Construction method of anchor pile structure and anchor pile structure formed by same

Abstract

A construction method of an anchor pile structure suitable for a foundation with at least a shallow portion under the earth surface being loose sand, the anchor pile structure comprising a hollow precast pile body (12), an anchor body structure (29) having a container (6) and an anchor rod (26), the method comprising the following steps: 1) in the foundation, arranging the precast pile body (12) in a prescribed position in the foundation; (2) a hole (28) is formed downwards through the interior of the cavity of the pile body (12), the hole forms an installation space of an anchor body structure (29), and at the moment, the hole is filled with slurry; the method comprises the following steps of (1) placing a container (6) in a cavity of a precast pile body (12), (2) placing the container (6) in the cavity of the precast pile body (12), (3) downwards penetrating an anchor body structure through the cavity of the precast pile body (12) and placing the anchor body structure in a hole, (4) pouring cement paste into the hole (28) to replace the slurry in the hole, (5) after the cement paste in the hole is hardened, filling a medium into the hollow interior of the container (6) and carrying out squeezing expansion to enable the container (6) to laterally expand, and (6) grouting a soil body near the bottom end of an anchor rod (26).

Description

Technical Field

[0001] This invention relates to the field of foundation technology, and in particular to a construction method for anchor pile structures for sandy sites or sandy soil foundations, and the anchor pile structures formed by the method. Background Technology

[0002] Technical challenges: Driving precast piles in sandy soil sites is difficult, and the effective pile length and bearing capacity of precast piles cannot meet design requirements. Technical solutions adopted: A phased construction and split-structure approach, i.e., first driving precast piles, then using the precast piles as a guide to prevent sand collapse, installing the anchor body and then replacing the piles with mud, and finally performing expansion grouting and anchor bottom grouting to form a split-type anchor pile structure. This approach achieves the following technical effects: in sandy soil sites, the anchor pile structure can be successfully constructed according to design requirements, and the bearing capacity can meet design requirements.

[0003] The applicant's patent application, published on May 17, 2024, with publication number CN118048899A, discloses a grouting-expanded anchor pile structure and its construction method. Essentially, it relates to a pre-assembled grouting-expanded anchor pile structure and its pile driving method involving pre-drilling or mixing for implantation. In-depth research reveals four drawbacks when applying this anchor pile structure and construction method to sandy soil sites: 1. The scheme disclosed in CN118048899A above adopts the pile driving method. One method is pre-drilled pile driving, that is, a drilling rig is first used to drill a hole, and then the precast pile is inserted into the hole. However, at least in the shallow surface layer of the foundation, the hole is very easy to collapse, which makes it difficult to drive the precast pile (and anchor structure) into place, and the bearing capacity does not meet the design requirements. The other method is mixing and implanting, that is, a mixing pile machine is first used to mix the dense sand at the pile location into cement soil, and then the precast pile is implanted into the cement soil mixing pile. However, the sand will become dense when it comes into contact with water, and the mixing pile will become even denser soon after the construction is completed, which makes it difficult to implant the subsequent integrated precast pile and anchor structure, making it difficult to reach the design elevation and the bearing capacity cannot meet the design requirements.

[0004] 2. In the anchor pile disclosed in CN118048899A above, the precast pile and the anchor body structure are pre-assembled into one piece. During the construction process, when the integrated structure is transported, moved and lowered into the hole, the anchor body structure is easily damaged.

[0005] 3. In the anchor pile disclosed in CN118048899A above, grouting is only performed in the grout bag of the anchor body structure, and no reinforcement grouting is performed at the end of the anchor rod. The sediment at the bottom of the anchor rod is not reinforced, and the compressive bearing capacity of the anchor body structure-pile structure is not high.

[0006] 4. Among the anchor piles disclosed in CN118048899A above, only mixing and implantation or pre-drilling implantation methods can be used for construction. Static pressure / hammering / vibration processes cannot be used for construction. Otherwise, the anchor structure is easily damaged by load, and the application range is greatly limited.

[0007] In summary, the construction technology and anchor pile structure disclosed in CN118048899A present the following contradiction: the simultaneous tensile and compressive strength characteristics contradict the ease of construction (constructability) of sandy soil foundations and the resistance to damage during construction of the anchor pile structure. Summary of the Invention

[0008] In view of the problems in the prior art described above, namely, the contradictions existing in the construction technology and anchor pile structure disclosed in CN118048899A, the purpose of this invention is to provide a construction method for an anchor pile structure suitable for foundations where at least the shallow subsurface is loose sandy soil, and an anchor pile structure formed by this method. This method can meet the bearing capacity requirements (i.e., tensile and compressive strength) of the anchor pile structure. That is, while maintaining the advantages of the anchor pile technical solution in CN118048899A, and while the anchor pile structure is not easily damaged during construction, it is applicable to foundations prone to collapse (i.e., sandy soil sites) where at least the shallow subsurface is loose sandy soil. In other words, it has good constructability and is convenient and reliable under these conditions. In other words, the purpose of this invention is to resolve the contradictions between the construction technology and anchor pile structure disclosed in CN118048899A. This invention can achieve a balance of these three aspects: good workability of sandy soil sites, satisfactory bearing capacity (both tensile and compressive bearing capacity), and good transportability of the anchor pile structure.

[0009] This invention satisfies the bearing capacity (i.e., tensile and compressive strength) requirements of anchor pile structures. That is, while maintaining the advantages of the anchor pile technical solution described in CN118048899 A, and ensuring the anchor pile structure is not easily damaged during construction, it is applicable to foundations prone to borehole collapse (i.e., sandy soil sites) where the shallow subsurface soil is loose sand. In other words, it offers good workability and convenient, reliable construction under these conditions. In other words, the advantage of this invention lies in its balance of three aspects: good workability in sandy soil sites, satisfactory bearing capacity, and good non-destructive nature and ease of transport of the anchor pile structure.

[0010] To achieve the aforementioned objective, a first aspect of the present invention provides a construction method for an anchor pile structure suitable for foundations where at least the shallow subsurface portion is loose sandy soil. In this method, the anchor pile structure comprises a hollow precast pile body, a sealed, flexible, hollow container, and an anchor structure with an anchor rod. The construction method for the anchor pile structure suitable for foundations where at least the shallow subsurface portion is loose sandy soil includes the following steps: 1) In the foundation, the aforementioned hollow precast pile body is set in a specified position in the foundation by lowering it down; 2) Using the precast pile body as a protective wall, a hole is formed below the precast pile body by passing through the cavity of the hollow precast pile body and going downward. This hole constitutes the installation space of the anchor structure. At this time, the hole is filled with mud. 3) The above-mentioned anchor structure is passed downward through the cavity of the precast pile body and placed inside the hole; 4) Inject cement grout into the above-mentioned holes to replace the mud in the holes; 5) After the cement grout in the above holes hardens, the hollow interior of the above-mentioned sealed flexible hollow container is filled with a medium and extrusion is performed to make the sealed flexible hollow container expand laterally. 6) Grouting is performed on the soil near the bottom of the anchor rod in a manner that reinforces the soil including sediment at the bottom of the anchor rod, the anchor rod and the soil on the side of the pile.

[0011] The construction method of the anchor pile structure applicable to foundations where at least the shallow subsurface soil is loose sand, according to the first aspect of the present invention described above, achieves the following technical effects: This invention satisfies the bearing capacity (i.e., tensile and compressive strength) requirements of anchor pile structures. That is, while maintaining the advantages of the anchor pile technical solution described in CN118048899A, and ensuring the anchor pile structure is not easily damaged during construction, it is applicable to foundations prone to borehole collapse (i.e., sandy soil sites) where the shallow subsurface soil is loose sand. In other words, it offers good workability and convenient, reliable construction under these conditions. In other words, the advantage of this invention lies in its balance of three aspects: good workability in sandy soil sites, satisfactory bearing capacity, and good non-destructive nature and ease of transport of the anchor pile structure.

[0012] The aforementioned condition, "applicable to foundations prone to borehole collapse where at least the shallow subsurface soil is loose sand (i.e., sandy soil sites)," implies good constructability and convenient, reliable construction under these conditions. This means that in sandy soil sites, borehole collapse is avoided during construction, the anchor pile structure can be smoothly constructed according to design requirements, and the bearing capacity meets design requirements. Borehole collapse is avoided because the hollow precast pile body and the anchor structure are precast separately, not as a single unit. The hollow precast pile body is constructed first, using static pressure / hammering / vibration techniques until the design elevation is reached. At this point, the hollow precast pile body forms a protective wall. A hole is formed below the hollow precast pile body, creating the installation space for the anchor structure. The anchor structure is installed within this space, easily reaching the design elevation, ensuring construction quality, and meeting design requirements. Thus, the anchor pile construction is unaffected by the prone-to-burrow sandy soil, resulting in smooth construction. The phased construction method simplifies the construction process.

[0013] The aforementioned "meeting the bearing capacity (i.e., tensile and compressive performance) requirements of the anchor pile structure" means that, as mentioned above, the possibility of hole collapse in the pilot hole is small, the hollow precast pile body serves as a protective wall to avoid hole collapse during the pilot hole preparation of the anchor structure, there is less sediment at the bottom of the pilot hole, and grouting is performed at the bottom of the anchor structure. The grouting of the anchor body can not only improve the pull-out bearing capacity, but also improve the compressive bearing capacity of the precast pile body. The grouting at the bottom of the anchor can further reinforce the soil layer at the bottom of the anchor and the soil layer around the anchor and the pile, further improving the pull-out and compressive bearing capacity of the anchor pile and meeting the design requirements. Therefore, the tensile and compressive performance of the anchor pile is satisfactory at the same time.

[0014] The aforementioned phrase "the anchor pile structure is not easily damaged during construction" refers to a situation where, compared to the integrated anchor pile in the aforementioned CN118048899A technical solution, which is inconvenient to transport and easily damaged during transport and construction, affecting the applicability of pile driving (i.e., unable to use static pressure / hammering / vibration pile driving), in this invention, the precast pile body and the anchor structure are precast separately and are not integrated. The anchor structure is separated from the precast pile body and can be transported, moved, and lowered independently. In this way, the precast pile body and the anchor structure can be transported separately, making them convenient to move during construction without easily being damaged. In particular, the construction of the precast pile body and the construction of the anchor structure are carried out sequentially. The construction of the precast pile body is completed before the construction of the anchor structure is carried out. The construction of the precast pile body, such as hammering and vibration, will not have a destructive effect on the anchor structure.

[0015] Furthermore, according to the above construction method, the construction of the anchor pile structure is carried out by first constructing the precast pile body and then constructing the anchor structure. The anchor structure and the precast pile body are not integrated before construction, that is, they are not prefabricated as a whole. In this case, the pile driving construction of the precast pile body in the anchor pile can be applied to a variety of pile driving techniques, so it has a wide range of applications. For example, static pressure / hammering / vibration methods can be used. As a result, the construction is simple and efficient.

[0016] Preferably, in the construction method of the anchor pile structure applicable to the foundation of at least shallow loose sandy soil in the first aspect of the present invention, the grouting in step 6) is pressure grouting of cement grout.

[0017] According to the construction method of the anchor pile structure applicable to foundations where at least the shallow subsurface is loose sandy soil according to the first aspect of the present invention, the cement grout is a fluid with good fluidity. When pressure grouting is used, it can easily penetrate into the soil to reinforce the soil and thereby improve the bearing capacity of the anchor pile. Preferably, in the construction method of the anchor pile structure applicable to foundations where at least the shallow subsurface is loose sandy soil according to the first aspect of the present invention, in step 1), the hollow precast pile body (12) is set in a predetermined position in the foundation by static pressure, hammering, and vibratory pile driving.

[0018] The construction method of the anchor pile structure applicable to foundations with loose sandy soil at least in the shallow part below the surface according to the first aspect of the present invention adopts static pressure / hammering / vibration method. As a result, the construction is simple and efficient, which is significantly improved compared with the construction method in the above-mentioned CN118048899A technical solution, namely, pre-drilling and pile driving or mixing and implantation.

[0019] Preferably, in the construction method of the anchor pile structure applicable to foundations with loose sandy soil at least shallowly below the surface in the first aspect of the present invention, in step 5), grouting is performed into the container through a grouting pipe communicating with the interior of the sealed flexible hollow container and a grouting device located inside the sealed flexible hollow container and communicating with the grouting pipe; the cement grout in the container hardens to form a cement grout stone body.

[0020] According to the construction method of the anchor pile structure applicable to foundations with loose sandy soil at least in the shallow part below the surface according to the first aspect of the present invention, after the expansion grouting, the compression and interlocking between the anchor body and the soil layer is tighter, which can not only improve the pull-out bearing capacity, but also improve the compressive bearing capacity of the precast pile body.

[0021] Preferably, in the construction method of the anchor pile structure applicable to the foundation of at least shallow loose sandy soil in the first aspect of the present invention, in step 6), grouting is performed on the soil near the bottom of the anchor by passing through the anchor bottom grouting pipe through the sealed flexible hollow container and the anchor bottom grouting device located near the bottom of the anchor and communicating with the anchor bottom grouting pipe, thereby reinforcing the soil.

[0022] According to the construction method of the anchor pile structure applicable to foundations with loose sandy soil at least in the shallow part below the surface according to the first aspect of the present invention, grouting the soil at the bottom of the anchor rod can not only strengthen the soil at the bottom of the anchor rod, but also, after the soil at the bottom of the anchor rod is saturated with cement grout, the cement grout will flow upward along the anchor body and then flow upward along the pile body. In other words, it can also strengthen the soil layer around the anchor body and the pile body, and improve the pull-out and compressive bearing capacity of the anchor pile.

[0023] Preferably, in the construction method of the anchor pile structure applicable to foundations where at least the shallow subsurface is loose sand in the first aspect of the present invention, the medium mentioned in step 5) is cement grout.

[0024] According to the construction method of the anchor pile structure applicable to foundations with loose sandy soil at least in the shallow part below the surface according to the first aspect of the present invention, the cement grout is a fluid with good fluidity. When pressure injection is used, it can easily enter the sealed flexible hollow container, fit tightly with it, fully fill it, and make it fully expand. After hardening inside, it forms a cement grout stone body with the required strength, achieving the squeezing and expansion effect.

[0025] To achieve the aforementioned objective, a second aspect of the present invention provides an anchor pile structure formed by a construction method for an anchor pile structure applicable to foundations where at least the shallow subsurface layer is loose sand, as described in one aspect of the present invention. The anchor pile structure includes an anchor body structure and a hollow pile body. The anchor body structure and the hollow precast pile body are independent of each other. Vertically, the anchor body structure is located in the lower-middle position of the entire anchor pile structure, i.e., in the lower-middle position of the hollow precast pile body, while the hollow precast pile body is located in the upper position of the entire anchor pile structure. The upper part of the anchor body structure is located in the lower cavity of the precast pile body, achieving joint load-bearing. Horizontally, the upper part of the anchor body structure is located in the hollow position of the anchor pile structure, i.e., in the hollow portion of the hollow precast pile body. The hollow precast pile body is located on the side of the anchor pile structure, that is, the hollow precast pile body is arranged to surround the anchor structure. The anchor structure includes a laterally expandable, sealed, flexible, hollow container. A sealing connector is connected to the top port of the container to seal the top port, and a bearing connector is connected to the bottom port of the container to seal the bottom port. The anchor structure also includes an anchor rod that passes vertically from top to bottom through the sealing connector. The sealed, flexible, hollow container is connected to the bearing connector. The hollow part of the sealed, flexible, hollow container is filled with a medium. An anchor bottom grouting device that injects curing material below the bearing connector is connected to the bearing connector. One end of the anchor bottom grouting device is connected to the anchor bottom grouting pipe located above it.

[0026] According to the anchor pile structure of the second aspect of the present invention described above, the present invention can meet the bearing capacity (i.e., tensile and compressive strength) requirements of the anchor pile structure. That is, while maintaining the advantages of the anchor pile technical solution of CN118048899A, and ensuring that the anchor pile structure is not easily damaged during construction, it is applicable to foundations prone to collapse (i.e., sandy soil sites) where at least the shallow subsurface is loose sand. In other words, it exhibits good workability and is convenient and reliable under these conditions. In other words, the advantage of the present invention lies in its combination of three aspects: good workability in sandy soil sites, satisfactory bearing capacity, and good non-destructiveness and ease of transport of the anchor pile structure.

[0027] The aforementioned condition, "applicable to foundations prone to borehole collapse where at least the shallow subsurface soil is loose sand (i.e., sandy soil sites)," implies good constructability and convenient, reliable construction under these conditions. This means that in sandy soil sites, borehole collapse is avoided during construction, the anchor pile structure can be successfully constructed according to design requirements, and the bearing capacity meets design requirements. Borehole collapse is avoided because the hollow precast pile body and the anchor structure are precast separately, not as a single unit. The hollow precast pile body is constructed first, using static pressure / hammering / vibration techniques until the design elevation is reached. At this point, the hollow precast pile body forms a protective wall. A hole is formed below the hollow precast pile body, creating the installation space for the anchor structure. The anchor structure is installed within this space, easily reaching the design elevation, ensuring construction quality, and meeting design requirements. Thus, the anchor pile construction is unaffected by the possibility of borehole collapse in the sandy soil, resulting in smooth construction. The phased construction method simplifies the construction process.

[0028] The aforementioned "meeting the bearing capacity (i.e., tensile and compressive performance) requirements of the anchor pile structure" means that, as mentioned above, the possibility of hole collapse in the pilot hole is small, the hollow precast pile body serves as a protective wall to avoid hole collapse during the pilot hole preparation of the anchor structure, there is less sediment at the bottom of the pilot hole, and grouting is performed at the bottom of the anchor structure. The grouting of the anchor body can not only improve the pull-out bearing capacity, but also improve the compressive bearing capacity of the precast pile body. The grouting at the bottom of the anchor can further reinforce the soil layer at the bottom of the anchor and the soil layer around the anchor and the pile, further improving the pull-out and compressive bearing capacity of the anchor pile and meeting the design requirements. Therefore, the tensile and compressive performance of the anchor pile is satisfactory at the same time.

[0029] The aforementioned phrase "the anchor pile structure is not easily damaged during construction" refers to a situation where, compared to the integrated anchor pile in the aforementioned CN118048899A technical solution, which is inconvenient to transport and easily damaged during transport and construction, affecting the applicability of pile driving (i.e., unable to use static pressure / hammering / vibration pile driving), in this invention, the precast pile body and the anchor structure are precast separately and are not integrated. The anchor structure is separated from the precast pile body and can be transported, moved, and lowered independently. In this way, the precast pile body and the anchor structure can be transported separately, making them convenient to move during construction without easily being damaged. In particular, the construction of the precast pile body and the construction of the anchor structure are carried out sequentially. The construction of the precast pile body is completed before the construction of the anchor structure is carried out. The construction of the precast pile body, such as hammering and vibration, will not have a destructive effect on the anchor structure.

[0030] Furthermore, according to the above construction method, the construction of the anchor pile structure is carried out by first constructing the precast pile body and then constructing the anchor structure. The anchor structure and the precast pile body are not integrated before construction, that is, they are not prefabricated as a whole. In this case, the pile driving construction of the precast pile body in the anchor pile can be applied to a variety of pile driving techniques, so it has a wide range of applications. For example, static pressure / hammering / vibration methods can be used. As a result, the construction is simple and efficient.

[0031] Preferably, in the anchor pile structure of the second aspect of the present invention, the bearing connector is a bearing plate.

[0032] According to the anchor pile structure of the second aspect of the present invention described above, a bearing plate is used to directly transfer the tensile force on the anchor rod to the anchor body, and then to the pile body; ultimately, the tensile force is borne by the soil layer surrounding the anchor body and the pile body.

[0033] Preferably, in the anchor pile structure of the second aspect of the present invention, the sealing connector is a sealing connector plate.

[0034] According to the anchor pile structure of the second aspect of the present invention, the use of a sealing connection plate can not only fix and seal the top port of the sealing flexible hollow container, but also assemble and fix the grouting pipe connecting sleeve, the upper limit nut, the isolation support steel pipe, and the finely rolled threaded steel bar.

[0035] Preferably, in the anchor pile structure of the second aspect of the present invention, the anchor grouting pipe passes from top to bottom through the sealing connector and the sealed flexible hollow container and communicates with one end of the anchor bottom grouting device.

[0036] According to the anchor pile structure of the second aspect of the present invention, the above-described connection method forms a sealed, direct grouting channel, which allows grouting to be injected into the soil at the bottom of the anchor rod.

[0037] Preferably, in the anchor pile structure of the second aspect of the present invention, a grouting pipe connecting sleeve is provided on the sealing connector, the anchor bottom grouting pipe passes through the upper connecting sleeve of the anchor bottom grouting pipe from top to bottom, and the sealing connector and the sealing flexible hollow container are connected to one end of the anchor bottom grouting device.

[0038] According to the anchor pile structure of the second aspect of the present invention, a grouting pipe connecting sleeve is provided on the sealing connector, which facilitates the pre-preparation, segmented transportation, and segmented handling of the grouting pipe, and convenient on-site assembly to form a grouting channel.

[0039] Preferably, in the anchor pile structure of the second aspect of the present invention, an upper connecting sleeve for the anchor bottom grouting pipe is provided on the sealing connector, the anchor bottom grouting pipe passes through the upper connecting sleeve from top to bottom, the sealing connector and the sealing flexible hollow container, and the lower connecting sleeve for the anchor bottom grouting pipe provided on the bearing connector are connected to one end of the anchor bottom grouting device.

[0040] According to the anchor pile structure of the second aspect of the present invention, a grouting pipe connecting sleeve is provided on the bearing connector, which facilitates the pre-preparation, segmented transportation, and segmented handling of the grouting pipe, and convenient on-site assembly to form a grouting channel.

[0041] Preferably, in the anchor pile structure of the second aspect of the present invention, the anchor rod includes a finely threaded steel bar and an isolation support steel pipe located inside the sealed flexible hollow container, surrounding the finely threaded steel bar.

[0042] According to the anchor pile structure of the second aspect of the present invention, this combination of finely rolled threaded steel bars and isolation support steel pipes can ensure that the tensile force on the finely rolled threaded steel bars is not directly transmitted to the cement slurry aggregate outside the isolation support steel pipe, but is directly transmitted to the bearing connector at the bottom, and then to the anchor body and the pile body.

[0043] Preferably, in the anchor pile structure of the second aspect of the present invention described above, the anchor rod includes a reinforcing bar and an isolation support steel pipe surrounding the reinforcing bar, located inside the sealed flexible hollow container. According to the anchor pile structure of the second aspect of the present invention, this combination of the reinforcing bar and the isolation support steel pipe ensures that the tensile force on the reinforcing bar is not directly transmitted to the cement grout outside the isolation support steel pipe, but directly transmitted to the load-bearing connector at the bottom, and then to the anchor body and the pile body.

[0044] Preferably, in the anchor pile structure of the second aspect of the present invention described above, the anchor rod includes a steel strand and an isolation support steel pipe surrounding the steel strand located inside the sealed flexible hollow container.

[0045] According to the anchor pile structure of the second aspect of the present invention, this combination of steel strand and isolation support steel pipe can ensure that the tension on the steel strand is not directly transmitted to the cement slurry stone body outside the isolation support steel pipe, but directly transmitted to the bearing connector at the bottom, and then to the anchor body and the pile body.

[0046] Preferably, in the anchor pile structure of the second aspect of the present invention, an upper limit nut is provided above the sealing connector, i.e., on the outer side, and the anchor rod includes a finely threaded steel bar, which is positioned and fixed on the sealing connector by the upper limit nut.

[0047] According to the anchor pile structure of the second aspect of the present invention, the finely rolled threaded steel bar and the sealing connector are fixed by the upper limit nut, which prepares for the subsequent assembly of the entire anchor structure.

[0048] Preferably, in the anchor pile structure of the second aspect of the present invention, a lower limit nut is provided below the bearing connector, i.e., on the outer side, and the anchor rod includes a finely threaded steel bar, which is positioned and fixed on the bearing connector by the lower limit nut.

[0049] According to the anchor pile structure of the second aspect of the present invention, the finely rolled threaded steel bar is fixed to the bearing connector by the lower limit nut, which prepares for the subsequent assembly of the entire anchor structure.

[0050] Ideally, an upper annular pressure plate is provided on the lower side of the aforementioned sealing connector, i.e., on the container side, to fix and seal the container to the aforementioned sealing connector.

[0051] Preferably, in the anchor pile structure of the second aspect of the present invention, a lower annular pressure plate is provided on the upper side of the bearing connector, i.e., on the container side, to fix and seal the container and the bearing connector.

[0052] According to the anchor pile structure of the second aspect of the present invention described above, the upper annular pressure plate presses the top port of the flexible hollow container onto the lower surface of the sealing connection plate, and then the upper annular pressure plate is locked to the sealing connection member by bolts, thereby fixing and sealing the top port of the flexible hollow container to the sealing connection member. The lower annular pressure plate presses the bottom port of the flexible hollow container onto the upper surface of the bearing connection member, and then the lower annular pressure plate is locked to the bearing connection member by bolts, thereby fixing and sealing the bottom port of the flexible hollow container to the bearing connection member.

[0053] Preferably, in the anchor pile structure of the second aspect of the present invention, an expansion grouting pipe connecting sleeve is provided on the sealing connector, the expansion grouting pipe passes through the expansion grouting pipe connecting sleeve from top to bottom, and communicates with one end of the expansion grouting device located inside the sealed flexible hollow container.

[0054] According to the anchor pile structure of the second aspect of the present invention, an expansion grouting pipe connecting sleeve is provided on the sealing connector, which facilitates the pre-segmented preparation, segmented transportation, and segmented handling of the grouting pipe, and convenient on-site assembly. Using the above connection method, a sealed, direct grouting channel is formed, allowing expansion grouting into the sealed, flexible, hollow container. Furthermore, a third aspect of the present invention relates to a construction method for an anchor pile structure suitable for foundations where at least the shallow subsurface soil is loose sand, the anchor pile structure comprising a hollow precast pile body, an anchor body structure having a sealed flexible hollow container and an anchor rod, and the construction method for the anchor pile structure comprising the following steps: 1) In the foundation, the aforementioned hollow precast pile body is set in a specified position in the foundation by lowering it down; 2) Using the precast pile body as a protective wall, a hole is formed below the precast pile body by passing through the cavity of the hollow precast pile body and going downward. This hole constitutes the installation space of the anchor structure. At this time, the hole is filled with mud. 3) Inject cement grout into the above-mentioned holes to replace the mud in the holes; 4) The above-mentioned anchor structure is passed downward through the cavity of the above-mentioned precast pile body and placed inside the above-mentioned hole; 5) After the cement grout in the above holes hardens, the hollow interior of the above-mentioned sealed flexible hollow container is filled with a medium and extrusion is performed to make the sealed flexible hollow container expand laterally. 6) Grouting is performed on the soil near the bottom of the anchor rod in a manner that reinforces the soil including sediment at the bottom of the anchor rod, the anchor rod and the soil on the side of the pile.

[0055] According to the construction method of the anchor pile structure applicable to foundations with at least shallow loose sandy soil as described in the third aspect of the present invention, the present invention can meet the bearing capacity (i.e., tensile and compressive strength) requirements of the anchor pile structure. That is, while maintaining the advantages of the anchor pile technical solution described in CN118048899A, and ensuring that the anchor pile structure is not easily damaged during construction, it is applicable to foundations prone to borehole collapse (i.e., sandy soil sites) where at least shallow loose sandy soil is present. In other words, it exhibits good constructability and is convenient and reliable under these conditions. In other words, the advantage of the present invention lies in its combination of three aspects: good constructability in sandy soil sites, satisfactory bearing capacity, and good non-destructiveness and ease of transport of the anchor pile structure.

[0056] The aforementioned condition, "applicable to foundations prone to borehole collapse where at least the shallow subsurface soil is loose sand (i.e., sandy soil sites)," implies good constructability and convenient, reliable construction under these conditions. This means that in sandy soil sites, borehole collapse is avoided during construction, the anchor pile structure can be successfully constructed according to design requirements, and the bearing capacity meets design requirements. Borehole collapse is avoided because the hollow precast pile body and the anchor structure are precast separately, not as a single unit. The hollow precast pile body is constructed first, using static pressure / hammering / vibration techniques until the design elevation is reached. At this point, the hollow precast pile body forms a protective wall. A hole is formed below the hollow precast pile body, creating the installation space for the anchor structure. The anchor structure is installed within this space, easily reaching the design elevation, ensuring construction quality, and meeting design requirements. Thus, the anchor pile construction is unaffected by the possibility of borehole collapse in the sandy soil, resulting in smooth construction. The phased construction method simplifies the construction process.

[0057] The aforementioned "meeting the bearing capacity (i.e., tensile and compressive performance) requirements of the anchor pile structure" means that, as mentioned above, the possibility of hole collapse in the pilot hole is small, the hollow precast pile body serves as a protective wall to avoid hole collapse during the pilot hole preparation of the anchor structure, there is less sediment at the bottom of the pilot hole, and grouting is performed at the bottom of the anchor structure. The grouting of the anchor body can not only improve the pull-out bearing capacity, but also improve the compressive bearing capacity of the precast pile body. The grouting at the bottom of the anchor can further reinforce the soil layer at the bottom of the anchor and the soil layer around the anchor and the pile, further improving the pull-out and compressive bearing capacity of the anchor pile and meeting the design requirements. Therefore, the tensile and compressive performance of the anchor pile is satisfactory at the same time.

[0058] The aforementioned phrase "the anchor pile structure is not easily damaged during construction" refers to a situation where, compared to the integrated anchor pile in the aforementioned CN118048899A technical solution, which is inconvenient to transport and easily damaged during transport and construction, affecting the applicability of pile driving (i.e., unable to use static pressure / hammering / vibration pile driving), in this invention, the precast pile body and the anchor structure are precast separately and are not integrated. The anchor structure is separated from the precast pile body and can be transported, moved, and lowered independently. In this way, the precast pile body and the anchor structure can be transported separately, making them convenient to move during construction without easily being damaged. In particular, the construction of the precast pile body and the construction of the anchor structure are carried out sequentially. The construction of the precast pile body is completed before the construction of the anchor structure is carried out. The construction of the precast pile body, such as hammering and vibration, will not have a destructive effect on the anchor structure.

[0059] Furthermore, according to the above construction method, the construction of the anchor pile structure is carried out by first constructing the precast pile body and then constructing the anchor structure. The anchor structure and the precast pile body are not integrated before construction, that is, they are not prefabricated as a whole. In this case, the pile driving construction of the precast pile body in the anchor pile can be applied to a variety of pile driving techniques, so it has a wide range of applications. For example, static pressure / hammering / vibration methods can be used. As a result, the construction is simple and efficient.

[0060] Preferably, in the construction method of the anchor pile structure applicable to foundations with loose sandy soil at least shallowly below the ground surface in the third aspect of the present invention, the grouting in step 6) is pressure grouting of cement grout.

[0061] According to the construction method of the anchor pile structure applicable to foundations where at least the shallow part below the surface is loose sandy soil according to the third aspect of the present invention, the cement grout is a fluid with good fluidity. When pressure grouting is used, it can easily enter the soil to reinforce the soil and thereby improve the bearing capacity of the anchor pile.

[0062] Preferably, in the construction method of the anchor pile structure applicable to foundations where at least the shallow part below the surface is loose sand in the third aspect of the present invention, in step 1), the hollow precast pile body is set in a predetermined position in the foundation by means of static pressure, hammering, and vibratory pile driving.

[0063] According to the construction method of the anchor pile structure applicable to foundations with loose sandy soil at least shallowly below the surface in the third aspect of the present invention, the static pressure / hammering / vibration method is adopted. As a result, the construction is simple and efficient, and there is a significant improvement compared to the construction method in the above-mentioned CN118048899A technical solution, namely, pre-drilling and pile driving or mixing and implantation.

[0064] Preferably, in the construction method of the anchor pile structure applicable to foundations with loose sandy soil at least shallowly below the surface in the third aspect of the present invention, in step 5), grout is injected into the container through a grouting pipe communicating with the interior of the sealed flexible hollow container and a grouting device located inside the sealed flexible hollow container and communicating with the grouting pipe, thereby performing grouting expansion; after the cement grout in the container hardens, it forms a cement grout stone body.

[0065] According to the construction method of the anchor pile structure applicable to foundations with loose sandy soil at least shallowly below the surface according to the third aspect of the present invention, after the expansion grouting, the compression and interlocking between the anchor body and the soil layer is tighter, which can not only improve the pull-out bearing capacity, but also improve the compressive bearing capacity of the precast pile body.

[0066] Preferably, in the construction method of the anchor pile structure applicable to foundations where at least the shallow subsurface is loose sandy soil according to the third aspect of the present invention, in step 6), grouting is performed on the soil near the bottom of the anchor by passing through the anchor bottom grouting pipe through the sealed flexible hollow container and the anchor bottom grouting device located near the bottom of the anchor and communicating with the anchor bottom grouting pipe, thereby reinforcing the soil.

[0067] According to the construction method of the anchor pile structure applicable to foundations with loose sandy soil at least shallowly below the surface according to the third aspect of the present invention, grouting the soil at the bottom of the anchor rod can not only strengthen the soil at the bottom of the anchor rod, but also, after the soil at the bottom of the anchor rod is saturated with cement grout, the cement grout will flow upward along the anchor body and then flow upward along the pile body. In other words, it can also strengthen the soil layer around the anchor body and the pile body, and improve the pull-out and compressive bearing capacity of the anchor pile.

[0068] Preferably, in the construction method of the anchor pile structure applicable to foundations with loose sandy soil at least shallowly below the ground surface in the third aspect of the present invention, the medium mentioned in step 5) is cement grout.

[0069] In the construction method of the anchor pile structure applicable to foundations with loose sandy soil at least in the shallow part below the surface according to the third aspect of the present invention, the cement grout is a fluid with good fluidity. When pressure injection is used, it can easily enter the sealed flexible hollow container, fit tightly against it, fully fill it, and allow it to expand fully. After hardening inside, it forms a cement grout stone body with the required strength, achieving the expansion effect.

[0070] Furthermore, a fourth aspect of the present invention relates to an anchor pile structure, which is constructed using the construction method described in the third aspect of the present invention. The anchor pile structure includes an anchor body structure and a hollow precast pile body. The anchor body structure and the hollow precast pile body are independent of each other. Vertically, the anchor body structure is located in the lower-middle position of the anchor pile structure, i.e., in the lower-middle position of the hollow precast pile body, while the hollow precast pile body is located in the upper position of the anchor pile structure. The upper part of the anchor body structure is located in the lower cavity of the precast pile body, achieving joint load-bearing. Horizontally, the upper part of the anchor body structure is located in the hollow position of the anchor pile structure, i.e., in the hollow portion of the hollow precast pile body, while the hollow precast pile body is located in the upper part of the anchor pile structure. The side portion of the structure, namely, the hollow precast pile body, is arranged to surround the anchor structure. The anchor structure includes a laterally expandable, sealed, flexible, hollow container. A sealing connector is connected to the top port of the container to seal the top port, and a bearing connector is connected to the bottom port of the container to seal the bottom port. The anchor structure also includes an anchor rod that passes vertically from top to bottom through the sealing connector. The sealed, flexible, hollow container is connected to the bearing connector. The hollow part of the sealed, flexible, hollow container is filled with a medium. An anchor bottom grouting device that injects curing material below the bearing connector is connected to the bearing connector. One end of the anchor bottom grouting device is connected to the anchor bottom grouting pipe located above it.

[0071] According to the anchor pile structure of the fourth aspect of the present invention, the present invention can meet the bearing capacity (i.e., tensile and compressive strength) requirements of the anchor pile structure. That is, while maintaining the advantages of the anchor pile technical solution of CN118048899A, and while the anchor pile structure is not easily damaged during construction, it is applicable to foundations prone to collapse (i.e., sandy soil sites) where at least the shallow part below the surface is loose sandy soil. In other words, it has good workability and is convenient and reliable to construct under these conditions. In other words, the advantage of the present invention lies in the combination of three aspects: good workability in sandy soil sites, satisfactory bearing capacity, and good non-destructiveness and good transportability of the anchor pile structure.

[0072] The aforementioned condition, "applicable to foundations prone to borehole collapse where at least the shallow subsurface soil is loose sand (i.e., sandy soil sites)," implies good constructability and convenient, reliable construction under these conditions. This means that in sandy soil sites, borehole collapse is avoided during construction, the anchor pile structure can be smoothly constructed according to design requirements, and the bearing capacity meets design requirements. Borehole collapse is avoided because the hollow precast pile body and the anchor structure are precast separately, not as a single unit. The hollow precast pile body is constructed first, using static pressure / hammering / vibration techniques until the design elevation is reached. At this point, the hollow precast pile body forms a protective wall. A hole is formed below the hollow precast pile body, creating the installation space for the anchor structure. The anchor structure is installed within this space, easily reaching the design elevation, ensuring construction quality, and meeting design requirements. Thus, the anchor pile construction is unaffected by the sandy soil prone to borehole collapse, resulting in smooth construction. The phased construction method simplifies the construction process.

[0073] The aforementioned "meeting the bearing capacity (i.e., tensile and compressive performance) requirements of the anchor pile structure" means that, as mentioned above, the possibility of hole collapse in the pilot hole is small, the hollow precast pile body serves as a protective wall to avoid hole collapse during the pilot hole preparation of the anchor structure, there is less sediment at the bottom of the pilot hole, and grouting is performed at the bottom of the anchor structure. The grouting of the anchor body can not only improve the pull-out bearing capacity, but also improve the compressive bearing capacity of the precast pile body. The grouting at the bottom of the anchor can further reinforce the soil layer at the bottom of the anchor and the soil layer around the anchor and the pile, further improving the pull-out and compressive bearing capacity of the anchor pile and meeting the design requirements. Therefore, the tensile and compressive performance of the anchor pile is satisfactory at the same time.

[0074] The aforementioned phrase "the anchor pile structure is not easily damaged during construction" refers to a situation where, compared to the integrated anchor pile in the aforementioned CN118048899A technical solution, which is inconvenient to transport and easily damaged during transport and construction, affecting the applicability of pile driving (i.e., unable to use static pressure / hammering / vibration pile driving), in this invention, the precast pile body and the anchor structure are precast separately and are not integrated. The anchor structure is separated from the precast pile body and can be transported, moved, and lowered independently. In this way, the precast pile body and the anchor structure can be transported separately, making them convenient to move during construction without easily being damaged. In particular, the construction of the precast pile body and the construction of the anchor structure are carried out sequentially. The construction of the precast pile body is completed before the construction of the anchor structure is carried out. The construction of the precast pile body, such as hammering and vibration, will not have a destructive effect on the anchor structure.

[0075] Furthermore, according to the above construction method, the construction of the anchor pile structure is carried out by first constructing the precast pile body and then constructing the anchor structure. The anchor structure and the precast pile body are not integrated before construction, that is, they are not prefabricated as a whole. In this case, the pile driving construction of the precast pile body in the anchor pile can be applied to a variety of pile driving techniques, so it has a wide range of applications. For example, static pressure / hammering / vibration methods can be used. As a result, the construction is simple and efficient.

[0076] Preferably, in the anchor pile structure of the fourth aspect of the present invention, the bearing connector (18) is a bearing plate.

[0077] According to the anchor pile structure of the fourth aspect of the present invention, a bearing plate is used to directly transfer the tensile force on the anchor rod to the anchor body, and then to the pile body; ultimately, the tensile force is borne by the soil layer surrounding the anchor body and the pile body.

[0078] Preferably, in the anchor pile structure of the fourth aspect of the present invention, the sealing connector is a sealing connector plate.

[0079] According to the anchor pile structure of the fourth aspect of the present invention, the use of a sealing connection plate can not only fix and seal the top port of the sealing flexible hollow container, but also assemble and fix the grouting pipe connecting sleeve, the upper limit nut, the isolation support steel pipe, and the finely rolled threaded steel bar.

[0080] Preferably, in the anchor pile structure of the fourth aspect of the present invention, the anchor grouting pipe passes from top to bottom through the sealing connector and the sealed flexible hollow container and communicates with one end of the anchor bottom grouting device.

[0081] According to the anchor pile structure of the fourth aspect of the present invention, the above-described connection method forms a sealed, direct grouting channel, which allows grouting to be injected into the soil at the bottom of the anchor rod.

[0082] Preferably, a grouting pipe connecting sleeve is provided on the aforementioned sealing connector, and the aforementioned anchor bottom grouting pipe passes through the upper connecting sleeve from top to bottom, and the aforementioned sealing connector and the aforementioned sealed flexible hollow container are connected to one end of the aforementioned anchor bottom grouting device.

[0083] According to the anchor pile structure of the fourth aspect of the present invention, a grouting pipe connecting sleeve is provided on the sealing connector, which facilitates the pre-preparation, segmented transportation, and segmented handling of the grouting pipe, and convenient on-site assembly to form a grouting channel.

[0084] Preferably, in the anchor pile structure of the fourth aspect of the present invention, an upper connecting sleeve for the anchor bottom grouting pipe is provided on the sealing connector, the anchor bottom grouting pipe passes through the upper connecting sleeve from top to bottom, the sealing connector and the sealing flexible hollow container, and the lower connecting sleeve for the anchor bottom grouting pipe provided on the bearing connector are connected to one end of the anchor bottom grouting device.

[0085] According to the anchor pile structure of the fourth aspect of the present invention, a grouting pipe connecting sleeve is provided on the bearing connector, which facilitates the pre-preparation, segmented transportation, and segmented handling of the grouting pipe, and convenient on-site assembly to form a grouting channel.

[0086] Preferably, in the anchor pile structure of the fourth aspect of the present invention, the anchor rod includes a finely threaded steel bar and an isolation support steel pipe surrounding the finely threaded steel bar located inside the sealed flexible hollow container.

[0087] According to the anchor pile structure of the fourth aspect of the present invention, this combination of finely rolled threaded steel bars and isolation support steel pipes can ensure that the tensile force on the finely rolled threaded steel bars is not directly transmitted to the cement slurry stone body outside the isolation support steel pipe, but is directly transmitted to the bearing connector at the bottom, and then to the anchor body and the pile body.

[0088] Preferably, in the anchor pile structure of the fourth aspect of the present invention, the anchor rod includes a reinforcing bar and an isolation support steel pipe surrounding the reinforcing bar located inside the sealed flexible hollow container.

[0089] According to the anchor pile structure of the fourth aspect of the present invention, this combination of reinforcing steel and isolation support steel pipe can ensure that the tensile force on the reinforcing steel is not directly transmitted to the cement slurry aggregate outside the isolation support steel pipe, but is directly transmitted to the bearing connector at the bottom, and then to the anchor body and the pile body.

[0090] Preferably, in the anchor pile structure of the fourth aspect of the present invention, the anchor rod includes a steel strand and an isolation support steel pipe surrounding the steel strand located inside the sealed flexible hollow container.

[0091] According to the anchor pile structure of the fourth aspect of the present invention, this combination of steel strand and isolation support steel pipe can ensure that the tension on the steel strand is not directly transmitted to the cement slurry stone body outside the isolation support steel pipe, but directly transmitted to the bearing connector at the bottom, and then to the anchor body and the pile body.

[0092] Preferably, in the anchor pile structure of the fourth aspect of the present invention, an upper limit nut is provided above the sealing connector, i.e., on the outer side, and the anchor rod includes a finely threaded steel bar, which is positioned and fixed on the sealing connector by the upper limit nut.

[0093] According to the anchor pile structure of the fourth aspect of the present invention, the finely rolled threaded steel bar and the sealing connector are fixed by the upper limit nut, which prepares for the subsequent assembly of the entire anchor structure.

[0094] Preferably, in the anchor pile structure of the fourth aspect of the present invention, a lower limit nut is provided below the bearing connector, i.e., on the outer side, and the anchor rod includes a finely threaded steel bar, which is positioned and fixed on the bearing connector by the lower limit nut.

[0095] According to the anchor pile structure of the fourth aspect of the present invention, the finely rolled threaded steel bar and the bearing connector are fixed by the lower limit nut, which prepares for the subsequent assembly of the entire anchor structure.

[0096] Preferably, in the anchor pile structure of the fourth aspect of the present invention, an upper annular pressure plate is provided on the lower side of the sealing connector, i.e., on the container side, to fix and seal the container and the sealing connector.

[0097] According to the anchor pile structure of the fourth aspect of the present invention, the upper annular pressure plate presses the top port of the flexible hollow container onto the lower surface of the sealing connection plate, and then the upper annular pressure plate and the sealing connection are locked together by bolts, thereby fixing and sealing the top port of the flexible hollow container to the sealing connection.

[0098] Preferably, in the anchor pile structure of the fourth aspect of the present invention, a lower annular pressure plate is provided on the upper side of the bearing connector, i.e., on the container side, to fix and seal the container and the bearing connector.

[0099] According to the anchor pile structure of the fourth aspect of the present invention, the lower annular pressure plate presses the bottom port of the flexible hollow container onto the upper surface of the bearing connector, and then the lower annular pressure plate and the bearing connector are locked together by bolts, thereby fixing and sealing the bottom port of the flexible hollow container to the bearing connector.

[0100] Preferably, in the anchor pile structure of the fourth aspect of the present invention, an expansion grouting pipe connecting sleeve is provided on the sealing connector, the expansion grouting pipe passes through the expansion grouting pipe connecting sleeve from top to bottom, and communicates with one end of the expansion grouting device located inside the sealed flexible hollow container.

[0101] According to the anchor pile structure of the fourth aspect of the present invention, a grouting pipe connecting sleeve is provided on the sealing connector, which facilitates the pre-preparation, segmented transportation, and segmented handling of the grouting pipe, and convenient on-site assembly. Using the above connection method, a sealed, direct grouting channel is formed, allowing for grouting through expansion into the sealed, flexible, hollow container. Attached Figure Description

[0102] Figure 1 This is an elevation sectional view of an embodiment of the anchor pile structure of the present invention; Figure 2 It is cut along section line 2-2. Figure 1 The diagram shows a transverse cross-sectional view of an embodiment of the anchor pile structure of the present invention. Figure 3 Cut along section line 1-1 Figure 2 The cross-sectional view of an embodiment of the anchor pile structure of the present invention is shown; Figure 4 This is a cross-sectional view of step 1) of the construction method of the anchor pile structure as an embodiment of the present invention; Figure 5 This is a cross-sectional view of step 2) of the construction method of the anchor pile structure as an embodiment of the present invention; Figure 6 This is a cross-sectional view of step 3) of the construction method of the anchor pile structure as an embodiment of the present invention; Figure 7 This is a cross-sectional view of step 4) of the construction method of the anchor pile structure as an embodiment of the present invention; Figure 8 This is a cross-sectional view of step 5) of the construction method of the anchor pile structure as an embodiment of the present invention; Figure 9 This is a cross-sectional view of step 6) of the construction method of the anchor pile structure as an embodiment of the present invention; First, combine Figures 1-3 The anchor pile structure, which is an embodiment of the present invention, will be described in detail below.

[0103] Figure 1 This is an elevation sectional view of an embodiment of the anchor pile structure of the present invention, as shown below. Figure 1 As shown, the anchor pile structure, which is an embodiment of the present invention, is constructed by combining... Figures 4-9 The anchor pile structure described below as an embodiment of the present invention is formed by the construction method of the anchor pile structure, which includes two parts: an anchor body structure 29 and a hollow pile body 12. The anchor body structure 29 and the hollow precast pile body 12 are independent of each other and are precast separately on the surface 2 of the foundation or in a factory.

[0104] Viewed vertically, the anchor structure 29 is located in the lower middle part of the anchor pile structure. The upper part of the anchor structure is located in the lower cavity of the pile body to achieve joint bearing. That is, it is located in the lower middle part of the hollow precast pile body 12, while the hollow precast pile body 12 is located in the upper part of the anchor pile structure.

[0105] Viewed laterally, the anchor structure 29 is located in the hollow part (middle part) of the anchor pile structure, that is, in the hollow part of the hollow precast pile body 12. The hollow precast pile body 12 is located on the side of the anchor pile structure, that is, the hollow precast pile body 12 is arranged to surround the anchor structure 29. The anchor structure 29 includes a laterally expandable, sealed, flexible, hollow container 6. A sealing connecting plate 4 is connected to the top port of the container 6 to seal the top port, and a bearing connecting plate 18 is connected to the bottom port of the container 6 to seal the bottom port. The anchor structure 29 also includes an anchor rod. 26. The anchor rod 26 includes a finely threaded steel bar 10 and an isolation support steel pipe 15 located inside the sealed flexible hollow container 6, surrounding the finely threaded steel bar 10. The anchor rod 26 passes vertically from top to bottom through the sealed connecting plate 4 and the sealed flexible hollow container 6, and is connected to the bearing connecting plate 18. The hollow part of the sealed flexible hollow container 6 is filled with grouting material 7 (specifically cement slurry). An anchor bottom grouting device 8 is connected to the bearing connecting plate 18 to inject solidification material into the soil below the bearing connecting plate 18. One end of the anchor bottom grouting device 8 is connected to the anchor bottom grouting pipe 1 located above it.

[0106] Figure 2 It is cut along section line 2-2. Figure 1 The diagram shown is a transverse cross-sectional view of an embodiment of the anchor pile structure of the present invention. Additionally... Figure 3 Cut along section line 1-1 Figure 2 The cross-sectional view of an embodiment of the anchor pile structure of the present invention shown is as follows: Figure 2 and 3 As shown, viewed from above, the upper part of the anchor structure 29 includes a sealing connection plate 4 and an upper annular pressure plate 5 located below it. In the middle of the sealing connection plate 4, a hole 21 is provided for the finely threaded steel bar 10 to pass through. To the left of the hole 21 in the sealing connection plate 4, a hole 20 is provided for the anchor bolt bottom grouting pipe 1 to pass through. To the right of the hole 21 in the sealing connection plate 4, a hole 22 is provided for the extrusion grouting pipe 11 to pass through. On the outer periphery of the sealing connection plate 4, several threaded bolt holes 23 are also provided for bolts to pass through. An upper annular pressure plate 5 is provided on the bottom surface of the sealing connection plate 4, and several unthreaded bolt holes 24 are provided on the annular pressure plate 5 for bolts to pass through. The threaded bolt holes 23 correspond one-to-one with the unthreaded bolt holes 24. The anchor structure 29 is constructed using the annular pressure plate 5, the threaded bolt holes 23, the unthreaded bolt holes 24, and the bolt 14 (see...) Figure 1 The flexible hollow container 6 is fixed and sealed to the sealing connection plate 4.

[0107] like Figure 1 and3 As shown, the anchor bolt bottom grouting pipe upper connecting sleeve 3 and the extrusion grouting pipe connecting sleeve 27 are respectively provided on the left and right sides of the sealing connecting plate 4. The anchor bolt bottom grouting pipe 1 passes through the anchor bolt bottom grouting pipe connecting sleeve 3, the sealing connecting plate 4 and the sealing flexible hollow container 6 from top to bottom, and the anchor bolt bottom grouting pipe lower connecting sleeve 30 provided on the bearing connecting plate 18 and communicates with one end of the anchor bolt bottom grouting device 8.

[0108] like Figure 1 As shown, an upper limit nut 13 is provided above the sealing connection plate 4, i.e., on the outer side, and the threaded steel bar 10 in the anchor rod 26 is positioned and fixed on the sealing connection plate 4 by the upper limit nut 13. A lower limit nut 19 is provided at the middle part below the bearing connection plate 18, i.e., at the middle of the outer side, and the threaded steel bar 10 in the anchor rod 26 is positioned and fixed on the bearing connection plate 18 by the lower limit nut 19.

[0109] On the upper side of the aforementioned load-bearing connecting plate 18, i.e., on the container side, a lower annular pressure plate 17 is provided to fix and seal the container 6 to the aforementioned load-bearing connecting plate 18.

[0110] An expansion grouting pipe connecting sleeve 27 is provided on the sealing connection plate 4. The expansion grouting pipe 11 passes through the expansion grouting pipe connecting sleeve 27 from top to bottom and is connected to one end of the expansion grouting device 16 located inside the sealed flexible hollow container 6.

[0111] The following is combined with Figures 4-9 The construction method of the anchor pile structure, which is an embodiment of the present invention, will be described in detail.

[0112] The construction process of the anchor pile structure construction method, as an embodiment of the present invention, is as follows: First, proceed with step 1), that is, as follows: Figure 4 As shown, in step 1 of an embodiment of the construction method for the anchor pile structure of the present invention, the hollow precast pile body 12 is lowered and positioned at a predetermined depth below the foundation surface 2 in the foundation. Figure 4 This is a cross-sectional view of step 1) of the construction method of the anchor pile structure as an embodiment of the present invention. Step 1) involves first inserting a separate precast pile body 12 into the foundation. During construction, the precast pile body 12 is not connected to the anchor structure 29 (see reference 29). Figure 1 and Figure 6 That is, it was carried out with a mindset that was separate from the anchor structure 29.

[0113] The construction of the precast pile body 12 into the foundation can be carried out using static pressure, hammering, or vibratory pile driving techniques.

[0114] Next, proceed to step 2), that is, as follows: Figure 5 As shown, a hole 28 is formed downwards below the hollow precast pile body 12 through the cavity of the precast pile body 12, and this hole 28 constitutes the anchor structure 29 (see reference). Figure 1 The installation space is provided, and at this time the hole 28 is filled with mud. Figure 5 This is a cross-sectional view of step 2) of the construction method of the anchor pile structure as an embodiment of the present invention.

[0115] Then, proceed to step 3), that is, as follows: Figure 6 As shown, the anchor structure 29 is passed downward through the cavity of the precast pile body 12 and placed inside the hole 28. At this time, there is no filling medium inside the container 6, and the extrusion grouting device 16 is placed inside. The threaded steel bar 10 in the anchor rod 26 passes through the inside of the container 6. The threaded steel bar 10 in the anchor rod 26 is positioned and fixed on the sealing connection plate 4 and the bearing connection plate 18 by the upper limit nut 13 and the lower limit nut 19, respectively.

[0116] Here, Figure 6 This is a cross-sectional view of step 3) of the construction method of the anchor pile structure as an embodiment of the present invention.

[0117] It should be noted here that the three steps 1) to 3) are carried out in accordance with the following approach: First, the precast pile body 12 is installed into the foundation. During this construction, the precast pile body 12 is not connected to the anchor structure 29, that is, it is detached from the anchor structure 29. Then, the construction of the anchor structure 29 is carried out. The construction of the precast pile body 12 and the construction of the anchor structure 29 are carried out separately in sequence.

[0118] Next, proceed to step 4), that is, as follows: Figure 7 As shown, cement grout 25 is injected into the aforementioned hole 28 to replace the mud in the hole 28. At this time, the cement grout 25 wraps around the anchor structure 29 in the hole 28 from below, and from above, the cement grout 25 also fills the cavity of the precast pile body 12. Figure 7 This is a cross-sectional view of step 4) of the construction method of the anchor pile structure as an embodiment of the present invention.

[0119] Then, proceed to step 5), that is, as follows: Figure 8As shown, after the cement grout 25 in the aforementioned hole 28 hardens, the expansion grouting device 16, located inside the aforementioned sealed flexible hollow container 6 and connected to the expansion grouting pipe 11 at its top, injects grout into the hollow interior of the aforementioned sealed flexible hollow container 6. The specific component of this grout is cement grout. This expansion of the aforementioned sealed flexible hollow container 6 causes it to expand laterally. After the grout hardens, a cement grout stone body 7 is formed. At this time, the anchor rod 26 is positioned at the middle position of the anchor body structure 29, that is, the middle position of the anchor pile structure. Here... Figure 8 This is a cross-sectional view of step 5) of the construction method of the anchor pile as an embodiment of the present invention.

[0120] Next, proceed to step 6), that is, as follows: Figure 9 As shown, grouting is injected into the soil near the bottom end of the anchor 26 through the anchor bottom grouting device 8, whose top end is connected to the anchor bottom grouting pipe 1, thereby reinforcing the soil. Figure 9 This is a cross-sectional view of step 6) of the construction method of the anchor pile structure as an embodiment of the present invention. Here, the anchor rod 26 includes a finely threaded steel bar 10 and an isolation support steel pipe 15. Figure 9 The reference numeral 9 indicates the mixture of cement grout and soil formed after grouting the bottom of the anchor rod 26. This mixture will also fill the side of the container 6, thus completing the construction and ultimately forming the required anchor structure 29 and the anchor pile structure including the anchor structure 29.

Claims

1. A construction method for an anchor pile structure suitable for foundations where at least the shallow subsurface soil is loose sand, the anchor pile structure comprising a hollow precast pile body (12), an anchor structure (29) having a sealed flexible hollow container (6) and an anchor rod (26), the construction method comprising the following steps: 1) In the foundation, the hollow precast pile body (12) is set in a specified position in the foundation by lowering it down; 2) The precast pile body (12) is used as a protective wall. It passes through the cavity of the hollow precast pile body (12) and forms a hole (28) below the precast pile body (12). The hole (28) constitutes the installation space of the anchor structure (29). At this time, the hole (28) is filled with mud. 3) The above-mentioned anchor structure (29) is passed downward through the cavity of the above-mentioned precast pile body (12) and placed inside the above-mentioned hole (28); 4) Inject cement grout into the above-mentioned hole (28) to replace the mud in the above-mentioned hole (28); 5) After the cement grout in the above hole (28) hardens, the hollow interior of the above sealed flexible hollow container (6) is filled with the medium and squeezed to expand the sealed flexible hollow container (6) laterally. 6) Grouting is performed on the soil near the bottom of the anchor rod (26) in a manner that reinforces the soil containing sediment at the bottom of the anchor rod (26), the anchor rod and the soil on the side of the pile.

2. The construction method of the anchor pile structure according to claim 1, characterized in that... The grouting in step 6) above is pressure-injected cement grout.

3. The construction method of the anchor pile structure according to claim 1 or 2, characterized in that... In step 1) above, the hollow precast pile body (12) is set in the specified position in the foundation by means of static pressure, hammering and vibration pile driving.

4. The construction method of the anchor pile structure according to any one of claims 1 to 3, characterized in that... In step 5 above, grout is injected into the container (6) through the extrusion grouting pipe (11) which is connected to the interior of the sealed flexible hollow container (6) and the extrusion grouting device (16) which is located inside the sealed flexible hollow container (6) and connected to the extrusion grouting pipe (11), and extrusion is performed; after the cement grout in the container (6) hardens, it forms a cement grout stone body.

5. The construction method of the anchor pile structure according to any one of claims 1 to 4, characterized in that... In step 6 above, grouting is performed on the soil near the bottom of the anchor rod (26) by passing through the anchor bottom grouting pipe (1) through the sealed flexible hollow container (6) and the anchor bottom grouting device (8) located near the bottom of the anchor rod (26) and communicating with the anchor bottom grouting pipe (1), thereby reinforcing the soil.

6. The construction method of the anchor pile structure according to any one of claims 1 to 5, characterized in that... The medium mentioned in step 5) above is cement slurry.

7. An anchor pile structure constructed by the construction method according to any one of claims 1 to 6, the anchor pile structure comprising an anchor body structure (29) and a hollow precast pile body (12), the anchor body structure (29) and the hollow precast pile body (12) being independent of each other; vertically, the anchor body structure (29) is located in the lower middle position of the entire anchor pile structure, that is, in the lower middle position of the hollow precast pile body (12), while the hollow precast pile body (12) is located in the upper position of the entire anchor pile structure; the upper part of the anchor body structure (29) is located in the lower cavity of the precast pile body (12) to achieve joint bearing; horizontally, the upper part of the anchor body structure (29) is located in the hollow position of the anchor pile structure, that is, in the hollow part of the hollow precast pile body (12), while the hollow precast pile body (12) is located in the side part of the anchor pile structure, that is, in the hollow part of the hollow precast pile body (12). The main body (12) is arranged to surround the anchor structure (29). The anchor structure (29) includes a laterally expandable, sealed, flexible, hollow container (6). A sealing connector (4) is connected to the top port of the container (6) in a way that seals the top port. A bearing connector (18) is connected to the bottom port of the container (6) in a way that seals the bottom port. The anchor structure (29) also includes an anchor rod (26). The anchor rod (26) passes vertically from top to bottom through the sealing connector (4). The sealed, flexible, hollow container (6) is connected to the bearing connector (18). The hollow part of the sealed, flexible, hollow container (6) is filled with a medium (7). An anchor bottom grouting device (8) is connected to the bearing connector (18) to inject solidification material below the bearing connector (18). One end of the anchor bottom grouting device (8) is connected to the anchor bottom grouting pipe (1) located above it.

8. The anchor pile structure according to claim 7, characterized in that... The aforementioned load-bearing connector (18) is a load-bearing plate.

9. The anchor pile structure according to claim 7 or 8, characterized in that... The sealing connector (4) mentioned above is a sealing connector plate.

10. The anchor pile structure according to any one of claims 7 to 9, characterized in that... The anchor grouting pipe (1) passes through the sealing connector (4) and the sealing flexible hollow container (6) from top to bottom and is connected to one end of the anchor bottom grouting device (8).

11. The anchor pile structure according to any one of claims 7 to 10, characterized in that... A grouting pipe connecting sleeve (3) is provided on the sealing connector (4). The anchor bottom grouting pipe (1) passes through the upper connecting sleeve (3) of the anchor bottom grouting pipe from top to bottom. The sealing connector (4) and the sealing flexible hollow container (6) are connected to one end of the anchor bottom grouting device (8).

12. The anchor pile structure according to any one of claims 7 to 11, characterized in that... An anchor bolt bottom grouting pipe upper connecting sleeve (3) is provided on the sealing connector (4). The anchor bolt bottom grouting pipe (1) passes through the anchor bolt bottom grouting pipe upper connecting sleeve (3) from top to bottom, the sealing connector (4), the sealing flexible hollow container (6), and the anchor bolt bottom grouting pipe lower connecting sleeve (30) provided on the bearing connector (18) and communicates with one end of the anchor bolt bottom grouting device (8).

13. The anchor pile structure according to any one of claims 7 to 12, characterized in that... The aforementioned anchor (26) includes a finely rolled threaded steel bar (10) and an isolation support steel pipe (15) located inside the aforementioned sealed flexible hollow container (6) that surrounds the finely rolled threaded steel bar (10).

14. The anchor pile structure according to any one of claims 7 to 12, characterized in that... The aforementioned anchor rod (26) includes a reinforcing bar (10) and an isolation support steel pipe (15) surrounding the reinforcing bar (10) located inside the aforementioned sealed flexible hollow container (6).

15. The anchor pile structure according to any one of claims 7 to 12, characterized in that... The aforementioned anchor bolt (26) includes a steel strand (10) and an isolation support steel pipe (15) that surrounds the steel strand (10) and is located inside the aforementioned sealed flexible hollow container (6).

16. The anchor pile structure according to any one of claims 7 to 13, characterized in that... Above the sealing connector (4), i.e., on the outside, there is an upper limit nut (13). The anchor rod (26) includes a fine-threaded steel bar (10), which is positioned and fixed on the sealing connector (4) by the upper limit nut (13).

17. The anchor pile structure according to any one of claims 7 to 13, 16, characterized in that... Below the aforementioned load-bearing connector (18), i.e., on the outer side, a lower limit nut (19) is provided. The aforementioned anchor rod (26) includes a fine-rolled threaded steel bar (10), which is positioned and fixed on the aforementioned load-bearing connector (18) by the aforementioned lower limit nut (19).

18. The anchor pile structure according to any one of claims 7 to 13, 16, and 17, characterized in that... On the lower side of the sealing connector (4), that is, on the container side, an upper annular pressure plate (5) is provided to fix and seal the container (6) to the sealing connector (4).

19. The anchor pile structure according to any one of claims 7 to 13, 16 to 18, characterized in that... On the upper side of the above-mentioned load-bearing connector (18), that is, on the container side, a lower annular pressure plate (17) is provided to fix and seal the above-mentioned container (6) and the above-mentioned load-bearing connector (18).

20. The anchor pile structure according to any one of claims 7 to 13, 16 to 19, characterized in that... An expansion grouting pipe connecting sleeve (27) is provided on the sealing connector (4). The expansion grouting pipe (11) passes through the expansion grouting pipe connecting sleeve (27) from top to bottom and is connected to one end of the expansion grouting device (16) located inside the sealed flexible hollow container (6).

21. A construction method for an anchor pile structure suitable for foundations where at least the shallow subsurface soil is loose sand, the anchor pile structure comprising a hollow precast pile body (12), an anchor structure (29) having a sealed flexible hollow container (6) and an anchor rod (26), the construction method comprising the following steps: 1) In the foundation, the hollow precast pile body (12) is set in a specified position in the foundation by lowering it down; 2) The precast pile body (12) is used as a protective wall. It passes through the cavity of the hollow precast pile body (12) and forms a hole (28) below the precast pile body (12). The hole (28) constitutes the installation space of the anchor structure (29). At this time, the hole (28) is filled with mud. 3) Inject cement grout into the above-mentioned hole (28) to replace the mud in the above-mentioned hole (28); 4) The above-mentioned anchor structure (29) is passed downward through the cavity of the above-mentioned precast pile body (12) and placed inside the above-mentioned hole (28); 5) After the cement grout in the above hole (28) hardens, the hollow interior of the above sealed flexible hollow container (6) is filled with the medium and squeezed to expand the sealed flexible hollow container (6) laterally. 6) Grouting is performed on the soil near the bottom of the anchor rod (26) in a manner that reinforces the soil containing sediment at the bottom of the anchor rod (26), the anchor rod and the soil on the side of the pile.

22. The construction method of the anchor pile structure according to claim 21, characterized in that... The grouting in step 6) above is pressure-injected cement grout.

23. The construction method of the anchor pile structure according to claim 21 or 22, characterized in that... In step 1) above, the hollow precast pile body (12) is set in the specified position in the foundation by means of static pressure, hammering and vibration pile driving.

24. The construction method of the anchor pile structure according to any one of claims 21 to 23, characterized in that... In step 5 above, grout is injected into the container (6) through the extrusion grouting pipe (11) which is connected to the interior of the sealed flexible hollow container (6) and the extrusion grouting device (16) which is located inside the sealed flexible hollow container (6) and connected to the extrusion grouting pipe (11), and extrusion is performed; after the cement grout in the container (6) hardens, it forms a cement grout stone body.

25. The construction method of the anchor pile structure according to any one of claims 21 to 24, characterized in that... In step 6 above, grouting is performed on the soil near the bottom of the anchor rod (26) by passing through the anchor bottom grouting pipe (1) through the sealed flexible hollow container (6) and the anchor bottom grouting device (8) located near the bottom of the anchor rod (26) and communicating with the anchor bottom grouting pipe (1), thereby reinforcing the soil.

26. The construction method of the anchor pile structure according to any one of claims 21 to 25, characterized in that... The medium mentioned in step 5) above is cement slurry.

27. An anchor pile structure constructed by the construction method according to any one of claims 21 to 26, the anchor pile structure comprising an anchor body structure (29) and a hollow precast pile body (12), the anchor body structure (29) and the hollow precast pile body (12) being independent of each other; vertically, the anchor body structure (29) is located in the lower middle position of the anchor pile structure as a whole, that is, in the lower middle position of the hollow precast pile body (12), while the hollow precast pile body (12) is located in the upper position of the anchor pile structure as a whole; the upper part of the anchor body structure (29) is located in the lower cavity of the precast pile body (12) to achieve joint bearing; horizontally, the upper part of the anchor body structure (29) is located in the hollow position of the anchor pile structure, that is, in the hollow part of the hollow precast pile body (12), while the hollow precast pile body (12) is located in the side part of the anchor pile structure, that is, in the hollow part of the hollow precast pile body (12). The main body (12) is arranged to surround the anchor structure (29). The anchor structure (29) includes a laterally expandable, sealed, flexible, hollow container (6). A sealing connector (4) is connected to the top port of the container (6) in a way that seals the top port. A bearing connector (18) is connected to the bottom port of the container (6) in a way that seals the bottom port. The anchor structure (29) also includes an anchor rod (26). The anchor rod (26) passes vertically from top to bottom through the sealing connector (4). The sealed, flexible, hollow container (6) is connected to the bearing connector (18). The hollow part of the sealed, flexible, hollow container (6) is filled with a medium (7). An anchor bottom grouting device (8) is connected to the bearing connector (18) to inject solidification material below the bearing connector (18). One end of the anchor bottom grouting device (8) is connected to the anchor bottom grouting pipe (1) located above it.

28. The anchor pile structure according to claim 27, characterized in that... The aforementioned load-bearing connector (18) is a load-bearing plate.

29. The anchor pile structure according to claim 27 or 28, characterized in that... The sealing connector (4) mentioned above is a sealing connector plate.

30. The anchor pile structure according to any one of claims 27 to 29, characterized in that... The anchor grouting pipe (1) passes through the sealing connector (4) and the sealing flexible hollow container (6) from top to bottom and is connected to one end of the anchor bottom grouting device (8).

31. The anchor pile structure according to any one of claims 27 to 30, characterized in that... A grouting pipe connecting sleeve (3) is provided on the sealing connector (4). The anchor bottom grouting pipe (1) passes through the upper connecting sleeve (3) of the anchor bottom grouting pipe from top to bottom. The sealing connector (4) and the sealing flexible hollow container (6) are connected to one end of the anchor bottom grouting device (8).

32. The anchor pile structure according to any one of claims 27 to 31, characterized in that... An anchor bolt bottom grouting pipe upper connecting sleeve (3) is provided on the sealing connector (4). The anchor bolt bottom grouting pipe (1) passes through the anchor bolt bottom grouting pipe upper connecting sleeve (3) from top to bottom, the sealing connector (4), the sealing flexible hollow container (6), and the anchor bolt bottom grouting pipe lower connecting sleeve (30) provided on the bearing connector (18) and communicates with one end of the anchor bolt bottom grouting device (8).

33. The anchor pile structure according to any one of claims 27 to 32, characterized in that... The aforementioned anchor (26) includes a finely rolled threaded steel bar (10) and an isolation support steel pipe (15) located inside the aforementioned sealed flexible hollow container (6) that surrounds the finely rolled threaded steel bar (10).

34. The anchor pile structure according to any one of claims 27 to 32, characterized in that... The aforementioned anchor rod (26) includes a reinforcing bar (10) and an isolation support steel pipe (15) that surrounds the reinforcing bar (10) and is located inside the aforementioned sealed flexible hollow container (6).

35. The anchor pile structure according to any one of claims 27 to 32, characterized in that... The aforementioned anchor bolt (26) includes a steel strand (10) and an isolation support steel pipe (15) that surrounds the steel strand (10) and is located inside the aforementioned sealed flexible hollow container (6).

36. The anchor pile structure according to any one of claims 27 to 33, characterized in that... Above the sealing connector (4), i.e., on the outside, there is an upper limit nut (13). The anchor rod (26) includes a fine-threaded steel bar (10), which is positioned and fixed on the sealing connector (4) by the upper limit nut (13).

37. The anchor pile structure according to any one of claims 27 to 33, 36, characterized in that... Below the aforementioned load-bearing connector (18), i.e., on the outer side, a lower limit nut (19) is provided. The aforementioned anchor rod (26) includes a fine-rolled threaded steel bar (10), which is positioned and fixed on the aforementioned load-bearing connector (18) by the aforementioned lower limit nut (19).

38. The anchor pile structure according to any one of claims 27 to 33, 36, and 37, characterized in that... On the lower side of the sealing connector (4), that is, on the container side, an upper annular pressure plate (5) is provided to fix and seal the container (6) to the sealing connector (4).

39. The anchor pile structure according to any one of claims 27-33, 36-38, characterized in that... On the upper side of the above-mentioned load-bearing connector (18), that is, on the container side, a lower annular pressure plate (17) is provided to fix and seal the above-mentioned container (6) and the above-mentioned load-bearing connector (18).

40. The anchor pile structure according to any one of claims 27-33, 36-39, characterized in that... An expansion grouting pipe connecting sleeve (27) is provided on the sealing connector (4). The expansion grouting pipe (11) passes through the expansion grouting pipe connecting sleeve (27) from top to bottom and is connected to one end of the expansion grouting device (16) located inside the sealed flexible hollow container (6).

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