Weak intercalated layer external expansion type high-pressure jet grouting anti-floating pile

Abstract

The utility model discloses a weak intercalated layer external expansion type high-pressure jet grouting anti-floating pile, relates to the field of foundations, and aims to improve the bearable pulling resistance of an anti-floating anchor rod and improve the pile forming quality of the anti-floating pile. According to the technical scheme, a pouring solidification body is arranged in a pile hole of the weak intercalated layer external expansion type high-pressure jet grouting anti-floating pile, a jet grouting solidification body is arranged outside the pile hole, the pouring solidification body is a solidification body formed by putting an anti-floating assembly into the pile hole, filling aggregate and pouring grout, and the jet grouting solidification body is a solidification body formed by high-pressure jet grouting of the grout to the hole wall of the pile hole. And the pouring consolidation body and the jet grouting consolidation body are integrated. The anti-floating assembly comprises an anti-floating steel bar, a turnover embedding assembly is fixed to the periphery of the anti-floating steel bar, the turnover embedding assembly comprises a fixed steel bar and a movable steel bar rotationally connected with the fixed steel bar, and the movable steel bar is turned over, unfolded and inserted into the stratum outside the pile hole range in the construction period and is finally embedded into the jet grouting consolidation body outside the pile hole range. The anti-floating pile construction device is used for construction of anti-floating piles.

Description

Technical Field

[0001] This utility model relates to the field of basic science, specifically to a construction device for an anti-buoyancy anchor with recyclable pile head, and a high-pressure jet grouting anti-buoyancy pile that expands outward in a weak interlayer and its construction method. Background Technology

[0002] Anti-buoyancy anchors are primarily used to address the problem of buildings floating under high water levels. The anchor section is inserted deep into stable underground strata, utilizing the friction of the anchor section and its interaction with the surrounding soil to resist the buoyancy caused by groundwater, thus maintaining the building's stability. The friction between the anchor section and the soil is closely related to the roughness, length, and diameter of the anchor section, as well as the physical properties of the soil.

[0003] Patent CN 208685601 U discloses a composite expanded diameter anti-buoyancy steel anchor bolt, comprising a cement-soil layer and a columnar anchor bolt. Several outwardly extending connecting ribs are fixed to the outer wall of the anchor bolt, arranged along the anchor bolt's axis. The cement-soil layer includes a column and a variable diameter body, the diameter of which is larger than the diameter of the column. The variable diameter body is integrally connected to the column along its axis. On one hand, this patent utilizes the variable diameter construction of the cement-soil layer, where the weight of the soil presses down on the variable diameter body, fully leveraging the strength of both the anchor bolt and the soil layer, thus improving the pull-out resistance of the composite expanded diameter anti-buoyancy steel anchor bolt. On the other hand, the patent incorporates several connecting ribs on the anchor bolt, extending from the anchor bolt's surface and embedding them into the cement-soil layer, increasing the connection strength between the anchor bolt and the cement-soil layer, improving their overall integrity, and thereby enhancing the anti-buoyancy effect.

[0004] In the aforementioned patent, the connecting bar is fixedly installed on the outer wall of the anchor rod. The end of the connecting bar furthest from the anchor rod cannot extend beyond the pile hole; that is, the connecting bar cannot be embedded in the reducer body, otherwise the anchor rod cannot be inserted into the pile hole. Because the connecting bar is relatively short, it cannot effectively increase the connection strength between the anchor rod and the cement-soil layer. The connecting bar also affects the lowering of the anchor rod, causing problems such as anchor rod bending and failure to be lowered to the predetermined position. Furthermore, both the column and the reducer body are constructed using a high-pressure jet grouting machine. The strength of the column and the reducer body themselves is not high, making it difficult to effectively improve the pull-out resistance that the anchor rod can withstand.

[0005] Soft sand layers under high water table conditions often pose a challenge in engineering construction due to their loose structure and weak bearing capacity. The instability of these soil layers directly affects the bearing capacity of the foundation and the safety of the structure. Especially in environments with high groundwater levels, the soil layer not only lacks sufficient bearing capacity but may also be subject to the buoyancy of groundwater, causing buildings or structures to float and leading to safety issues. Currently, two common technologies for treating soft sand layers under high water table conditions are high-pressure jet grouting and anti-buoyancy anchors. High-pressure jet grouting mixes high-pressure jet grout with the soil layer to form reinforced piles, thereby improving the bearing capacity and stability of the foundation. Anti-buoyancy anchors, on the other hand, install anchors in the soil layer and use bonding materials to firmly bond the anchors to the soil, thus resisting the buoyancy of groundwater. Currently, construction sites typically employ high-pressure jet grouting and anti-buoyancy anchor technology separately. High-pressure jet grouting is performed first, and after the soil layer is reinforced, the anti-buoyancy anchors are installed. These two steps need to be carried out alternately, which often requires a long waiting time and significant investment of equipment and manpower. Utility Model Content

[0006] This utility model first provides a construction device for anti-buoyancy anchor bolts with recyclable pile heads, with the aim of increasing the pull-out resistance that anti-buoyancy anchor bolts can withstand and improving the pile quality of anti-buoyancy piles.

[0007] The technical solution adopted in this utility model is as follows: a construction device for a recyclable pile head anti-buoyancy anchor bolt, including a pile head assembly, a casing, and an anti-buoyancy component. The pile head assembly includes a pile head and an operating rod. The lower section of the pile head is conical, and the upper section is cylindrical. The bottom diameter of the cone and the bottom diameter of the cylinder are equal and coincident. The upper section of the pile head is provided with an external thread. The operating rod is fixedly connected to the center of the top surface of the upper section of the pile head, and the center line of the operating rod coincides with the center line of the pile head. The casing is cylindrical, and the lower end of the casing is provided with an internal thread that matches the external thread of the pile head. The inner diameter of the casing is not less than the diameter of the upper section of the pile head. The anti-buoyancy component includes an anti-buoyancy steel bar, a positioning ring, and a flip-embedding component. There is at least one anti-buoyancy steel bar, and each anti-buoyancy steel bar is fixed to the positioning ring. The positioning ring includes an outer ring, and there are at least two positioning rings arranged at intervals. The outer ring of the positioning ring is connected to the anti-buoyancy steel bar. The diameter of the projection on the vertical section of the reinforcing bar is adapted to the inner diameter of the casing; at least one flip-embedded component is also fixed on the outer periphery of the anti-buoyancy reinforcing bar. The flip-embedded component includes a fixed reinforcing bar and a movable reinforcing bar. One end of the fixed reinforcing bar is fixedly connected to the anti-buoyancy reinforcing bar, and the fixed reinforcing bar and the anti-buoyancy reinforcing bar are perpendicular to each other. The other end of the fixed reinforcing bar is rotatably connected to the movable reinforcing bar. The movable reinforcing bar can be rotated until it is completely within the cylindrical range corresponding to the outer ring of each positioning ring, or it can be rotated until it is partially outside the cylindrical range corresponding to the outer ring of each positioning ring. The fixed reinforcing bar and the anti-buoyancy reinforcing bars and movable reinforcing bars at both ends are located on the same plane. The center line of the anti-buoyancy reinforcing bar is set to be vertical, and the end of the anti-buoyancy reinforcing bar inserted into the bottom of the pile hole is facing down. The rotation range of the movable reinforcing bar around the fixed reinforcing bar is above the horizontal plane corresponding to the fixed reinforcing bar.

[0008] To ensure the strength of the pile head assembly, furthermore: the pile head is made of metal, or the pile head includes a metal shell and reinforced concrete inside the metal shell.

[0009] The positioning rings serve to fix the anti-buoyancy reinforcement bars into a whole. After the anti-buoyancy assembly is placed in the casing, the positioning rings keep the anti-buoyancy reinforcement bars arranged along the centerline of the casing. Specifically: the positioning rings have an outer ring, a middle ring, and an inner ring on a plane perpendicular to the anti-buoyancy reinforcement bars. The outer ring, middle ring, and inner ring are all circular and their centers coincide. The outer diameter of the outer ring is not greater than the inner diameter of the casing. The outer ring and the middle ring are connected by at least one connecting rod, and the middle ring and the inner ring are connected by at least one connecting rod. Each anti-buoyancy reinforcement bar is fixed between the middle ring and the inner ring.

[0010] After the movable reinforcing bar of the flip-embedded component flips and unfolds outward and downward within the pile hole, it can be inserted into the strata outside the pile hole range, and then embedded into the jet grouting consolidation body outside the pile hole range. Specifically: the end of the fixed reinforcing bar away from the anti-buoyancy reinforcing bar is provided with a first connecting seat. The first connecting seat has a shaft hole that is perpendicular to both the fixed reinforcing bar and the anti-buoyancy reinforcing bar. The end of the movable reinforcing bar is provided with a second connecting seat. The second connecting seat has a rotating shaft that passes through the shaft hole. The first or second connecting seat is also provided with a limiting baffle to limit the maximum and minimum included angle between the fixed reinforcing bar and the movable reinforcing bar. The shaft hole of the first connecting seat is preferably eccentrically arranged, and the second connecting seat is eccentrically connected to the first connecting seat. When the lower end of the casing corresponds to the position of the flip-embedded component, pressing down or hammering the upper end of the casing will cause the movable reinforcing bar of the flip-embedded component to naturally flip and unfold and remain in the unfolded state.

[0011] To facilitate the outward and downward unfolding of the movable reinforcing bar of the rotating embedded component under the action of external force and its insertion into the stratum outside the pile hole range, further: the maximum angle between the fixed reinforcing bar and the movable reinforcing bar is a straight angle, and the minimum angle between the fixed reinforcing bar and the movable reinforcing bar is a right angle or an obtuse angle.

[0012] To enable the movable reinforcing bar of the flip-fitting assembly to automatically unfold after the protective sleeve is removed, a further feature is provided: an elastic element is provided between the fixed reinforcing bar and the movable reinforcing bar of the flip-fitting assembly to allow the movable reinforcing bar to unfold automatically. Specifically, the elastic element can be a tension spring, a spring, a torsion spring, or an elastic sheet.

[0013] A fixed embedding component, always located within the pile hole range, can be fixedly installed on the outer side of the anti-buoyancy reinforcement. This fixed embedding component is ultimately embedded in the grouting solidified body and will not enter the jet grouting solidified body. Furthermore, at least one fixed embedding component is inherently located on the outer side of the anti-buoyancy reinforcement, within the cylindrical range corresponding to the outer ring of each positioning ring. To facilitate the installation of the fixed embedding component and ensure its stability, specifically: the fixed embedding component includes a fixing cylinder and at least one steel bar segment fixed to the outer wall of the fixing cylinder. The anti-buoyancy reinforcement passes through the fixing cylinder and is welded in place. The steel bar segment is perpendicular to the anti-buoyancy reinforcement, or the end of the steel bar segment away from the anti-buoyancy reinforcement is inclined upwards and forms an acute angle with the anti-buoyancy reinforcement.

[0014] This utility model also provides a high-pressure jet grouting anti-buoyancy pile with an outward expansion in weak interlayer, the purpose of which is also to improve the pull-out force that the anti-buoyancy reinforcement can withstand and improve the pile quality of the anti-buoyancy pile. The high-pressure jet grouting anti-buoyancy pile with an outward expansion in weak interlayer has a vertically arranged pile hole that penetrates the upper hard stratum and enters the lower soft stratum. The pile hole contains a grouting consolidation body, and the pile hole contains a jet grouting consolidation body. The grouting consolidation body is a consolidation body formed by inserting the anti-buoyancy component of any of the above-mentioned "pile head retrievable anti-buoyancy anchor construction devices" into the pile hole, filling aggregate, and grouting. The jet grouting consolidation body is a consolidation body formed by high-pressure jet grouting into the pile hole wall. The grouting consolidation body and the jet grouting consolidation body are a whole, and the movable reinforcement of the inverted embedded component unfolds and embeds into the jet grouting consolidation body corresponding to the soft stratum.

[0015] The anti-buoyancy component includes anti-buoyancy reinforcing bars, positioning rings, and a flip-embedded component. There is at least one anti-buoyancy reinforcing bar, each fixed to a positioning ring. Each positioning ring includes an outer ring, and there are at least two positioning rings spaced apart. The diameter of the projection of the outer ring of the positioning ring onto a section perpendicular to the anti-buoyancy reinforcing bar matches the inner diameter of the pile hole. At least one flip-embedded component is also fixed to the outer periphery of the anti-buoyancy reinforcing bar. The flip-embedded component includes a fixed reinforcing bar and a movable reinforcing bar. One end of the fixed reinforcing bar is fixedly connected to the anti-buoyancy reinforcing bar, and the fixed reinforcing bar is perpendicular to the anti-buoyancy reinforcing bar. The other end of the fixed reinforcing bar is rotatably connected to the movable reinforcing bar. The movable reinforcing bar can rotate until it is completely within the cylindrical range corresponding to the outer ring of each positioning ring, or it can rotate until part of the movable reinforcing bar is outside the cylindrical range corresponding to the outer ring of each positioning ring. The fixed reinforcing bar and the anti-buoyancy reinforcing bars and movable reinforcing bars at both ends are located on the same plane. The centerline of the anti-buoyancy reinforcing bar is set vertically, and the end of the anti-buoyancy reinforcing bar inserted into the bottom of the pile hole faces downwards. The rotation range of the movable reinforcing bar around the fixed reinforcing bar is above the horizontal plane corresponding to the fixed reinforcing bar.

[0016] To further improve the buoyancy resistance of the anti-buoyancy reinforcement, at least one fixed embedding component is inherently present on the outer side of the anti-buoyancy reinforcement, which is embedded in the grouting consolidation body corresponding to the hard stratum.

[0017] To further improve the buoyancy resistance of the anti-buoyancy reinforcement, the pile hole also penetrates the weak stratum and reaches or enters the good stratum below the weak stratum. The weak stratum is a sand layer, and the good stratum is a pebble layer or bedrock layer.

[0018] The beneficial effects of this utility model of a recyclable anti-buoyancy anchor construction device and a high-pressure jet grouting anti-buoyancy pile with weak interlayer expansion are as follows: After the pile head and casing are threadedly connected, the pile head assembly and casing can be inserted to a predetermined depth by pressing down or hammering the upper end of the casing, ensuring that they are inserted into the predetermined position within the pile hole. Rotating the operating lever causes the pile head to rotate synchronously, disengaging it from the casing and allowing it to be removed from the casing, thus enabling the recycling of the pile head assembly. The recycled pile head assembly can be reused. When the casing is inside the pile hole, the anti-buoyancy assembly is hoisted into the casing. The positioning rings help to keep the anti-buoyancy reinforcement arranged along the centerline of the casing, ensuring that the anti-buoyancy reinforcement is located near the centerline of the pile hole. When the anti-buoyancy assembly is hoisted into the casing, the movable reinforcement rotates until it is completely within the cylindrical range corresponding to the outer ring of each positioning ring. The flipping and embedding of the assembly does not affect the hoisting of the anti-buoyancy assembly into the casing. After the casing is pulled out of the pile hole, it can be recycled and reused. The movable reinforcing steel of the flip-embedded component flips and unfolds, inserting into the strata outside the pile hole area, and finally embeds into the jet grouting consolidation body outside the pile hole area. The fixed reinforcing steel of the flip-embedded component is ultimately embedded into the grouting consolidation body. The grouting consolidation body and the jet grouting consolidation body solidify into a single unit, significantly increasing the pile diameter and bearing capacity of the anti-buoyancy pile, and improving the pull-out resistance that the anti-buoyancy reinforcing steel can withstand. This invention improves the pile formation quality of anti-buoyancy piles and enhances the pull-out resistance that the anti-buoyancy reinforcing steel can withstand.

[0019] This utility model also provides a construction method for a high-pressure jet grouting anti-buoyancy pile with an outward expansion of a weak interlayer. This construction method is both the usage method of the first topic above, "construction device for recyclable anti-buoyancy anchor rods", and the construction method of the second topic above, "high-pressure jet grouting anti-buoyancy pile with an outward expansion of a weak interlayer". The purpose is the same: to increase the pull-out resistance that the anti-buoyancy anchor rod can withstand and improve the pile quality of the anti-buoyancy pile.

[0020] The construction method of high-pressure jet grouting anti-buoyancy piles with weak interlayer expansion involves constructing anti-buoyancy piles in high-water-level strata where the upper layer is a hard stratum and the lower layer is a soft stratum. The method includes the following steps:

[0021] S1. Determine the location of the pile hole and construct it. The pile hole penetrates the hard strata from top to bottom and enters the soft strata. The hard strata are generally gravel layers, while the soft strata are generally sand layers or other strata that can be treated by high-pressure jet grouting. To improve the buoyancy resistance of the anti-buoyancy reinforcement, the pile hole should ideally penetrate the soft strata and reach or enter the good strata below the soft strata. The good strata are gravel layers or bedrock layers.

[0022] S2. High-pressure jet grouting is carried out from bottom to top inside the pile hole.

[0023] S3. Assemble the pile head assembly and casing in any of the above "recoverable anti-buoyancy anchor bolt construction devices", so that the pile head is threadedly connected to the lower end of the casing. Before the high-pressure jet grout solidifies, insert the pile head assembly and casing into the pile hole by pressing down or hammering the upper end of the casing.

[0024] S4. Rotate the operating lever to disengage the pile head from the casing and remove the pile head assembly from inside the casing.

[0025] S5. Temporarily fix the grouting pipe to the anti-buoyancy component in any of the above-mentioned "pile head recyclable anti-buoyancy anchor construction devices", and then hoist the anti-buoyancy component into the casing. The anti-buoyancy steel bars in the soft stratum are equipped with a flip-embedding component.

[0026] To further improve the quality of anti-buoyancy piles, the following further measures are taken: the anti-buoyancy reinforcement is arranged with rotating embedded components at intervals in the pile hole; or, the anti-buoyancy reinforcement is provided with at least one rotating embedded component in the segment of soft stratum, and the anti-buoyancy reinforcement is fixed with at least one fixed embedded component in the segment of other stratum, with the fixed embedded component located within the cylindrical range corresponding to the outer ring of each positioning ring.

[0027] To ensure that the anti-buoyancy reinforcement is always arranged along the centerline of the casing during construction, and to facilitate the installation of the grouting pipe, the following further details are provided: the positioning ring has an outer ring, a middle ring, and an inner ring in a plane perpendicular to the anti-buoyancy reinforcement. The outer ring, middle ring, and inner ring are all circular and their centers coincide. The outer diameter of the outer ring is not greater than the inner diameter of the casing. The outer ring and the middle ring are connected by at least one connecting rod, and the middle ring and the inner ring are connected by at least one connecting rod. Each anti-buoyancy reinforcement is fixed between the middle ring and the inner ring. The grouting pipe is arranged along the anti-buoyancy reinforcement and is clamped in the inner ring of each fixing ring. The grout outlet of the grouting pipe is located at the lower end of the anti-buoyancy reinforcement.

[0028] S6. Fill the casing with aggregate and lift the casing. Use a method of filling the aggregate in layers and lifting the casing gradually until the casing is pulled out of the pile hole and the pile hole is filled with aggregate. Control the active steel bar of the flip-embedded component to flip and unfold and insert into the soft stratum outside the pile hole.

[0029] The following are several methods for controlling the movable reinforcing bars of the flip-embedded assembly to flip, unfold, and insert into the soft strata outside the pile hole. Specifically: In step S5, when the lower end of the casing corresponds to the position of the flip-embedded assembly, the movable reinforcing bars of the flip-embedded assembly are flipped, unfolded, and inserted into the soft strata outside the pile hole by pressing down or hammering the upper end of the casing; or, when the lower end of the casing exceeds the highest flip-embedded assembly, the movable reinforcing bars of each flip-embedded assembly are flipped, unfolded, and inserted into the soft strata outside the pile hole by lifting the anti-buoyancy reinforcing bars; or, an elastic element can be provided between the fixed reinforcing bars and the movable reinforcing bars of the flip-embedded assembly to allow the movable reinforcing bars to unfold automatically, and the movable reinforcing bars unfold automatically during the lifting of the casing.

[0030] To improve the density of the aggregate and promote its diffusion into the soft strata outside the pile hole, the aggregate in step S5 is pebbles with a diameter of 0.5 to 2.0 cm. After the pebbles are filled in layers, they are also vibrated.

[0031] S7. Grout is injected into the pile hole through the grouting pipe and cured. A grouting solidified body is formed inside the pile hole, and a jet grouting solidified body is formed outside the pile hole. The grouting solidified body and the jet grouting solidified body solidify into a whole.

[0032] The beneficial effects of this utility model's construction method for soft interlayer expansion type high-pressure jet grouting anti-buoyancy piles are as follows: Anti-buoyancy anchor bolt construction is carried out immediately after high-pressure jet grouting. By combining high-pressure jet grouting technology with anti-buoyancy anchor bolt technology, the waste of equipment and manpower caused by repeated pre-drilling of anti-buoyancy anchor bolts in the later stages is avoided, and the construction period is also saved. In the "pile head recyclable anti-buoyancy anchor bolt construction device," the pile head assembly and casing are inserted into the pile hole after assembly. By pressing down or hammering the upper end of the casing, the pile head assembly and casing can be inserted to a predetermined depth, ensuring that the pile head is inserted into the predetermined position within the pile hole. Furthermore, the pile head assembly and casing can be recycled and reused. The movable reinforcing bar of the flip-embedded assembly can be rotated until it is completely within the cylindrical range corresponding to the outer ring of each positioning ring. When the anti-buoyancy assembly is hoisted into the casing, the movable reinforcing bar is in this unexpanded state. The flip-embedded assembly does not affect the hoisting construction of the anti-buoyancy assembly, ensuring that the anti-buoyancy reinforcing bar is inserted to the bottom of the pile hole. Aggregate is filled into the casing, not only filling the pile hole but also diffusing into the weak strata, thus increasing the strength of the jet grouting consolidation body corresponding to the weak strata. Whether the aggregate is filled in layers, the casing is gradually lifted, or the aggregate is vibrated, the filled aggregate is compressed, increasing the density of the aggregate in the pile hole and promoting its diffusion into the weak strata. When the upper end of the casing is pressed down or hammered to cause the movable reinforcing bars of the flip-embedded component to flip and unfold, the lower end of the casing also compresses the filled aggregate, increasing the density of the aggregate in the pile hole and promoting its diffusion into the weak strata. After the casing is removed from the pile hole, the movable reinforcing bars of the flip-embedded component automatically or under external force flip and unfold outward and downward, inserting into the weak strata outside the pile hole area and eventually embedding into the jet grouting consolidation body corresponding to the weak strata, realizing the outward expansion of the anti-buoyancy pile in the weak interlayer. The grouting and jet grouting solidification bodies are solidified into a whole, which effectively increases the pile diameter and strength of the anti-buoyancy pile in the soft stratum. This utility model improves the pile formation quality of the anti-buoyancy pile and enhances the pull-out resistance that the anti-buoyancy steel bars can withstand. Attached Figure Description

[0033] Figure 1 This is a schematic diagram of the structure of an embodiment of the anti-buoyancy component in the construction device for recyclable pile heads of this utility model.

[0034] Figure 2 yes Figure 1 The diagram shows the structure of the anti-buoyancy component on the cross section corresponding to the positioning ring.

[0035] Figure 3 yes Figure 1 A schematic diagram of the flip-embedded component before it is unfolded in the embodiment shown.

[0036] Figure 4 yes Figure 1 A schematic diagram of the unfolded flip-embedded component in the illustrated embodiment.

[0037] Figure 5 yes Figure 1 A schematic diagram of an example of a fixed embedded component in the illustrated embodiment.

[0038] Figure 6 This is a schematic diagram showing the pile head assembly and casing inserted into the pile hole.

[0039] Figure 7 This is a schematic diagram showing the anti-buoyancy components after they have been hoisted into the casing.

[0040] Figure 8 This is a structural schematic diagram of the soft interlayer expansion type high-pressure jet grouting anti-buoyancy pile of this utility model.

[0041] Reference numerals in the attached drawings: 1. Pile head assembly; 1. Pile head; 1. Operating rod; 1. Casing; 2. Anti-buoyancy reinforcement; 3. Tilting and embedding assembly; 4. Fixed reinforcement; 4. Movable reinforcement; 4. First connecting seat; 4. Second connecting seat; 4. Limiting baffle; 4. Grouting pipe; 5. Fixed embedding assembly; 6. Fixed cylinder; 6. Reinforcing bar segment; 6. Positioning ring; 7. Outer ring; 7. Middle ring; 7. Inner ring; 7. Connecting rod; 7. Hard stratum; 8. Soft stratum; 8. Good stratum; 8. Pile hole; 9. Jet grouting consolidation body; 9. Grouting consolidation body; 9. Detailed Implementation

[0042] The present invention will be further described below with reference to the accompanying drawings.

[0043] The first subject of this utility model is a construction device for a recyclable pile head anti-buoyancy anchor, used to construct an anti-buoyancy anchor within a pile hole 9. See also Figure 1 and Figures 6-8The recyclable anti-buoyancy anchor bolt construction device includes a pile head assembly 1, a casing 2, and an anti-buoyancy component. The pile head assembly 1 includes a pile head 1-1 and an operating rod 1-2. The lower section of the pile head 1-1 is conical, and the upper section is cylindrical. The diameters of the base surfaces of the cone and cylinder are equal and coincident. The upper section of the pile head 1-1 has external threads, and the operating rod 1-2 is fixedly connected to the center of the top surface of the upper section of the pile head 1-1. A connection hole can be provided at the top of the pile head 1-1, and the lower end of the operating rod 1-2 is fixedly connected to the connection hole of the pile head 1-1. The operating rod 1-2 is used to rotate the pile head 1-1, therefore the centerline of the operating rod 1-2 coincides with the centerline of the pile head 1-1. The operating rod 1-2 is generally a steel pipe and is welded and fixed to the pile head 1-1. To ensure the strength of the pile head assembly 1, the pile head 1-1 is made of metal, typically steel; alternatively, the pile head 1-1 includes a metal outer shell and reinforced concrete inside the metal shell. The reinforcement of the reinforced concrete can be arranged radially along the pile head 1-1 and fixedly connected to the metal outer shell. The metal outer shell acts as a casting template and also improves the flatness of the surface of the pile head 1-1.

[0044] The casing 2 is a cylindrical tube, typically made of steel. The lower end of the casing 2 has an internal thread that matches the external thread of the pile head 1-1, and the inner diameter of the casing 2 is not less than the diameter of the upper section of the pile head 1-1. The pile head 1-1 is threadedly connected to the lower end of the casing 2. The operating rod 1-2 is located inside the casing 2. By rotating the operating rod 1-2, the casing 2 can be disengaged from the pile head 1-1, and the pile head 1-1 can be removed from the upper end of the casing 2.

[0045] The anti-buoyancy assembly includes anti-buoyancy reinforcing bars 3, positioning rings 7, and a flip-and-embedded assembly 4. There is at least one anti-buoyancy reinforcing bar 3, and generally multiple bars, forming an anti-buoyancy reinforcing bar bundle. To fix each anti-buoyancy reinforcing bar 3 as a whole, each anti-buoyancy reinforcing bar 3 is fixed to a positioning ring 7. There are at least two positioning rings 7, spaced apart. For example, each anti-buoyancy reinforcing bar 3 is clipped into a positioning ring 7, or each anti-buoyancy reinforcing bar 3 is welded to a positioning ring 7. To ensure that the anti-buoyancy reinforcing bars 3 are always arranged along the centerline of the casing 2 during construction, the positioning ring 7 includes an outer ring 7-1. The diameter of the projection of the outer ring 7-1 onto a section perpendicular to the anti-buoyancy reinforcing bar 3 is adapted to the inner diameter of the casing 2. See, for example, [link to example]. Figure 2The positioning ring 7 has an outer ring 7-1, a middle ring 7-2, and an inner ring 7-3 on a plane perpendicular to the anti-buoyancy reinforcement 3. All three rings are circular with their centers coinciding. The outer ring 7-1 and the middle ring 7-2 are connected by at least one connecting rod 7-4, and the middle ring 7-2 and the inner ring 7-3 are also connected by at least one connecting rod 7-4. The connecting rods 7-4 make the outer ring 7-1, the middle ring 7-2, and the inner ring 7-3 a single unit. The outer diameter of the outer ring 7-1 is no larger than the inner diameter of the casing 2. The outer ring 7-1 has a clearance fit with the inner wall of the casing 2 to ensure that the anti-buoyancy component can be smoothly hoisted into the casing 2. Each anti-buoyancy reinforcement 3 is fixed between the middle ring 7-2 and the inner ring 7-3. The spacing between the middle ring 7-2 and the inner ring 7-3 is preferably consistent with the diameter of the anti-buoyancy reinforcement 3, thereby fixing the position of the anti-buoyancy reinforcement 3. The inner hole of the inner ring 7-3 can be used to arrange the grouting pipe 5.

[0046] At least one flip-embedded component 4 is also fixed to the outer periphery of the anti-buoyancy reinforcement 3. The flip-embedded component 4 has two states: a flipped-out state and a non-flipped-out state. When the anti-buoyancy component is located inside the casing 2, the flip-embedded component 4 is in the non-flipped-out state, as shown below. Figure 1 , Figure 3 and Figure 7 As shown. After the casing 2 is removed from the pile hole 9, the flip-embedded assembly 4 can be in a flipped and unfolded state, as shown. Figure 4 and Figure 8As shown. The flip-embedded assembly 4 includes a fixed reinforcing bar 4-1 and a movable reinforcing bar 4-2. The fixed reinforcing bar 4-1 is arranged radially along the casing 2, that is, the fixed reinforcing bar 4-1 is perpendicular to the anti-buoyancy reinforcing bar 3. One end of the fixed reinforcing bar 4-1 is fixedly connected to the anti-buoyancy reinforcing bar 3, for example, by welding. The other end of the fixed reinforcing bar 4-1 is rotatably connected to the movable reinforcing bar 4-2. No matter how the movable reinforcing bar 4-2 rotates around the fixed reinforcing bar 4-1, the fixed reinforcing bar 4-1 and the anti-buoyancy reinforcing bars 3 and the movable reinforcing bar 4-2 at both ends are always located in the same plane. Assuming that the centerline of the anti-buoyancy reinforcing bar 3 is vertical and the end of the anti-buoyancy reinforcing bar 3 inserted into the bottom of the pile hole 9 is downward, then the rotation range of the movable reinforcing bar 4-2 around the fixed reinforcing bar 4-1 is above the horizontal plane corresponding to the fixed reinforcing bar 4-1, that is, the movable reinforcing bar 4-2 cannot rotate to below the horizontal plane corresponding to the fixed reinforcing bar 4-1. The movable reinforcing bar 4-2 rotates around the fixed reinforcing bar 4-1, either until it is completely within the cylindrical area corresponding to the outer ring 7-1 of each positioning ring 7, at which point both the fixed reinforcing bar 4-1 and the movable reinforcing bar 4-2 are completely within the area corresponding to the casing 2; or until it is partially outside the cylindrical area corresponding to the outer ring 7-1 of each positioning ring 7, at which point the fixed reinforcing bar 4-1 is completely within the area corresponding to the casing 2, and the movable reinforcing bar 4-2 is partially outside the area corresponding to the casing 2. The total length of the interconnected fixed reinforcing bar 4-1 and movable reinforcing bar 4-2 is greater than the radius of the casing 2, allowing the movable reinforcing bar 4-2 to expand outwards after unfolding. Ideally, the length of the fixed reinforcing bar 4-1 should be the same as the radius of the casing 2. One end of the fixed reinforcing bar 4-1 connecting to the movable reinforcing bar 4-2 should abut against the inner wall of the casing 2, and the movable reinforcing bar 4-2 can rotate to form a flat angle with the fixed reinforcing bar 4-1, allowing it to expand outwards as much as possible. After the movable steel bar 4-2 of the flip-embedded component 4 flips outward and downward, it can be inserted into the soft strata outside the range of the pile hole 9 and finally embedded in the jet grouting consolidation body 9-2.

[0047] The following is an embodiment of a rotatable connection between a fixed reinforcing bar 4-1 and a movable reinforcing bar 4-2. See also Figure 3 and Figure 4The fixed reinforcing bar 4-1, at the end furthest from the anti-buoyancy reinforcing bar 3, is provided with a first connecting seat 4-3. The first connecting seat 4-3 has a shaft hole perpendicular to both the fixed reinforcing bar 4-1 and the anti-buoyancy reinforcing bar 3. The movable reinforcing bar 4-2 has a second connecting seat 4-4 at one end, with a rotating shaft passing through the shaft hole. Either the first or second connecting seat 4-3 is also provided with a limiting baffle 4-5 to restrict the extreme angle formed between the fixed reinforcing bar 4-1 and the movable reinforcing bar 4-2. The shaft hole of the first connecting seat 4-3 is preferably eccentrically arranged, and the second connecting seat 4-4 is eccentrically connected to the first connecting seat 4-3. When the lower end of the casing 2 corresponds to the position of the flip-embedded component 4, pressing down or hammering the upper end of the casing 2 causes the movable reinforcing bar 4-2 of the flip-embedded component 4 to naturally flip and unfold, remaining in the unfolded state. The extreme angle formed between the fixed reinforcing bar 4-1 and the movable reinforcing bar 4-2 includes the maximum angle and the minimum angle. The movable reinforcing bar 4-2 unfolds after the casing 2 is removed. To facilitate the outward and downward unfolding of the movable reinforcing bar 4-2 under external force, such as by utilizing the downward pressure of the casing 2, the minimum included angle between the fixed reinforcing bar 4-1 and the movable reinforcing bar 4-2 is a right angle or an obtuse angle, and the movable reinforcing bar 4-2 abuts against the casing 2 when inside the casing 2. To improve the anti-buoyancy of the anti-buoyancy reinforcing bar 3, the maximum included angle between the fixed reinforcing bar 4-1 and the movable reinforcing bar 4-2 is a straight angle, that is, both the fixed reinforcing bar 4-1 and the movable reinforcing bar 4-2 are arranged radially along the anti-buoyancy reinforcing bar 3. To enable the movable reinforcing bar 4-2 of the flip-embedded component 4 to unfold automatically or have a tendency to unfold automatically after the casing 2 is removed, an elastic element that allows the movable reinforcing bar 4-2 to unfold automatically can also be provided between the fixed reinforcing bar 4-1 and the movable reinforcing bar 4-2. The elastic element can be a tension spring, spring, torsion spring, elastic sheet, etc. The movable reinforcing bar 4-2 unfolds automatically during the lifting of the casing 2.

[0048] To improve the buoyancy resistance of the anti-buoyancy reinforcement 3, a fixed embedding component 6 can be fixedly installed on the outside of the anti-buoyancy reinforcement 3, always located within the range of the pile hole 9. The fixed embedding component 6 is always located within the cylindrical range corresponding to the outer ring 7-1 of each positioning ring 7, and is ultimately embedded into the grouting solidified body 9-1, without entering the jet grouting solidified body 9-2. See also Figure 1 At least one fixing embedding component 6 is also fixed to the outer side of the anti-buoyancy steel bar 3. There are generally multiple fixing embedding components 6 arranged at intervals. An example of the fixing embedding component 6 is provided below; see [link to example]. Figure 5The fixed embedded component 6 includes a fixed cylinder 6-1 and at least one steel bar segment 6-2 fixed to the outer wall of the fixed cylinder 6-1. The anti-buoyancy steel bar 3 passes through the fixed cylinder 6-1 and is welded and fixed. The steel bar segment 6-2 is welded and connected to the fixed cylinder 6-1. Different steel bar segments 6-2 are kept apart and arranged at equal intervals according to the circumferential angle. The steel bar segment 6-2 is perpendicular to the anti-buoyancy steel bar 3, or the end of the steel bar segment 6-2 away from the anti-buoyancy steel bar 3 is inclined upward and forms an acute angle with the anti-buoyancy steel bar 3.

[0049] The second subject of this utility model is a high-pressure jet grouting anti-buoyancy pile with weak interlayer expansion, which is actually an anti-buoyancy pile obtained by constructing the first subject mentioned above. See also Figure 8 The pile holes 9 of the high-pressure jet grouting anti-buoyancy pile with weak interlayer expansion are arranged vertically and penetrate the upper hard stratum 8-1 to enter the lower soft stratum 8-2. The pile holes 9 can also penetrate the soft stratum 8-2 to reach or enter the good stratum 8-3 below the soft stratum 8-2. The hard stratum 8-1 is generally a pebble layer, the soft stratum 8-2 is generally a sand layer or other strata that can be treated by high-pressure jet grouting, and the good stratum 8-3 is generally a pebble layer or bedrock layer. The pile hole 9 contains a grouting consolidation body 9-1, and the pile hole 9 is surrounded by a jet grouting consolidation body 9-2. The grouting consolidation body 9-1 is a consolidation body formed by inserting the anti-buoyancy component of any of the above-mentioned "pile head recyclable anti-buoyancy anchor construction devices", filling aggregate, and grouting. To facilitate aggregate diffusion and dense filling, pebbles are preferred as the aggregate, for example, pebbles with a diameter of 0.5–2.0 cm. Filling is done in layers, gradually. The jet grouting consolidation body 9-2 is a consolidation body formed by high-pressure jet grouting onto the wall of the pile hole 9. The grouting consolidation body 9-1 and the jet grouting consolidation body 9-2 solidify simultaneously and become a single unit. The movable reinforcing bar 4-2 of the flip-embedded component 4 unfolds and embeds into the jet grouting consolidation body 9-2 corresponding to the soft stratum 8-2. To improve the buoyancy resistance of the anti-buoyancy reinforcing bar 3, a fixed embedding component 6 is also provided on the outer side of the anti-buoyancy reinforcing bar 3. There is at least one fixed embedding component 6, generally multiple fixed embedding components arranged at intervals. The fixed embedding component 6 embeds into the grouting consolidation body 9-1 corresponding to the hard stratum 8-1.

[0050] The third subject of this utility model is a construction method for high-pressure jet grouting anti-buoyancy piles with outward expansion in weak interlayers. This construction method is both the usage method of the first subject "anti-buoyancy anchor construction device with recyclable pile head" and the construction method of the second subject "high-pressure jet grouting anti-buoyancy piles with outward expansion in weak interlayers".

[0051] See Figures 6-8 The construction method of high-pressure jet grouting anti-buoyancy piles with weak interlayer expansion involves constructing anti-buoyancy piles in high-water-level strata with a hard upper layer 8-1 and a soft lower layer 8-2, including the following steps.

[0052] S1. Determine the location of pile hole 9 and construct it. Pile hole 9 penetrates the hard stratum 8-1 from top to bottom and enters the soft stratum 8-2. When determining the location of pile hole 9, it is generally necessary to excavate to 50cm above the base elevation and survey to determine the planar position of pile hole 9. The hard stratum 8-1 is generally a pebble layer, and the soft stratum 8-2 is generally a sand layer or other strata that can be treated by high-pressure jet grouting. When constructing pile hole 9, a down-the-hole drill is used for pilot drilling. After drilling, a 110mm diameter PVC pipe is inserted, with the pre-embedded length depending on the hole depth. Subsequently, the casing used for drilling is systematically pulled out. Ideally, pile hole 9 should also penetrate the soft stratum 8-2 to reach or enter the underlying good stratum 8-3, which is generally a pebble layer or bedrock layer.

[0053] S2. High-pressure jet grouting is carried out from bottom to top inside pile hole 9.

[0054] Insert the jetting pipe into pile hole 9. Once the nozzle of the jetting pipe reaches the design elevation, grouting can begin. For example, use ordinary Portland cement with a strength grade of P.0.42.5 and a water-cement ratio of 0.8–1.0. After the jetting grouting parameters reach the specified values, immediately raise the jetting pipe according to the requirements of the high-pressure jet grouting process, rotating it upwards to spray grout 500mm above the top surface of the soft stratum 8-2. The overlap length of the jetting pipe during segmented lifting should be no less than 100mm. If there is no pressure and backflow of grout in the pilot hole section, quickly pull out the jetting pipe. To prevent the grout from solidifying and shrinking, affecting the pile top elevation, measures such as grout backfilling or a second grouting at the original hole location are also required.

[0055] S3. Assemble the pile head assembly 1 and the casing 2 in any of the above "pile head recyclable anti-buoyancy anchor construction devices" so that the pile head 1-1 is threaded to the lower end of the casing 2. Before the high-pressure jet grout solidifies, insert the pile head assembly 1 and the casing 2 into the pile hole 9 by pressing down or hammering the upper end of the casing 2.

[0056] The construction of pile head assembly 1 and casing 2 is described in the first topic above. After assembly, before the high-pressure jet grout solidifies, the pile head assembly 1 and casing 2 are generally inserted into the pile hole 9 using a vibratory hammer method. During insertion, the force and speed of the vibratory hammer are strictly controlled to avoid grout return from the treated soil layer, while ensuring that the verticality of the hole meets the design requirements.

[0057] S4. Rotate the operating lever 1-2 to disengage the pile head 1-1 from the casing 2 and remove the pile head assembly 1 from inside the casing 2. After the casing 2 is lowered to the predetermined position, use the clamp to rotate the operating lever 1-2 to disengage the pile head 1-1 from the casing 2 and remove the pile head assembly 1 from inside the casing 2, thus realizing the recovery of the pile head assembly 1.

[0058] S5. Temporarily fix the grouting pipe 5 to the anti-buoyancy component in any of the above-mentioned "pile head recyclable anti-buoyancy anchor construction devices", and then hoist the anti-buoyancy component into the casing 2.

[0059] The grouting pipe 5 is used to inject grout into the pile hole 9. To facilitate the arrangement of the grouting pipe 5, the positioning ring 7 is provided with an outer ring 7-1, a middle ring 7-2, and an inner ring 7-3 on a plane perpendicular to the anti-buoyancy reinforcement 3. The outer ring 7-1, the middle ring 7-2, and the inner ring 7-3 are all circular and their centers coincide. The outer diameter of the outer ring 7-1 is not greater than the inner diameter of the casing 2. The outer ring 7-1 and the middle ring 7-2 are connected by at least one connecting rod 7-4, and the middle ring 7-2 and the inner ring 7-3 are connected by at least one connecting rod 7-4. Each anti-buoyancy reinforcement 3 is fixed between the middle ring 7-2 and the inner ring 7-3. The grouting pipe 5 is arranged along the anti-buoyancy reinforcement 3 and is clamped in the inner ring 7-3 of each positioning ring 7. The grout outlet end of the grouting pipe 5 is located at the lower end of the anti-buoyancy reinforcement 3.

[0060] The entire segment of the anti-buoyancy reinforcement 3 located within the pile hole 9 can be intermittently equipped with flip-embedded components 4. In this case, only the flip-embedded components 4 located in the soft stratum 8-2 will flip and unfold, while the flip-embedded components 4 located in other strata will remain unchanged. Alternatively, the segment of the anti-buoyancy reinforcement 3 located in the soft stratum 8-2 may be equipped with flip-embedded components 4, while the segments of the anti-buoyancy reinforcement 3 located in other strata may be fixed with fixed embedded components 6. There may be one or more fixed embedded components 6, located within the cylindrical area corresponding to the outer ring 7-1 of each positioning ring 7. The other strata refer to strata outside the soft stratum 8-2, including the hard stratum 8-1.

[0061] S6. Fill the casing 2 with aggregate and lift the casing 2. Use the method of filling the aggregate in layers and lifting the casing 2 gradually until the casing 2 is pulled out from the pile hole 9 and the pile hole 9 is filled with aggregate. Control the movable steel bar 4-2 of the flip-embedded component 4 to flip and unfold and insert into the soft stratum 8-2 outside the pile hole 9.

[0062] When filling aggregate in layers, the filling thickness must be controlled within a certain range to ensure that the aggregate is evenly and densely filled inside the casing 2, avoiding voids. To facilitate aggregate diffusion and dense filling, pebbles are preferred, for example, pebbles with a diameter of 0.5–2.0 cm. After layering the pebbles, vibration is performed. Once the pebbles have reached a certain thickness, they are vibrated to ensure dense filling and to allow them to diffuse around the pile hole 9. Then, the casing 2 is lifted to a certain height, so that the bottom elevation of the casing 2 is slightly lower than the top elevation of the pebbles. Pebbles are then filled and vibrated again, and this process is repeated. After filling with pebbles, hammering the top of the casing 2 also helps to compact the pebbles and diffuse them into the surrounding strata. After the casing 2 is pulled out of the pile hole 9, pebbles should be replenished promptly to ensure effective filling within the pile hole 9.

[0063] The following are several methods for controlling the movable reinforcing bars 4-2 of the flip-embedded assembly 4 to flip, unfold, and insert into the soft soil stratum 8-2 outside the pile hole 9. Method 1: When the lower end of the casing 2 corresponds to the position of the flip-embedded assembly 4, that is, when the height of the lower end of the casing 2 is slightly greater than the corresponding height of the flip-embedded assembly 4, the movable reinforcing bars 4-2 of the flip-embedded assembly 4 are flipped, unfolded, and inserted into the soft soil stratum 8-2 outside the pile hole 9 by pressing down or hammering the upper end of the casing 2. Method 2: When the lower end of the casing 2 exceeds the highest flip-embedded assembly 4, generally, after pulling the casing 2 out of the pile hole 9, the movable reinforcing bars 4-2 of each flip-embedded assembly 4 are flipped, unfolded, and inserted into the soft soil stratum 8-2 outside the pile hole 9 by lifting the anti-buoyancy reinforcing bars 3. Method 3: An elastic element is provided between the fixed reinforcing bar 4-1 and the movable reinforcing bar 4-2 of the flip-embedded assembly 4 to allow the movable reinforcing bar 4-2 to unfold automatically. The movable reinforcing bar 4-2 unfolds automatically during the lifting of the casing 2.

[0064] S7. Grout is injected into the pile hole 9 through the grouting pipe 5 and cured. A grouting solidified body 9-1 is formed inside the pile hole 9, and a jet grouting solidified body 9-2 is formed outside the pile hole 9. The grouting solidified body 9-1 and the jet grouting solidified body 9-2 solidify into a whole.

[0065] For example, the grout is prepared using ordinary Portland cement of grade P.0.42.5, with a water-cement ratio of 0.45–0.50. The grout is a pure cement grout with a strength of M30, and the grouting pressure is 0.8–1.0 MPa. During grouting, if thick grout emerges from the borehole, grouting should be paused, and pressure should be reapplied after a short interval, for example, about 10 minutes. Grouting should be stopped when thick grout emerges again. Grouting should be completed within 24 hours after the pile hole is completed. If secondary grouting is required, the grouting pressure should be greater than 2.0 MPa. During the curing period, exposed anti-buoyancy reinforcing bars must not be touched by external force.

Claims

1. A high-pressure jet grouting anti-buoyancy pile with outward expansion of weak interlayer, wherein the pile hole (9) is arranged vertically and penetrates the upper hard stratum (8-1) into the lower weak stratum (8-2), the pile hole (9) contains a grouting consolidation body (9-1), and the pile hole (9) contains a jet grouting consolidation body (9-2), characterized in that: The grouting solidified body (9-1) is a solidified body formed by inserting anti-buoyancy components, filling aggregate and grouting into the pile hole (9). The jet grouting solidified body (9-2) is a solidified body formed by high-pressure jet grouting into the hole wall of the pile hole (9). The grouting solidified body (9-1) and the jet grouting solidified body (9-2) are a whole. The movable steel bar (4-2) of the flip-embedded component (4) is unfolded and embedded into the jet grouting solidified body (9-2) corresponding to the weak stratum (8-2). The anti-buoyancy assembly includes an anti-buoyancy steel bar (3), a positioning ring (7), and a flip-embedded assembly (4). There is at least one anti-buoyancy steel bar (3). The positioning ring (7) includes an outer ring (7-1). Each anti-buoyancy steel bar (3) is fixed to the positioning ring (7). There are at least two positioning rings (7) arranged at intervals. The diameter of the projection of the outer ring (7-1) of the positioning ring (7) on the section perpendicular to the anti-buoyancy steel bar (3) is adapted to the inner diameter of the pile hole (9). At least one flip-embedded assembly (4) is also fixed on the outer periphery of the anti-buoyancy steel bar (3). The flip-embedded assembly (4) includes a fixed steel bar (4-1) and a movable steel bar (4-2). One end of the fixed steel bar (4-1) is fixedly connected to the anti-buoyancy steel bar (3), and the fixed steel bar (4-1) is perpendicular to the anti-buoyancy steel bar (3). The other end of the reinforcing bar (4-1) is rotatably connected to the movable reinforcing bar (4-2). The movable reinforcing bar (4-2) can be rotated until it is completely within the cylindrical range corresponding to the outer ring (7-1) of each positioning ring (7). The movable reinforcing bar (4-2) can be rotated until part of it is outside the cylindrical range corresponding to the outer ring (7-1) of each positioning ring (7). The fixed reinforcing bar (4-1) and the anti-buoyancy reinforcing bars (3) at both ends and the movable reinforcing bar (4-2) are located on the same plane. The center line of the anti-buoyancy reinforcing bar (3) is set to be vertical, and the end of the anti-buoyancy reinforcing bar (3) inserted into the bottom of the pile hole (9) is facing down. The rotation range of the movable reinforcing bar (4-2) around the fixed reinforcing bar (4-1) is above the horizontal plane corresponding to the fixed reinforcing bar (4-1).

2. The high-pressure jet grouting anti-buoyancy pile with outward expansion of weak interlayer as described in claim 1, characterized in that: The pile hole (9) also penetrates the weak stratum (8-2) and reaches or enters the pebble layer or bedrock layer below the weak stratum (8-2), which is a sand layer.

3. The high-pressure jet grouting anti-buoyancy pile with weak interlayer expansion as described in claim 1, characterized in that: The positioning ring (7) has an outer ring (7-1), a middle ring (7-2) and an inner ring (7-3) on a plane perpendicular to the anti-buoyancy steel bar (3). The outer ring (7-1), the middle ring (7-2) and the inner ring (7-3) are all circular and their centers coincide. The outer diameter of the outer ring (7-1) is not greater than the inner diameter of the casing (2). The outer ring (7-1) and the middle ring (7-2) are connected by at least one connecting rod (7-4). The middle ring (7-2) and the inner ring (7-3) are connected by at least one connecting rod (7-4). Each anti-buoyancy steel bar (3) is fixed between the middle ring (7-2) and the inner ring (7-3).

4. The high-pressure jet grouting anti-buoyancy pile with outward expansion of weak interlayer as described in claim 1, characterized in that: The fixed reinforcing bar (4-1) is provided with a first connecting seat (4-3) at the end away from the anti-buoyancy reinforcing bar (3). The first connecting seat (4-3) is provided with a shaft hole that is perpendicular to both the fixed reinforcing bar (4-1) and the anti-buoyancy reinforcing bar (3). The movable reinforcing bar (4-2) is provided with a second connecting seat (4-4) at one end. The second connecting seat (4-4) is provided with a rotating shaft that passes through the shaft hole. The first connecting seat (4-3) or the second connecting seat (4-4) is also provided with a limiting baffle (4-5) that limits the maximum and minimum included angles between the fixed reinforcing bar (4-1) and the movable reinforcing bar (4-2).

5. The soft interlayer expansion type high-pressure jet grouting anti-buoyancy pile as described in claim 3, characterized in that: The shaft hole of the first connecting seat (4-3) is eccentrically arranged, and the second connecting seat (4-4) is eccentrically connected to the first connecting seat (4-3).

6. The high-pressure jet grouting anti-buoyancy pile with outward expansion of weak interlayer as described in claim 3, characterized in that: The maximum angle formed between the fixed reinforcing bar (4-1) and the movable reinforcing bar (4-2) is a straight angle, and the minimum angle formed between the fixed reinforcing bar (4-1) and the movable reinforcing bar (4-2) is a right angle or an obtuse angle.

7. The soft interlayer expansion type high-pressure jet grouting anti-buoyancy pile as described in any one of claims 1 to 6, characterized in that: An elastic element is provided between the fixed reinforcing bar (4-1) and the movable reinforcing bar (4-2) of the flip-embedded component (4) to allow the movable reinforcing bar (4-2) to unfold automatically.

8. The high-pressure jet grouting anti-buoyancy pile with weak interlayer expansion as described in claim 7, characterized in that: The elastic element is a tension spring, spring, torsion spring, or elastic sheet.

9. The soft interlayer expansion type high-pressure jet grouting anti-buoyancy pile as described in any one of claims 1 to 6, characterized in that: The outer side of the anti-buoyancy steel bar (3) also has at least one fixed embedding component (6), which is located within the cylindrical range corresponding to the outer ring (7-1) of each positioning ring (7), and the fixed embedding component (6) is embedded in the grouting solidified body (9-1) corresponding to the hard stratum (8-1).

10. The high-pressure jet grouting anti-buoyancy pile with outward expansion of weak interlayer as described in claim 9, characterized in that: The fixed embedded component (6) includes a fixed cylinder (6-1) and at least one steel bar segment (6-2) fixed to the outer wall of the fixed cylinder (6-1). The anti-buoyancy steel bar (3) passes through the fixed cylinder (6-1) and is welded and fixed. The steel bar segment (6-2) is perpendicular to the anti-buoyancy steel bar (3), or the end of the steel bar segment (6-2) away from the anti-buoyancy steel bar (3) is inclined upward and forms an acute angle with the anti-buoyancy steel bar (3).

Images