A tensioned anchor cable sheet pile wall combined structure and jacking and deviation rectifying device

Abstract

This invention relates to a tie-type anchored pile-slab wall composite structure and a jacking and correction device, belonging to the field of ancient building correction technology. The single pile foundation of the tie-type anchored pile-slab wall composite structure and jacking and correction device is cast in the soil layer below the stone masonry foundation. A column base is installed on the single pile foundation. The bottom of the jacking and correction device is installed on the column base, and the top is installed at the bottom of the stone masonry foundation. One end of the pressure correction device is fixed to the jacking and correction device, and the other end is anchored to the external soil-rock bearing layer via pulleys. The external steel plate is pasted on the outer surface of the stone masonry foundation, and a retaining plate is installed on the outside of the stone masonry foundation above the single pile foundation. This invention uses a combination of jacking and pressure correction devices for precise control and accurate correction during the correction of ancient building stone masonry foundations. Furthermore, the tie-type anchored pile-slab wall composite structure strengthens the stone masonry foundation, improving its stability.

Description

Technical Field

[0001] This invention relates to a tie-type anchored pile-slab wall composite structure and a jacking and correction device, belonging to the field of ancient building correction technology. Background Technology

[0002] There are two common methods for correcting building deviations: forced settlement and jacking. Jacking correction involves separating the superstructure from the foundation and using jacks or similar lifting devices at several support points to simultaneously push and lift the building to achieve the corrective effect. However, Tibetan-style masonry structures lack restraining components, and the walls are constructed using stacked masonry, resulting in poor structural integrity. Therefore, jacking alone is insufficient to achieve the corrective effect. Secondly, for uneven settlement or localized cracking, common reinforcement methods include foundation reinforcement and building foundation strengthening. Foundation reinforcement methods are the most common and include: foundation enlargement technology, pit-type underpinning technology, pile underpinning technology, and grouting underpinning technology. Pile underpinning technology includes: jet grouting, pressure grouting, static pile driving, and lime pile methods. Jet grouting and pressure grouting methods consume a large amount of water and cause significant environmental pollution; static pile driving is difficult to implement under special circumstances; lime piles easily absorb water and soften into lime paste, reducing their strength and failing to provide reinforcement. Other methods should be considered for effective reinforcement.

[0003] Therefore, a combined structure of tensioned anchor pile and slab wall and a lifting and correction device are proposed to restore the Tibetan-style stone masonry building to its intended function and state, improve the shear and compressive strength of the foundation, increase the foundation strength and bearing capacity, improve the overall structural stress, and correct and reinforce the building. Summary of the Invention

[0004] To overcome the problems existing in the background technology, this invention uses a combination of jacking and pressure correction devices to achieve precise control and accurate correction during the correction of the stone masonry foundation of ancient buildings. The jacking and correction device uses built-in jacks to pressurize and lift, adjust the position, and perform repeated jacking and correction. Lead-core rubber seismic isolation bearings are added above and below the jacks, which not only perform correction and reinforcement but also play a role in seismic isolation and vibration reduction for ancient buildings, avoiding damage to ancient buildings under strong earthquakes. The pressure correction device adopts a tie-type anchor pile-plate wall combination structure. The anchor cables not only serve as lifting components during correction but also, after the anchor cable fixing frame is removed, the tie-type arrangement of the anchor cables partially absorbs and transmits the horizontal earth pressure and the self-weight of the ancient building, maximizing the anti-toppling ability and improving the stability of the stone masonry foundation of the ancient building.

[0005] To overcome the problems existing in the background art and to solve the above problems, the present invention is achieved through the following technical solution:

[0006] A tie-type anchored pile-slab wall composite structure and a jacking and correction device include a masonry foundation, an external steel plate, a jacking and correction device, a pressure correction device, a column base support, a single pile foundation, and a retaining plate. The single pile foundation is cast in the soil layer below the masonry foundation. The column base support is installed on the single pile foundation. The bottom of the jacking and correction device is installed on the column base support, and the top is installed at the bottom of the masonry foundation. One end of the pressure correction device is fixed to the jacking and correction device, and the other end is anchored to the external soil bearing layer through a pulley. The external steel plate is pasted on the outer surface of the masonry foundation. The retaining plate is installed on the outside of the masonry foundation above the single pile foundation, and the retaining plate is connected in a groove shape.

[0007] Preferably, the lifting and correction device includes a built-in jack, lead-core rubber seismic isolation bearings, an upper steel ring sleeve, a lower steel ring sleeve, corbel steel clamps, short steel columns, and clamp connecting bolts. The lead-core rubber seismic isolation bearings are installed at the upper and lower ends of the jack, respectively. The two lead-core rubber seismic isolation bearings are connected to the column base and the bottom of the stone foundation, respectively. After the correction is completed, the upper and lower steel ring sleeves are installed at the upper and lower ends of the jack, respectively. The corbel steel clamps are installed between the upper and lower steel ring sleeves and fixed by clamp connecting bolts. The two corbel steel clamps are supported by four short circular steel columns.

[0008] Preferably, the lead-core rubber seismic isolation bearing includes a lead core, a steel plate and rubber, a lower connecting plate, an upper connecting plate, protective adhesive, an upper sealing plate, a lower sealing plate, and bearing bolt holes. The upper sealing plate and lower sealing plate are respectively installed on the upper and lower surfaces of the steel plate and rubber. Protective adhesive is provided on the sides of the steel plate and rubber. The connecting plate is installed under the lower sealing plate, and the upper connecting plate is installed on the upper sealing plate. Bearing bolt holes are provided on the outer circumference of the lower connecting plate and the upper connecting plate. The lead core is installed at the center of the lead-core rubber seismic isolation bearing.

[0009] Preferably, the pressurized correction device includes an outer anchor head, an anchor cable, an anchor cable fixing frame, and a pulley. One end of the anchor cable is installed on the rubber vibration isolation support of the lifting correction device, and the other end is installed with an outer anchor head. The pulley is installed on the anchor cable fixing frame, and the anchor cable is lifted and turned by the pulley.

[0010] Preferably, the outer anchor head includes a spiral anchor head, a steel pad I, and a pier. The tail end of the spiral anchor head is equipped with the steel pad I, and the tail end of the spiral anchor head and the steel pad I are installed inside the pier, which is made of concrete.

[0011] Preferably, the single pile foundation includes anchor piles, pile hoops, and wide-flange steel sections. The single pile foundation consists of four anchor piles. Two pile hoops are installed on the upper part of each pile hoop. The pile hoops at the upper ends of different anchor piles are cross-fixed and connected by wide-flange steel sections.

[0012] Preferably, the anchor piles are constructed by manually excavating the pile holes down to the bearing soil layer. A steel cage is tied inside the anchor pile, and the spacing between the anchor piles is 2m. A total of 4 anchor piles are set up and arranged in a matrix.

[0013] Preferably, a circular hollow steel pipe is formed by cross-welding of the wide-flange steel sections at the center of the anchor piles, and the column support is installed on the cross-circular hollow steel pipe of the wide-flange steel sections.

[0014] Preferably, the retaining plate includes a steel pad II, plate connecting bolts, reserved plate holes, and anchor cable holes. The steel pad II is connected and assembled by the plate connecting bolts. The steel pad II is provided with anchor cable holes, and the reserved plate holes are arranged longitudinally on the steel pad II for the continuous arrangement of concrete.

[0015] Preferably, after the stone foundation is corrected to the marked position, the outer anchor cable frame is removed, and the outer anchor head drives the excess anchor cable downward to a fully taut state, so that the anchor cables are arranged in a counter-tension manner.

[0016] The beneficial effects of this invention are as follows:

[0017] This invention integrates jacking and pressure correction devices to achieve precise control and accurate correction during the correction of ancient stone foundations. The jacking device uses built-in jacks to apply pressure and lift, adjusting the position and performing repeated jacking and correction. Lead-core rubber seismic isolation bearings are added above and below the jacks, which, while strengthening the foundation, also act as seismic isolation and vibration reduction for the ancient building, preventing damage from strong earthquakes. The pressure correction device adopts a tie-type anchor pile-slab wall combination structure. The anchor cables not only serve as lifting components during correction, but also, after the anchor cable fixing frame is removed, the tie-type arrangement of the anchor cables partially absorbs and transmits the horizontal earth pressure and the self-weight of the ancient building, maximizing the resistance to lateral collapse and improving the stability of the ancient stone foundation. Attached Figure Description

[0018] Figure 1 This is a schematic diagram of the structure of the present invention;

[0019] Figure 2 This is a schematic diagram of the tie-anchor pile-slab wall composite structure of the present invention;

[0020] Figure 3 This is a layout diagram of the device for reinforcing inclined stone masonry foundations and lifting and correcting deviations according to the present invention.

[0021] Figure 4 This is a schematic diagram of the reinforced tie-anchor pile-slab wall composite structure of the present invention;

[0022] Figure 5 This is a schematic diagram of the lifting and correction device of the present invention;

[0023] Figure 6 This is a schematic diagram of the lead-core rubber seismic isolation bearing structure of the present invention;

[0024] Figure 7 This is a schematic diagram of the external anchor head structure of the present invention;

[0025] Figure 8 This is a flowchart of the construction process of this invention.

[0026] The diagram is labeled as follows: 1-Stone foundation; 2-External steel plate; 3-Lifting and correction device; 301-Built-in jack; 302-Lead-core rubber seismic isolation bearing; 3021-Lead core; 3022-Steel plate and rubber; 3023-Lower connecting plate; 3024-Upper connecting plate; 3025-Protective adhesive; 3026-Upper sealing plate; 3027-Lower sealing plate; 3028-Bearing bolt hole; 303-Upper steel ring sleeve; 304-Lower steel ring sleeve; 305-Coupling steel clamp; 306-Steel short column; 307-Clamp connecting bolt; 4-Addition Correction device; 401-Outer anchor head; 4011-Helical anchor head; 4012-Steel pad I; 4013-Pendant; 402-Anchor cable; 403-Anchor cable fixing frame; 404-Pulley; 5-Column support; 6-Single pile foundation; 601-Anchor pile; 602-Pile steel hoop; 603-Wide flange steel; 7-Retaining plate; 701-Steel pad II; 702-Plate connecting bolt; 703-Reserved plate hole; 704-Anchor cable hole; 8-Backfill; 9-First layer of concrete; 10-Second layer of concrete; 11-Third layer of concrete. Detailed Implementation

[0027] To make the objectives, technical solutions, and beneficial effects of the present invention clearer, the preferred embodiments of the present invention will be described in detail below with reference to the accompanying drawings, so as to facilitate understanding by those skilled in the art.

[0028] like Figures 1 to 7As shown, the aforementioned tie-type anchored pile-plate wall composite structure and jacking and correction device includes a stone masonry foundation 1, external steel profiles 2, jacking and correction device 3, built-in jacks 301, lead-core rubber seismic isolation bearings 302, lead core 3021, steel plate and rubber 3022, lower connecting plate 3023, upper connecting plate 3024, protective adhesive 3025, upper sealing plate 3026, lower sealing plate 3027, bearing bolt holes 3028, upper steel ring sleeve 303, lower steel ring sleeve 304, corbel steel clamp 305, steel short column 306, clamp connecting bolt 307, pressure correction device 4, external anchor head 401, spiral anchor head 4011, steel pad I 4012, pad pier 4013, anchor cable 402, anchor cable fixing frame 403, pulley 404, column base support 5, and single... 6. Pile foundation, 601. Anchor pile, 602. Pile steel hoop, 603. Wide flange steel, 7. Retaining plate, 701. Steel pad II, 702. Plate connecting bolt, 703. Reserved plate hole, 704. Anchor cable hole, 8. Backfill, 9. First layer of concrete, 10. Second layer of concrete, 11. Third layer of concrete. Determine the excavation depth and width according to the location and size of the stone masonry foundation 1. Chisel away the ground around the foundation and excavate to the design elevation. Excavate to expose the side of the foundation and reserve sufficient working surface. Select an appropriate size external steel plate 2 according to the foundation size. First, remove the foundation circumference after excavation. Then, use structural adhesive to attach the external steel plate 2 to the outer surface of the foundation. Reserve a reinforcement area at the connection between the external steel plate 2 and the upper rubber seismic isolation bearing 302 to facilitate precise connection with the components after jacking and correction.

[0029] Anchor piles 601 are constructed by manually excavating pile holes down to the bearing stratum of soil and rock. Reinforcing cages are then tied, formwork is erected, and concrete is poured on-site. After reaching standard strength, the formwork is removed to form anchor piles 601. Four anchor piles 601 are installed, spaced 2m apart, forming a matrix arrangement of single pile foundations 6. These single pile foundations 6, distributed circumferentially around the original foundation, constitute the entire pile foundation. At the designated locations of the anchor piles 601, two upper and two lower pile hoops 602 are bolted together. The pile hoops 602 are cross-connected by fusion-welded wide-flange steel sections 603. At the center of each anchor pile 601, a circular hollow steel pipe is connected by the same fusion-welded wide-flange steel sections 602. The circular hollow steel pipe is filled with concrete to serve as a support for a jacking and correction device, forming a steel-concrete composite column base 5. Within the circumference of the column base 5 and within the range of the single pile foundation 6, the first layer of concrete 9 is poured.

[0030] After the first layer of concrete 9 reaches the standard strength, the integrated correction device is installed. This device includes a jacking correction device 3 and a pressurizing correction device 4. Rubber seismic isolation bearings 302 are bolted to the pre-set column base 5 and the external steel plate 2. Built-in jacks 301 are installed on the upper part of the rubber seismic isolation bearings 302. The upper and lower ends of the jacks 302 are tightly attached to the steel ring sleeves. After the jacking correction is completed, the steel ring sleeves are separated into upper steel ring sleeves 303 and lower steel ring sleeves 304. The upper and lower steel ring sleeves are bolted together using bracket steel clamps 305. The brackets are supported by four short circular steel columns 306. During the jacking process, the correction angle between the bracket steel clamps 305 and the upper rubber seismic isolation bearings 302 is adjusted by steel wedges. After the correction is completed, the steel clamps 305 are bolted to the upper bearings 305. The pressure correction device includes components such as anchor cable 402, anchor cable fixing frame 403, pulley 404, and outer anchor head 401. The anchor cable 402 is fixed to the rubber seismic isolation bearing 302 by a steel sleeve. By setting up the pulley on the anchor cable fixing frame 403, the outer anchor head 401 drives the anchor cable 402 to sink to the soil bearing layer to form a fixed point. The correction of the ancient building foundation follows the sequence of first lifting and then pressurizing, so as to accurately control and correct the tilted foundation. After the correction steps are completed, the pressure of the built-in jack 301 is released, and then concrete is poured into the steel ring sleeve of the built-in jack 301 as a foundation seismic isolation support. Finally, the second layer of concrete 10 is poured in the single pile foundation.

[0031] After the foundation of the ancient building is corrected to the marked position, the external anchor cable frame 403 is immediately removed. The external anchor head 401 drives the excess anchor cables 402 to continue to sink until they are in a fully taut state. After the sinking is completed, the anchor cables 402 are arranged in a counter-tension manner. Similar to the lower connection method of the single pile foundation 6, two pile steel hoops 602 are bolted to the upper and lower designed parts of the anchor pile 601. The pile steel hoops 602 are cross-fixed and connected by wide flange steel 603 through fusion welding. The steel pad II 701, retaining plate 7 and pile steel hoop 602 are connected circumferentially between the single pile foundations 6 by connecting bolts. Some retaining plates 7 have reserved anchor cable holes 704. The retaining plates 7 are arranged from rectangular plates into a channel shape. The retaining plates 7 between the single pile foundations 6 are connected to each other. Reserved plate holes 703 are set between the upper and lower and left and right channel plates to facilitate the concrete penetration. Finally, the third layer of concrete 11 is poured between the single pile foundation 6 and the retaining plate 7 to form a steel-concrete composite layer. After the steel-concrete composite layer reaches the standard strength, the space between the pile wall and the foundation of the ancient building is filled with soil and compacted layer by layer.

[0032] like Figure 8As shown, the specific construction steps of the combined structure of the tie-type anchor pile and slab wall and the jacking and correction device are as follows: excavation—pile driving—correction—installation of anchor pile and slab wall—backfilling. The excavation process specifically includes excavation, cleaning of the foundation's outer surface, and installation of external steel sections 2; pile driving mainly refers to the formation of a single pile foundation 6 at the bottom of the foundation, including the installation of anchor piles 601, external pile hoops 602, welded wide-flange steel sections 603, and the pouring of column base supports 5 and the first layer of concrete 9; the correction process includes the installation of rubber seismic isolation bearings 302, the installation of the jacking and correction device 3 and the pressure correction device 4, and the timely removal of the erected anchor cable fixing frame 403 after correction; the anchor pile and slab wall mainly includes the pouring of the second layer of concrete 10, the connection of upper piles, the external connection of steel hoops 602 and wide-flange steel sections 603 to the piles, the anchoring of retaining plates 7 and anchor cables 402, and continued pressure application to the deep rock layer; the backfilling mainly includes the pouring of the third layer of concrete 11 and the compaction of backfill 8.

[0033] The working principle of this invention is as follows: First, the circular steel pipe concrete column support pier 5 is connected by through-welding between the anchor piles 601. The lifting and correction device 3 is arranged on the upper part of the column support pier 5. Then, through the pulley 404 in the pressure correction device 3, which is mounted on the anchor cable fixing frame 403, one end of the anchor cable 402 is fixed to the rubber seismic isolation bearing 302 of the lifting and correction device 3, and the other end is connected to the outer anchor head 401 through its pulley 404. The pressure-integrated jack 301 lifts the stone masonry foundation upward. On the other hand, the anchor cable wrapped around the seismic isolation bearing 302 can also play a role in lifting the stone masonry foundation by using the pressure of the outer anchor head 401, thus restoring the tilted foundation to the marked position. Because the lifting of jack 301 caused the upper and lower steel ring sleeves to separate, steel clamps 305 with brackets were installed at corresponding positions on both the upper and lower steel ring sleeves and tightened with connecting bolts. Short steel columns 306 were then installed between the bracket steel clamps 305. The frictional resistance between the bracket steel clamps 305 and the steel ring sleeves, along with the short steel columns 306, served as the supporting structure for the device to bear the upper load. After the correction was completed, to prevent mechanical failure of the jacks, the jacks were depressurized, and concrete was poured between the steel ring sleeves to form a steel-concrete composite structure as a seismic isolation support.

[0034] The tie-type anchored pile-slab wall composite structure involves three components—anchor pile 601, retaining plate 7, and anchor cable 402—bearing the combined loads of the backfill and their own weight. This structure significantly strengthens the interaction between the masonry foundation and the soil. The compaction of the backfill between the pile and the slab wall increases the horizontal earth pressure generated by the increased live load, which is then transferred to the retaining plate 7. The retaining plate then transfers this earth pressure to the anchor pile and the bearing rock layer. The anchor pile 601 further transfers it to the anchor cable 402 and the soil layer of the pile-laid section. The anchor cable 402 then transfers a portion of the earth pressure to the stable soil and rock deep within the strata. The anchored pile-slab wall can mitigate relative sliding caused by soil softening due to groundwater immersion. The anchor pile 601 and retaining plate 7 enhance the bond strength and internal friction coefficient between soil particles, thereby improving the shear strength of the soil mass. The anchor cable 402 allows one end to be anchored in stable strata and the other end to be fixed to the anchor pile 601, changing the stress state of the pile-slab wall to a combined load-bearing structure where the lower end is embedded in the strata and the upper end is elastically supported by the anchor cable. The anchor cable 402 mainly provides near-horizontal tension to the structure, facilitating its resistance to horizontal earth pressure together with the pile.

[0035] This device integrates two correction methods: jacking correction and pressure correction, enabling precise control and accurate correction during the correction of ancient stone masonry foundations. It provides a tie-type anchor pile-slab wall composite structure for reinforcing inclined stone masonry foundations, characterized by structural stability, safety, reliability, and efficient prevention of uneven settlement. To ensure the feasibility of this patent, a specific construction route and method are provided, which are simple, easy to operate, and highly efficient. By utilizing the frictional resistance between the steel clamps and the steel ring sleeves, and the support structure of the upper load using short circular steel columns between the upper and lower corbels, this device avoids the complex techniques of reinforcing piers and setting up formwork during the jacking and replacement process, compared to traditional replacement techniques. Furthermore, the device, supported by the corbel steel clamps and short circular steel columns, allows for manual depressurization of the built-in jacks, preventing accidental depressurization and damage due to jack failure during jacking. Additionally, after manually depressurizing the built-in jacks, concrete is poured into the internal structure to form a steel-concrete composite structure, which integrates with the concrete between the individual pile foundations, enhancing the strength of the jacking and correction device and enabling it to fulfill its seismic isolation support function.

[0036] Lead-core rubber seismic isolation bearings are added above and below the corbel steel clamp. These bearings, which connect effectively to the built-in jack corbel steel clamp, provide seismic isolation and damping functions while simultaneously performing correction and reinforcement. Lead-core rubber seismic isolation bearings are traditional types and will not be discussed in detail here. The principle of lead-core rubber seismic isolation bearings is to drill a hole in the middle of the laminated rubber bearing and fill it with lead core to improve the energy absorption capacity during large deformations, while also increasing the vertical stiffness of the bearing.

[0037] The built-in jacks generate upward thrust, which, through pulleys on the external anchor cable frame, presses down the outer anchor head at the end, anchoring the cable into a stable stratum. During the jacking process, this device, along with the lifting and correction device, uses the built-in jacks to lift, the pressure device to raise, and the steel wedge position to adjust, repeating the jacking and correction process until the round steel wedge is completely pulled outwards, indicating the correction is complete. This reduces lateral and longitudinal errors and accurately and effectively lifts inclined masonry foundations to the designated position. The device, along with the lifting and correction device, uses the built-in jacks to lift, the pressure device to raise, and the steel wedge position to adjust, repeating the jacking and correction process until the round steel wedge is completely pulled outwards, indicating the correction is complete. This device ensures sufficient anchoring force during the pressurization process to prevent the original foundation from overturning during lifting and guarantees the accuracy of the correction.

[0038] In a tie-type anchored pile-slab wall composite structure, the lower part of the reinforced concrete anchor piles is embedded in the ground, while the upper part bears the load from the self-weight of the ancient building and the backfill. A retaining plate is installed behind the single pile foundation, forming a wall together with it. The lateral pressure of the backfill and the tilting gravity of the ancient building are partially transferred to the piles through the retaining plate, and partially act directly on the piles. During backfill construction, the deep bearing soil layer constrains the weight transferred through the anchor piles and restricts displacement of the backfill and the ancient building foundation. This pile-slab wall allows the upper gravity to be transferred to the upper bearing soil layer, thereby increasing the bond strength and internal friction coefficient between the anchor piles and the surrounding soil particles, and increasing the shear strength between the piles and the soil.

[0039] Anchor cables are used to reinforce the stone foundation of ancient buildings. The anchor cables not only serve as important lifting components in the pressure-adjusting device, but also, after the anchor cable fixing frame is removed, form a reliable connection between the tie-cable anchor cables and the pile-slab wall through concrete pouring. In the tie-cable pile-slab wall structure, after the anchor piles are anchored, the horizontal lateral earth pressure generated by the building's live load is transferred to the retaining plate. The retaining plate transfers part of the earth pressure to the anchor piles, the piles transfer part of their weight to the bearing stratum, and then some of that weight to the anchor cables. The anchor cables, in turn, transfer part of the earth pressure to the stable soil and rock deep within the strata. After the anchor cables are tensioned, the tension causes relative displacement between the piles and the backfill, mitigating the internal forces and deformation of the piles. This method can partially absorb and transfer horizontal earth pressure and the self-weight of the ancient building, maximizing lateral resistance and preventing the stone foundation of the ancient building from tilting severely again.

[0040] Before the correction was completed, the original foundation and the new foundation were connected by excavation, removal, and external steel plate bonding to avoid damaging the traditional foundation. When constructing the new anchor pile plate wall composite structure, the original foundation and the steel plate were supported and effectively bonded by bolted retaining plates and two or three layers of concrete were poured separately. This allowed the old and new foundations to work together, facilitating the transfer of the upper load through the old foundation to the circumferential external steel plate, and then to the new anchor pile plate wall structure, ensuring that the old and new foundations were subjected to reasonable stress and were safe and stable.

[0041] Finally, it should be noted that the above preferred embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit it. Although the present invention has been described in detail through the above preferred embodiments, those skilled in the art should understand that various changes can be made to it in form and detail without departing from the scope defined by the claims of the present invention.

Claims

1. A tie-type anchored pile slab wall lifting and correction device, characterized in that: include, Stone masonry foundation (1), external steel plate (2), jacking and correction device (3), pressure correction device (4), column base support (5), single pile foundation (6), retaining plate (7). The single pile foundation (6) is poured in the foundation pit below the stone masonry foundation (1). The column base support (5) is installed on the single pile foundation (6). The bottom of the jacking and correction device (3) is installed on the column base support (5), and the top is installed at the bottom of the stone masonry foundation (1). One end of the pressure correction device (4) is fixed on the jacking and correction device (3), and the other end is anchored to the external soil and rock bearing layer through pulleys. The external steel plate (2) is pasted on the outer surface of the stone masonry foundation (1). The retaining plate (7) is installed on the outside of the stone masonry foundation (1) above the single pile foundation (6). The retaining plate (7) is connected into a groove shape. The lifting and correction device (3) includes a built-in jack (301), lead-core rubber seismic isolation bearings (302), an upper steel ring sleeve (303), a lower steel ring sleeve (304), a corbel steel clamp (305), a steel short column (306), and clamp connecting bolts (307). The lead-core rubber seismic isolation bearings (302) are installed at the upper and lower ends of the jack (301). The two rubber seismic isolation bearings (302) are connected to the column base (5) and the bottom of the stone foundation (1) respectively. After the correction is completed, the upper steel ring sleeve (303) and the lower steel ring sleeve (304) are installed at the upper and lower ends of the jack (301) respectively. The corbel steel clamp (305) is installed between the upper and lower steel ring sleeves and fixed by clamp connecting bolts (307). The two corbel steel clamps (305) are supported by four round short steel columns (306). The lead-core rubber seismic isolation bearing (302) includes a lead core (3021), a steel plate and rubber (3022), a lower connecting plate (3023), an upper connecting plate (3024), a protective adhesive (3025), an upper sealing plate (3026), a lower sealing plate (3027), and bearing bolt holes (3028). The upper sealing plate (3026) and the lower sealing plate (3027) are respectively installed on the upper and lower surfaces of the steel plate and rubber (3022). The protective adhesive (3025) is provided on the side of the steel plate and rubber (3022). The connecting plate (3023) is installed under the lower sealing plate (3027), and the upper connecting plate (3024) is installed on the upper sealing plate (3026). Bearing bolt holes (3028) are provided on the outer circumference of the lower connecting plate (3023) and the upper connecting plate (3024). The lead core (3021) is installed at the center of the lead-core rubber seismic isolation bearing (302). The pressurized correction device (4) includes an outer anchor head (401), an anchor cable (402), an anchor cable fixing frame (403), and a pulley (404). One end of the anchor cable (402) is installed on the rubber vibration isolation support (302) of the lifting correction device (3), and the other end is installed with the outer anchor head (401). The pulley (404) is installed on the anchor cable fixing frame (403), and the anchor cable (402) is turned and lifted through the pulley (404).

2. The tie-type anchored pile slab wall lifting and correction device according to claim 1, characterized in that: The outer anchor head (401) includes a spiral anchor head (4011), a steel pad I (4012), and a pier (4013). The tail end of the spiral anchor head (4011) is equipped with a steel pad I (4012). The tail end of the spiral anchor head (4011) and the steel pad I (4012) are installed inside the pier (4013). The pier (4013) is made of concrete.

3. The tie-type anchored pile slab wall lifting and correction device according to claim 1, characterized in that: The single pile foundation (6) includes anchor piles (601), pile steel hoops (602), and wide flange steel (603). The single pile foundation (6) is composed of four anchor piles (601). Two pile steel hoops (602) are installed on the upper part of each pile steel hoop (602). The pile steel hoops (602) at the upper end of different anchor piles (601) are cross-fixed and connected by wide flange steel (603).

4. The tie-type anchored pile slab wall lifting and correction device according to claim 3, characterized in that: The anchor piles (601) are constructed by manually excavating the pile holes to the bearing layer of soil and rock. The anchor piles (601) are reinforced with steel cages. The spacing between the anchor piles (601) is 2m, and a total of 4 anchor piles (601) are set up in a matrix arrangement.

5. The tie-type anchored pile slab wall lifting and correction device according to claim 3, characterized in that: A circular hollow steel pipe is connected by cross-welding of the wide flange steel (603) at the center of the anchor pile (601), and the column support (5) is installed on the cross-circular hollow steel pipe of the wide flange steel (603).

6. The tie-type anchored pile slab wall lifting and correction device according to claim 1, characterized in that: The retaining plate (7) includes a steel pad II (701), plate connecting bolts (702), reserved plate holes (703), and anchor cable holes (704). The steel pad II (701) is connected and assembled by the plate connecting bolts (702). The steel pad II (701) is provided with anchor cable holes (704), and the reserved plate holes (703) are longitudinally arranged on the steel pad II (701) for concrete penetration.

7. The tie-type anchored pile slab wall lifting and correction device according to claim 1, characterized in that: After the stone foundation (1) is corrected to the marked position, the outer anchor cable frame (403) is removed, and the outer anchor head (401) drives the excess anchor cable (402) to sink downwards to a fully taut state, so that the anchor cable (402) is arranged in a counter-pull configuration.

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