anchor rods 3, wherein the foundation pile 1 comprises a pile body 11 formed by casting concrete and a reinforcement cage 12. The reinforcement cage 12 includes longitudinal ribs 121, helical stirrups 122, and stiffeners 123. The center of pile shaft 11 is equipped with core drilling 4, steel pipe 2 evenly sets up along the inboard circumference of steel reinforcement cage 12, and just through U type reinforcing bar 21 and stiffening rib 123 fixed connection. And anchor rods 3 extending into bedrock 5 are arranged in the pile core drilling holes 4 and the steel pipes 2. The middle part of the pile body 11, the upper part of the anchor rod 3 is directly connected with the pile body 11, and the lower part extends into the bedrock borehole 6; the anchor rods 3 arranged in the pile body 11 in the circumferential direction are embedded in the steel pipe 2, the upper portion of the anchor rods is directly connected with the steel pipe 2, and the lower portion of the anchor rods extends into the bedrock drill hole 6. The number of the steel pipes 2 is determined according to a characteristic value of a pulling resistance required for designing the foundation pile 1.
Specifically, the anchor rod 3 includes an anchor rod body 31 and a grout 32, and the anchor rod body 31 is located in the middle of the grout 32. The anchor rod 3 at the middle part of the pile body 11 is implanted after drilling the middle part of the pile body 11 and the bedrock 5, and the anchor rod 3 in the steel pipe 2 is implanted after drilling the bedrock 5 below the steel pipe 2. Further, for the middle part of the pile body 11, firstly drilling into the bedrock 5, removing slag, then grouting, inserting the anchor rod rib body 31, forming the anchor rod 3 after the slurry is cured, and forming the grouting body 32 after the slurry is cured; and (3) extending the periphery of the pile body 11 into the steel pipe 2, drilling the bedrock 5 at the bottom, removing slag, grouting, inserting the anchor rod rib body 31, solidifying the slurry into the anchor rod 3, and curing the slurry to form a grouting body 32.
Further, the anchor bar body 31 is PSB finish-rolled deformed steel bar.
The distance between the adjacent steel pipes 2 is not less than 450mm, so that the bond stress of the anchor rod 3 caused by concrete can be effectively exerted. The inner diameter of the steel pipe 2 is 120-150mm, and the wall thickness is 3-5mm. The diameter of the drilled hole in the bedrock 5 is not less than 100mm.
The foundation pile 1 is obtained by implanting a reinforcement cage 12 for binding the steel pipe 2 on the inner side into a pouring hole and pouring concrete. Furthermore, the pouring hole is formed by adopting a manual hole digging, punching, rotary digging or vibrating punching mode.
The concrete construction steps are as follows:
1. the depth of the foundation pile into the rock and the number of anchor rods are determined according to the characteristic value of the uplift bearing capacity of the foundation pile and the requirement of the bond strength required by the anchor rod anchoring section, and 5 anchor rods are taken as an example in the embodiment.
2. And (4) carrying out rock-socketed pile hole-forming construction, wherein the construction method is not limited.
3. And (4) lowering the foundation pile reinforcement cage, and binding a steel pipe on the inner side of the reinforcement cage. The elevation of the top of the steel pipe is preferably higher than the designed elevation of the pile top by 200mm to 500mm, and the height from the bottom of the steel pipe to the upper part of the pile bottom is 500mm-1000mm; the top and the bottom of the steel pipe are sealed by plugs or steel plates to ensure the inside of the steel pipe to be hollow. The quantity of the steel pipes is determined according to the characteristic value of the uplift force required by the design of the foundation pile, the distance between the steel pipes is larger than 450mm, and the bond stress of the anchor rod caused by concrete is effectively exerted.
4. And pouring pile body concrete.
5. After pouring is completed, when the strength of the pile body concrete is greater than 20MPa and reaches 70% of the design strength, opening a steel pipe top plug or cutting off a steel plate welded seal of the steel pipe top, placing a drilling machine into the steel pipe, drilling holes in the steel pipe and the center of a cast-in-place pile by using the drilling machine to drill to the bottom bedrock of the pile, wherein the diameter of the drilled hole is not less than 100mm, and the depth of the drilled hole into the rock is determined according to the design uplift resistance characteristic value of each anchor rod.
6. And respectively cleaning each drill hole until no sediment is in the drill hole.
7. Respectively carrying out normal pressure grouting on each drill hole: and placing the grouting pipe in the drill hole and extending the grouting pipe to the bottom of the drill hole for normal-pressure grouting.
8. And (3) respectively carrying out high-pressure grouting on each drill hole: in the high-pressure grouting process, if the cementation between the pile bottom concrete and the bed rock is poor or the pile bottom bed rock has cracks, the communication between the drill holes can be caused, so that cement slurry overflows from other drill holes, the grouting pressure is reduced suddenly, and the high-pressure grouting cannot be implemented. When the high-pressure grouting is carried out on each drilling hole, the tops of other drilling holes are blocked.
9. And implanting the anchor rod rib body after grouting. And preparing a test block from the slurry returning body of each drilling hole, and testing the 28-day compressive strength of the test block to verify whether the strength of the grouting body meets the design requirement.
10. The construction method for remedying and reinforcing the existing uplift pile comprises the following steps: determining the number of the uplift anchor rods according to the required uplift bearing capacity; and (3) adding an anti-pulling anchor rod in the foundation pile, adopting a drilling machine to open a hole at the pile top to a rock stratum when the anti-pulling anchor rod is newly added for hole forming, wherein the anti-pulling anchor rod construction step can be carried out according to the steps 6 to 9 of the invention.
In the description of the present invention, it is to be understood that the terms such as "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", and the like, indicate orientations or positional relationships based on the drawings, and are only for convenience of description and simplicity of description, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore, should not be construed as limiting the present invention.
Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of the present invention, "a plurality" means two or more unless specifically limited otherwise.
In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," and "fixed" are to be construed broadly and may, for example, be fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; either directly or indirectly through intervening media, either internally or in any other relationship. The specific meaning of the above terms in the present invention can be understood according to specific situations by those skilled in the art.
The above-mentioned embodiments are preferred embodiments of the present invention, and the scope of the present invention is not limited thereto, and the scope of the present invention includes but is not limited to the above-mentioned embodiments, and all equivalent variations made according to the shape and structure of the present invention are within the protection scope of the present invention.
Claims (10)
1. The utility model provides an embedded rock of embedded stock fills anti-floating pile which characterized in that: the pile comprises a foundation pile, wherein the foundation pile comprises a pile body and a reinforcement cage which are formed by pouring concrete, a plurality of steel pipes are arranged in the pile body along the circumferential direction, and the steel pipes are connected with the reinforcement cage; and anchor rods extending into bedrock are arranged in the middle of the pile body and in the steel pipes.
2. The rock-socketed cast-in-place uplift pile with embedded anchor rods as claimed in claim 1, wherein: the stock includes the stock muscle body and slip casting body, the stock muscle body is located the middle part of slip casting body.
3. The rock-socketed cast-in-place uplift pile with embedded anchor rods as claimed in claim 2, wherein: the anchor rod in the middle of the pile body is implanted after drilling the middle of the pile body and the bedrock, and the anchor rod in the steel pipe is implanted after drilling the bedrock.
4. The rock-socketed cast-in-place uplift pile with the embedded anchor rod as claimed in claim 3, wherein: the grouting body is obtained by adopting cement paste to perform grouting in the middle of the pile body and the drill holes of the bedrock, in the steel pipe and the drill holes of the bedrock below the steel pipe and then maintaining.
5. The rock-socketed cast-in-place uplift pile with the embedded anchor rod as claimed in claim 2, wherein: the anchor rod rib body is made of PSB finish rolled deformed steel bar.
6. The rock-socketed cast-in-place uplift pile with the embedded anchor rod as claimed in claim 1, wherein: the steel pipe is located steel reinforcement cage's inboard, steel reinforcement cage is including indulging muscle, spiral stirrup and the muscle of putting more energy into, the steel pipe passes through U type reinforcing bar and the muscle fixed connection of putting more energy into.
7. The rock-socketed cast-in-place uplift pile with the embedded anchor rod as claimed in claim 6, wherein: the steel pipes are uniformly arranged along the circumferential direction.
8. The rock-socketed cast-in-place uplift pile with the embedded anchor rod as claimed in claim 6, wherein: the distance between the adjacent steel pipes is not less than 450mm.
9. The rock-socketed cast-in-place uplift pile with embedded anchor rods as claimed in claim 6, wherein: the inner diameter of the steel pipe is 120-150mm, and the wall thickness is 3-5mm; the diameter of the drill hole in the bedrock is not less than 100mm.
10. The rock-socketed cast-in-place uplift pile with the embedded anchor rod according to any one of claims 1 to 9, wherein: the foundation pile is obtained by implanting a reinforcement cage with steel pipes bound on the inner side into a pouring hole and pouring pile body concrete; the pouring hole is formed by adopting a manual hole digging, punching, rotary digging or vibrating punching mode.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202221236412.1U CN217870641U (en) | 2022-05-23 | 2022-05-23 | Rock-socketed cast-in-place uplift pile with embedded anchor rod |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202221236412.1U CN217870641U (en) | 2022-05-23 | 2022-05-23 | Rock-socketed cast-in-place uplift pile with embedded anchor rod |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN217870641U true CN217870641U (en) | 2022-11-22 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202221236412.1U Active CN217870641U (en) | 2022-05-23 | 2022-05-23 | Rock-socketed cast-in-place uplift pile with embedded anchor rod |
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| Country | Link |
|---|---|
| CN (1) | CN217870641U (en) |
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2022
- 2022-05-23 CN CN202221236412.1U patent/CN217870641U/en active Active
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