Large-area backfill uniform settlement device

Abstract

This invention discloses a device for uniform settlement of large-area backfill soil, relating to the field of backfill soil settlement support technology. It includes a vertically arranged pipe body, and further includes: a primary grouting zone and a secondary grouting zone disposed within the pipe body; a horizontal pipe disposed between two adjacent pipe bodies, on which an anti-settlement plate is mounted, with movable plates rotatably connected to both sides of the anti-settlement plate; and a cable, one end of which is located in the primary grouting zone. This invention utilizes a timed progressive driving mechanism between the primary and secondary grouting zones. The primary grouting drives a slider to complete the pre-tensioning of the cable and the formation of the triangular zone, establishing a planar foundation framework. The secondary grouting drives a slider to simultaneously complete the secondary tensioning of the cable, the sliding of the sleeve, the tertiary tensioning of the cable, the unfolding of the movable plate, and the formation of multiple sets of spatial self-locking structures. The two-stage actions are sequential and orderly, without interference, solving the defects of incomplete formation and uneven force distribution in traditional single-stage tensioning. The tensioning accuracy is standardized and controllable.

Description

Technical Field

[0001] This invention belongs to the field of backfill soil settlement support technology, specifically, it relates to a device for uniform settlement of large-area backfill soil. Background Technology

[0002] In construction projects such as factory site leveling, municipal roadbed construction, prefabricated building sites, large storage yards, underground garage backfilling, and large-scale industrial park development, large-scale earthwork backfilling is commonly required due to issues such as gullies, low-lying areas, excess soil from foundation pit excavation, and significant topographical differences in the original sites. Currently, projects often use plain soil, crushed stone, mountain soil, and miscellaneous fill as backfill materials, with backfill thicknesses ranging from several meters to over ten meters. Prefabricated building projects, in particular, have stringent requirements for site flatness, uniform bearing capacity, and long-term deformation control. Improper backfill foundation treatment can easily lead to a chain of quality problems, such as misalignment, cracking, and failure of splicing joints in the upper prefabricated wall panels, composite slabs, and precast components, hindering the widespread application of prefabricated structures.

[0003] In existing technologies, the process involves inserting studs into the backfill area, binding steel mesh to steel pipes, and then pouring concrete. For example, Chinese invention patent application publication number CN120311669B discloses a support component for preventing uneven settlement of indoor backfill soil. This component includes several vertically arranged steel pipes, and a steel mesh horizontally arranged between the steel pipes. The ends of adjacent steel pipes are connected by a rope. A horizontal pipe is arranged between adjacent steel pipes, near the top of the steel pipes, and the rope passes over the top of the horizontal pipe. This invention provides initial bearing capacity through a basic support frame, transforms single-point loads into planar loads through a three-dimensional support network, and further extends the planar loads to three-dimensional space through a multi-dimensional support structure. This effectively disperses the settlement throughout the support area during backfill soil settlement, preventing localized cracking and improving the anti-settlement effect.

[0004] The above-mentioned scheme uses steel pipes and ropes to connect them to form a load-bearing system. However, during construction, the ropes may not be taut, which prevents them from applying force properly. This results in uneven stress on the steel pipes, ultimately causing the settlement to be unevenly distributed throughout the support area, leading to localized cracking. Summary of the Invention

[0005] The purpose of this invention is to provide a device for uniform settlement of large-area backfill soil, so as to solve the problems mentioned in the background art.

[0006] To solve the above-mentioned technical problems, the basic concept of the technical solution adopted by the present invention is as follows: a device for uniform settlement of large-area backfill soil, comprising a vertically arranged pipe body, and further comprising: a primary grouting zone and a secondary grouting zone disposed in the pipe body; a horizontal pipe disposed between two adjacent pipe bodies, wherein an anti-settlement plate is disposed on the horizontal pipe, and movable plates are rotatably connected to both sides of the anti-settlement plate; a first cable, one end of which is located in the primary grouting zone, and the other end of which extends to the upper end of the adjacent pipe body and forms an inflection point, and the front end of the first cable is connected to the horizontal pipe; a second cable, one end of which is connected to the secondary grouting zone, and the other end of the second cable is fixedly connected to a sliding sleeve, the sliding sleeve being fitted onto the first cable; a third cable, one end of which is fixedly connected to the sliding sleeve, and the other end of the third cable is connected to the end of the movable plate away from the anti-settlement plate; concrete is sequentially poured into the primary grouting zone and the secondary grouting zone, and the concrete drives the first cable and the second cable to tighten in the primary grouting zone and the secondary grouting zone, respectively.

[0007] Preferably, the inner wall of the pipe is symmetrically provided with a sliding groove 1 and a sliding groove 2, which are staggered. The end of the sliding groove 1 extends to the primary grouting zone, and the end of the sliding groove 2 extends to the secondary grouting zone. A slider 1 and a slider 2 are slidably connected in the pipe through the sliding groove 1 and the sliding groove 2, respectively. One end of the cable 1 is fixedly connected to the bottom of the slider 1, and one end of the cable 2 is fixedly connected to the bottom of the slider 2. A limiting bolt 1 and a limiting bolt 2 are threadedly connected to the pipe, and the limiting bolt 1 and the limiting bolt 2 are used to limit the upward movement of the slider 1 and the slider 2, respectively.

[0008] Preferably, it also includes a grouting pipe, and the slider one and slider two are provided with perforations, through which the grouting pipe passes to the primary grouting zone and the secondary grouting zone.

[0009] Furthermore, overflow outlet one and overflow outlet two are respectively opened on the pipe body located in the primary grouting zone and the secondary grouting zone. When concrete is poured, a transverse support system is formed outside the pipe body located at overflow outlet one and overflow outlet two.

[0010] Furthermore, the cables between two adjacent tubes are crossed and form a triangular area.

[0011] Furthermore, a triangular area two is formed between the second cable and a section of rope and cross tube of the first cable.

[0012] Furthermore, a triangular area three is formed between a section of rope and a tube of cable two and cable one.

[0013] Furthermore, the three cables are symmetrically arranged on both sides of the horizontal tube, and a section of the first cable forms a three-dimensional rhomboid support area between the third cable and the horizontal tube.

[0014] Furthermore, a triangular area four is formed between the symmetrical cable three and the anti-sinking plate and the movable plate, and a polyhedral support area is formed between the triangular area four and the first and second sections of the cable one.

[0015] By adopting the above technical solution, the present invention has the following beneficial effects compared with the prior art:

[0016] 1. This large-area backfill soil uniform settlement device uses a phased progressive driving mechanism of primary grouting zone and secondary grouting zone. Primary grouting drives slider one to complete the first pre-tensioning of the cable and the first forming of the triangular zone, building a planar foundation skeleton. Secondary grouting drives slider two to simultaneously complete the second tensioning of the cable, the sliding of the sleeve, the third tensioning of the cable, the unfolding of the movable plate, and the forming of multiple sets of spatial self-locking structures. The two-stage actions are sequential and orderly and do not interfere with each other, solving the defects of incomplete forming and uneven force in traditional single-stage tensioning. The tensioning forming accuracy is standardized and controllable.

[0017] 2. This large-area backfill uniform settlement device abandons the traditional manual rope binding, manual tensioning, and manual tightening process. It relies on the buoyancy and static pressure of concrete slurry as the only tensioning power. Slider 1 and slider 2 automatically move and tension, and the entire process of tensioning all cables and forming the spatial support structure is completed automatically. It completely eliminates the errors of inconsistent tension and uncontrolled tension force caused by manual construction. The uniformity of the entire device and the structural stability are far superior to existing technologies.

[0018] 3. This large-area backfill uniform settlement device relies on three-level cable linkage to simultaneously form four sets of planar triangular self-locking zones, three-dimensional rhomboid support zones, and polyhedral support zones, forming a multi-layered, statically indeterminate spatial structure. The structure has high stress redundancy and can withstand settlement and compression loads in any direction and transmit them in a multi-dimensional manner. It breaks through the limitations of existing technologies that can only achieve planar unidirectional force transmission and local anti-settlement, and is suitable for large-area, thick-layer backfill conditions of tens of meters.

[0019] 4. This large-area backfill uniform settlement device realizes the integrated linkage of "cable second contraction - sliding sleeve sliding - cable third traction - automatic deployment of movable plate". The tension cable body synchronously expands the bearing plate surface, eliminating the need for additional manual deployment and fixing of movable plate. The structure adaptively matches the soil compression deformation law, and the load transfer path is more reasonable.

[0020] 5. This large-area backfill uniform settlement device utilizes a two-stage grouting overflow concrete forming upper and lower double-layer transverse support system to simultaneously complete the two processes of tensioning and pipe anchoring. It is integrally formed without the need for additional pile side reinforcement construction, which enhances the stability of the vertical support point of the pipe and avoids local settlement concentration caused by support point offset from the source.

[0021] The specific embodiments of the present invention will now be described in further detail with reference to the accompanying drawings. Attached Figure Description

[0022] In the attached diagram:

[0023] Figure 1 This is a three-dimensional structural schematic diagram of a device for uniform settlement of large-area backfill soil proposed in this invention.

[0024] Figure 2 This is a front view of a large-area backfill soil uniform settlement device proposed in this invention.

[0025] Figure 3 This is a schematic diagram of the lateral support system of a large-area backfill soil uniform settlement device proposed in this invention.

[0026] Figure 4 This is a schematic diagram of the triangular zone one, triangular zone two, triangular zone three, and three-dimensional rhomboid support zone of a large-area backfill uniform settlement device proposed in this invention.

[0027] Figure 5 This is a schematic diagram of the polyhedral support area of ​​a large-area backfill soil uniform settlement device proposed in this invention.

[0028] Figure 6 This is a schematic diagram of the cable three of the large-area backfill soil uniform settlement device proposed in this invention;

[0029] Figure 7 This is a top view of a large-area backfill soil uniform settlement device proposed in this invention.

[0030] Figure 8 This is a schematic diagram of the overflow outlet 1 and overflow outlet 2 of a large-area backfill soil uniform settlement device proposed in this invention.

[0031] Figure 9 This is a schematic diagram of the structure of chute one and chute two of a large-area backfill soil uniform settlement device proposed in this invention;

[0032] Figure 10 This is a schematic diagram of the primary grouting zone and the secondary grouting zone of a large-area backfill uniform settlement device proposed in this invention.

[0033] Figure 11 This is a schematic diagram of the horizontal pipe, anti-settlement plate, and movable plate of a large-area backfill soil uniform settlement device proposed in this invention.

[0034] Figure 12 This is a schematic diagram of the triangular zone four of a large-area backfill soil uniform settlement device proposed in this invention.

[0035] Figure 13 This is a schematic diagram of the movable plate and cable three of the large-area backfill soil uniform settlement device proposed in this invention.

[0036] In the diagram: 1. Pipe body; 10. Lateral support system; 11. Primary grouting zone; 111. Grouting chamber one; 112. Overflow outlet one; 113. Slider one; 114. Slide groove one; 115. Limiting bolt one; 12. Secondary grouting zone; 121. Grouting chamber two; 122. Overflow outlet two; 123. Slider two; 124. Slide groove two; 125. Limiting bolt two; 13. Grouting pipe; 14. Connecting ring one;

[0037] 2. Horizontal pipe; 21. Butt clamp; 22. Clamp; 23. Anti-sinking plate; 24. Movable plate; 241. Connecting ring two; 25. Connecting ring three; 26. Triangular area four; 27. Polyhedral support area;

[0038] 3. Cable 1; 31. Rope Section 1; 32. Rope Section 2; 33. Triangle Area 1; 34. Triangle Area 2;

[0039] 4. Cable II; 41. Slipper; 42. Cable III; 43. Triangle Zone III;

[0040] 5. Three-dimensional rhomboid support area. Detailed Implementation

[0041] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments will be clearly and completely described below with reference to the accompanying drawings. The following embodiments are used to illustrate the present invention, but are not intended to limit the scope of the present invention.

[0042] The following is in conjunction with the appendix Figure 1 -Appendix Figure 13 The technical solutions provided in the various embodiments of the present invention will be described in detail.

[0043] Example: Refer to Figures 1-13A device for uniform settlement of large-area backfill soil includes a vertically arranged pipe body 1, and further includes: a primary grouting zone 11 and a secondary grouting zone 12 arranged in the pipe body 1; a horizontal pipe 2, arranged between two adjacent pipe bodies 1, with anti-settlement plates 23 arranged on the horizontal pipe 2, and movable plates 24 rotatably connected to both sides of the anti-settlement plates 23; and a butt clamp 21 fixedly connected to both ends of the horizontal pipe 2, which is used to lock multiple butt clamps 21 on the pipe body 1 to the pipe body 1 by bolts after the secondary grouting zone 12 is grouted; and a cable 3, one end of which is located in the primary grouting zone 11, and the other end extending to the adjacent pipe body 1. The upper end of body 1 extends and forms an inflection point, and connects the front end of cable 1 3 to the horizontal pipe 2; cable 2 4, one end is connected to the secondary grouting zone 12, and the other end of cable 2 4 is fixedly connected to a sliding sleeve 41, which is fitted onto cable 1 3; cable 3 42, one end is fixedly connected to the sliding sleeve 41, and the other end of cable 3 42 is connected to the end of movable plate 24 away from anti-settlement plate 23; concrete is poured into the primary grouting zone 11 and the secondary grouting zone 12 in sequence, and the concrete drives cable 1 3 and cable 2 4 to tighten in the primary grouting zone 11 and the secondary grouting zone 12 respectively.

[0044] Among them, pipe body 1 refers to the vertical steel pipe component that is implanted into the backfill soil layer and extends into the original bearing layer at the bottom. It serves as the vertical bearing support point of the entire support system. The interior is divided into independent grouting cavities, and the buoyancy and pressure generated by grouting serve as the tension source for the cables.

[0045] The primary grouting zone 11 and the secondary grouting zone 12 are independent upper and lower cavities separated from each other inside the pipe body 1. Concrete can be poured in layers and in sequence, respectively driving the tensioning action of cable 1 3 and cable 2 4.

[0046] The horizontal pipe 2 is a horizontal steel pipe main beam erected between two adjacent pipe bodies 1. It bears the vertical settlement load of the upper backfill soil and also serves as the end fixing base of the cable 3, realizing the bidirectional transfer of load to the two pipe bodies 1 on both sides.

[0047] The anti-sinking plate 23 is fixedly welded to the top surface of the horizontal pipe 2. It is a horizontal bearing steel plate and its function is to transform the local point soil load into a uniform surface load and reduce the local compressive stress of the soil. The movable plate 24 is hinged to both sides of the anti-sinking plate 23 and can be rotated and unfolded around the hinge axis to expand the overall bearing area.

[0048] Cable 3, as the primary main load-bearing steel strand, is driven to tighten by the internal components of the primary grouting zone 11, and is arranged in a cross pattern to form a planar triangular support frame; Cable 4, as the secondary transmission cable, is driven to contract by the secondary grouting zone 12, which drives the sliding sleeve 41 to slide along Cable 3; Sliding sleeve 41 is a sliding steel sleeve, which simultaneously links Cable 3 for secondary tensioning and Cable 42 for traction of the movable plate 24; Cable 42 is the driving cable of the movable plate 24, with one end moving with the sliding sleeve 41 and the other end connected to the connecting ring 241 on the movable plate 24.

[0049] This embodiment provides a device for uniform settlement of large-area backfill soil. The device relies on two-stage layered grouting to drive multi-stage cable linkage and self-locking, effectively solving the defects of traditional backfill soil support ropes that are easy to loosen, unevenly stressed, and prone to local settlement and cracking. It automatically completes the entire process of cable tensioning, bearing plate unfolding, and pile side anchoring by relying on concrete grouting pressure, forming a four-dimensional anti-settlement bearing network of points, lines, surfaces, and volumes.

[0050] The length of the pipe body 1 is matched according to the backfill thickness. The interior of the pipe body 1 is divided into an independent primary grouting zone 11 and a secondary grouting zone 12 along the axial direction. The two cavities are separated by a slider, which can separately stabilize and inject concrete, so as to realize the step-by-step and orderly execution of the tensioning action.

[0051] One end of cable 3 is fixed to the sliding component inside the primary grouting zone 11. After passing through pipe 1, it extends to the top of the adjacent pipe 1 and forms a stress inflection point (i.e., the node that changes the direction of cable 3). The front end of cable 3 (i.e., the end that extends to pipe 1) is connected to the connecting ring 25 at the end of the horizontal pipe 2. The two cables 3 between adjacent pipes 1 are arranged crosswise to form a plane-stable structure in the triangular zone 33. One end of cable 4 is fixed to the sliding component inside the secondary grouting zone 12. After extending outward, it connects to the sliding sleeve 41. The sliding sleeve 41 is movably fitted onto the cable 3 and can slide freely along cable 3. Cable 42 is symmetrically arranged on both sides of the horizontal pipe 2. Its two ends are respectively connected to the connecting ring 241 at the outer end of the sliding sleeve 41 and the movable plate 24, realizing the linkage between the sliding of the sliding sleeve 41 and the flipping of the movable plate 24.

[0052] In the initial assembly state, cable 3 and cable 4 are slightly relaxed, cable 42 is more relaxed, and movable plate 24 is flush with anti-settlement plate 23. The horizontal pipe 2, anti-settlement plate 23 and movable plate 24 are all located on the surface of the backfill soil. During on-site construction, concrete is injected into the first-level grouting area 11 and the second-level grouting area 12 through grouting pipe 13. The buoyancy and upward pressure generated by the grout drive the sliding component inside the pipe 1 to move upward and simultaneously pull the corresponding cable inward to shrink, eliminating all cable slack in stages and forming a fully tensioned three-dimensional support system.

[0053] Reference Figure 8 , Figure 9The inner wall of the pipe body 1 is symmetrically provided with sliding groove 114 and sliding groove 2 124. The sliding groove 114 and sliding groove 2 124 are staggered. The end of sliding groove 114 extends to the primary grouting zone 11, and the end of sliding groove 2 124 extends to the secondary grouting zone 12. Sliding block 113 and sliding block 2 123 are slidably connected in the pipe body 1 through sliding groove 114 and sliding groove 2 124 respectively. One end of cable 1 3 is fixedly connected to the bottom of sliding block 113, and one end of cable 2 4 is fixedly connected to the bottom of sliding block 2 123. Limiting bolt 115 and limiting bolt 2 125 are threadedly connected to the pipe body 1 respectively. Limiting bolt 115 and limiting bolt 2 125 are used to limit the upward movement of sliding block 113 and sliding block 2 123 respectively.

[0054] Specifically, slide groove 114 and slide groove 2 124 are staggered along the inner wall of tube 1, with a preferred stagger angle of 90°, to prevent slider 2 123 and slider 1 113 from overlapping in the same slide groove. Slide groove 114 and slide groove 2 124 are axially continuous guide grooves, ensuring that slider 1 113 and slider 2 123 can only slide in the vertical direction of tube 1, without radial offset, jamming, or uneven wear, ensuring that the tension of the cable always remains vertically upward and the tension stroke is precise and controllable.

[0055] Slider 113 and slider 2123 are solid steel bearing blocks, which fit with slide groove 114 and slide groove 2124 with clearance. The bottom surface fully bears the buoyancy and static pressure of the grouting concrete, and has excellent punching and compressive strength. The bottom of slider 113 is rigidly fixed to the three roots of cable 1, and the bottom of slider 2123 is rigidly fixed to the four roots of cable 2. When the slider slides upward, it directly pulls the corresponding cable inward to retract, eliminating the slack of the exposed section of the cable.

[0056] Limiting bolts 115 and 125 are threaded onto the side wall of pipe body 1, with their screw-in ends extending into slide grooves 114 and 124. By adjusting the screw-in depth, the maximum upward stroke of sliders 113 and 123 is precisely limited, standardizing the control of the cable tensioning length and eliminating both under-tensioning and over-tensioning defects. In the initial assembly stage, sliders 113 and 123 rest against limiting bolts 115 and 125 at the ends of slide grooves 114 and 124, reserving sufficient sliding stroke and cable shrinkage allowance for grouting tensioning.

[0057] Through the above technical solution, slide 114 and slide 2124 provide precise vertical guidance for the slider, and slider 113 and slider 2123 serve as concrete pressure conversion components, converting concrete buoyancy into cable tension force; limit bolt 115 and limit bolt 2125 achieve rigid locking of the tension stroke, ensuring uniform and controllable cable tension, eliminating the problems of uneven manual tension and inconsistent cable tightness from the assembly structure level, and ensuring uniform and stable stress after the entire support system is formed.

[0058] Furthermore, referring to Figure 9 It also includes a grouting pipe 13, and the slider 113 and slider 2 123 are provided with perforations. The grouting pipe 13 passes through the perforations to the primary grouting zone 11 and the secondary grouting zone 12.

[0059] Specifically, the grouting pipe 13 is made of galvanized steel pipe or high-strength PVC grouting pipe, and is vertically inserted through the perforation opened in the center of slider 113 and slider 223. The bottom end of the pipe body 1 extends into the grouting chamber 111 in the primary grouting zone 11.

[0060] During grouting, concrete slurry is discharged from the bottom outlet of the grouting pipe 13, filling the primary grouting zone 11 from bottom to top. During concrete pouring, the pouring pressure in the primary grouting zone 11 increases, and the concrete pushes the slider 113 to bear a uniform upward buoyancy force, maintaining a stable tension. The perforation of the slider 113 acts as a radial limiter for the grouting pipe 13, preventing it from shifting or bending under grouting pressure, ensuring unobstructed stratified grouting channels. Simultaneously, the slider 113 also prevents concrete from entering the ungrown secondary grouting zone 12 when pouring concrete into the primary grouting zone 11.

[0061] After the concrete in the primary grouting zone 11 has initially set and stabilized, the grouting pipe 13 is pulled up so that the end of the grouting pipe 13 enters the grouting chamber 121 of the secondary grouting zone 12. Subsequently, the grout fills the grouting chamber 121 and the concrete acts evenly on the bottom surface of the slider 123. The buoyancy and static pressure push the slider 123 to slide vertically upward along the groove 124 and pull the cable 4 to contract inward.

[0062] Through the above technical solution, the grouting pipe 13 penetrates the double slider perforation to achieve layered independent grouting. The grout fills from the bottom of the cavity upwards, ensuring that the bottom surface of slider 113 is uniformly pressurized and the tension process is stable and without impact.

[0063] Furthermore, referring to Figure 1 , Figure 2 , Figure 3 , Figure 5 , Figure 8 , Figure 9 The pipe body 1 located in the primary grouting zone 11 and the secondary grouting zone 12 has an overflow outlet 112 and an overflow outlet 122 respectively on its circumference. When concrete is poured, a transverse support system 10 is formed outside the pipe body 1 located at the overflow outlet 112 and the overflow outlet 122.

[0064] Specifically, overflow outlet 112 is evenly opened along the circumference of the side wall of pipe body 1 corresponding to the primary grouting zone 11, and overflow outlet 222 is evenly opened along the circumference of the side wall of pipe body 1 corresponding to the secondary grouting zone 12. Before construction, geotextile is used to temporarily seal overflow outlet 112 and overflow outlet 222 to prevent backfill soil particles from entering the interior of pipe body 1 and blocking the cavity.

[0065] During the grouting process in the primary grouting zone 11, some concrete breaks through the geotextile outside the overflow outlet 112 and seeps outward into the pores and gaps of the backfill soil around the pipe body 1. After the concrete solidifies, it forms a dense concrete transverse support system 10 around the pipe body 1. This transverse support system 10 is similar to the radial protrusion structure of a tree root pile, which significantly enhances the frictional anchoring force between the bottom of the pipe body 1 and the surrounding soil. After the secondary grouting zone 12 is filled, the concrete overflows from the overflow outlet 122, forming a second transverse support system 10 on the upper part of the pipe body 1.

[0066] The upper and lower horizontal support systems 10 are tightly interlocked with the pipe body 1 and the surrounding backfill soil, which greatly improves the pipe body 1's resistance to pull-out, lateral displacement and tilting, and prevents the pipe body 1 from slightly shifting, floating or tilting during the settlement of the backfill soil in the later stage. This stabilizes the vertical support points of the entire three-dimensional support system and ensures that the stress benchmarks of each level of cable do not shift.

[0067] Through the above technical solutions, overflow outlet 112 and overflow outlet 2 122 realize the full grouting of the grouting cavity. At the same time, the overflow concrete is used to form a double-layer transverse support system 10 to enhance the synergistic force-bearing effect of the pipe and soil, suppress the problem of fulcrum offset caused by uneven settlement from the root of the fulcrum, and improve the long-term service stability of the device.

[0068] Furthermore, referring to Figure 4 The cables 3 between two adjacent tubes 1 are crossed and form a triangular area 33.

[0069] Specifically, two cables 3 are laid between adjacent pipes 1 in the same group. The cable 3 leading from the left pipe 1 crosses the top inflection point of the right pipe 1 and is fixed to the right side of the horizontal pipe 2. The cable 3 leading from the right pipe 1 crosses the top inflection point of the left pipe 1 and is fixed to the left side of the horizontal pipe 2. The two cables 3 are arranged in a cross pattern and together with the middle horizontal pipe 2, they form a closed triangular area 33.

[0070] Triangle Zone 1-33 is a geometrically invariant self-locking planar structure. After the first-stage grouting and tensioning is completed, cable 1-3 is fully tightened, and triangle zone 1-33 is formed simultaneously. It disperses the vertical load borne by the horizontal pipe 2 to the two side pipes 1 in both directions, avoiding single-point stress and local deformation of the horizontal pipe 2, and constructing the first-stage planar load-bearing skeleton of the entire support system.

[0071] Through the above technical solution, the cross cable-3 forming triangle zone-33 planar self-locking structure realizes bidirectional uniform transmission of horizontal tube load, eliminates the problem of unilateral force eccentricity, and provides a stable planar foundation for subsequent secondary linkage tensioning and spatial structure forming.

[0072] Furthermore, referring to Figure 4 A triangular area 2 34 is formed between cable 2 4, a section of rope 31 of cable 1 3, and the horizontal tube 2; a triangular area 3 43 is formed between cable 2 4, a section of rope 31 of cable 1 3, and the tube 1.

[0073] Specifically, cable 3 is divided into a first section 31 and a second section 32. The first section 31 is the rope segment from the bottom of the tube 1 to the top inflection point, and the second section 32 is the rope segment from the inflection point to the horizontal tube 2. When cable 4 is tightened, it causes the sliding sleeve 41 to slide along the first section 31 towards the tube 1. After sliding into place, cable 4, the first section 31, and the horizontal tube 2 enclose a triangular area 2 34; cable 4, the first section 31, and the side wall of the tube 1 enclose a triangular area 3 43.

[0074] Triangle Zone 2 (34) and Triangle Zone 3 (43) are double-plane triangular self-locking structures, which provide redundant reinforcement to Triangle Zone 1 (33). After the sliding sleeve 41 is locked, the triple-plane triangular structure works together to constrain the horizontal and vertical displacement of the horizontal tube 2, further dispersing the settlement stress evenly and preventing local stress concentration.

[0075] Through the above technical solution, the double triangular supports of the second and third triangular zones 34 and 43, which are formed simultaneously by the second tensioning, combine with the first triangular zone 33 to form a multi-layer planar force network, thereby improving the ability to disperse and transmit horizontal loads and vertical settlement loads and reducing the stress load on a single cable.

[0076] Furthermore, referring to Figure 5 Cable 3 42 is symmetrically arranged on both sides of the horizontal tube 2. A three-dimensional rhomboid support area 5 is formed between a section of cable 3 3, cable 3 42, and the horizontal tube 2. A triangular area 4 26 is formed between the symmetrical cable 3 42, the anti-sinking plate 23, and the movable plate 24. A polyhedral support area 27 is formed between the triangular area 4 26, a section of cable 3 3 3, and a section of cable 3 3 3.

[0077] Specifically, cable 3 42 is symmetrically arranged on the left and right sides of the horizontal tube 2. The sliding sleeve 41 slides and pulls cable 3 42, simultaneously pulling the movable plates 24 on both sides to flip outward and unfold. A section of rope 31, the two symmetrical cable 3 42 and the horizontal tube 2 together form a three-dimensional rhomboid support area 5, which expands the planar force to a three-dimensional spatial force, and has the ability to resist torsion and disperse multi-directional loads.

[0078] The single-sided cable 342, the unfolded movable plate 24, and the anti-settlement plate 23 together form a triangular area 426. The two triangular areas 426 on both sides, together with a first section of rope 31 and a second section of rope 32, jointly enclose the polyhedral support area 27, forming a statically indeterminate spatial polyhedral bearing structure, which can distribute the local settlement stress in multiple directions to a large area of ​​support around it.

[0079] The combination of three-dimensional rhomboid support zone 5 and polyhedral support zone 27 forms a three-dimensional spatial bearing network, making the load transfer path three-dimensional and multi-directional, completely breaking through the limitation of traditional single-layer planar rope support that can only transmit force in one direction, and greatly improving the ability to control uneven settlement of large-area backfill soil.

[0080] Through the above technical solution, the three-cable linkage unfolds the movable plate 24 and simultaneously forms a three-dimensional rhomboid support area 5, a triangular area 4 26, and a multi-faceted support area 27, forming a multi-layered spatial self-locking structure. This constructs a complete four-level three-dimensional load-bearing system of points, lines, surfaces, and volumes, achieving uniform diffusion of settlement stress throughout the entire area. It perfectly adapts to the stringent deformation control requirements of prefabricated building sites and, compared with existing technologies, can more reliably improve the overall anti-settlement capability of the device.

[0081] Working principle:

[0082] The core innovation of this device lies in utilizing the static pressure and buoyancy of concrete grouting to achieve automatic tensioning without human intervention and in a graded, progressive manner. The entire process features clear component linkage logic and controllable steps. The complete workflow is divided into four stages: assembly and positioning, primary grouting and tensioning, secondary grouting and molding, and service-adaptive settlement control. Detailed explanations of each step are as follows:

[0083] Phase 1: Install slider 113 into slide groove 114 and slider 2 123 into slide groove 2 124, and screw in limit bolt 115 and limit bolt 2 125. Pass the grouting pipe 13 through the holes of the two sliders, with the bottom end extending to the first-level grouting zone 11. After pre-assembly, transport it to the construction site.

[0084] On-site, pipe bodies 1 are arranged according to the designated locations, and verticality deviations are adjusted. Horizontal pipes 2 are placed between adjacent pipe bodies 1, and anti-settlement plates 23 are fixed to the bottom of the horizontal pipes 2 using clamps 22. Movable plates 24 are hinged to both sides, at which point the movable plates 24 are flush with the anti-settlement plates 23. One end of the cable 3 is looped around the connecting ring 14 on the pipe body 1 to form an inflection point, and one end of the cable 3 is fixed to the connecting ring 25 on the horizontal pipe 2.

[0085] Phase Two: Fine aggregate concrete is injected at low speed and pressure into the primary grouting zone 11 through the grouting pipe 13. The grout is discharged from the grout outlet at the bottom of the grouting pipe 13 and continuously fills the grouting chamber 111 of the primary grouting zone 11 from bottom to top. The bottom surface of the slider 113 is in complete contact with the concrete grout and continuously bears the uniform upward buoyancy and grouting static pressure. When the upward combined force overcomes the weight of the slider, the weight of the cable 3, and the weak resistance of the soil, the slider 113 slides vertically upward along the chute 114.

[0086] Sliding block 113 moves upwards, continuously pulling inwards towards the root of cable 3, gradually reducing the exposed cable length outside the tube 1 and eliminating all slack in cable 3. The entire process relies on passive tensioning under constant concrete pressure, avoiding problems such as uneven tensioning force, localized overtension, and localized slack that can occur with manual tensioning. When sliding block 113 touches the limit bolt 115, the slider rigidly locks and stops sliding, completely fixing the tensioning stroke of cable 3. The entire cable is uniformly taut across its entire length, with no play or rebound gaps.

[0087] During the process of pulling and tightening cable 3, cable 3 will pull the horizontal tube 2 downward and embed it into the backfill soil. Since the movable plate 24 is hinged to the anti-settlement plate 23, when the anti-settlement plate 23 is embedded into the backfill soil along with the horizontal tube 2, the movable plate 24 will rotate due to the resistance of the backfill soil, so that the included angle between the surface of the movable plate 24 and the surface of the anti-settlement plate 23 gradually decreases.

[0088] The two taut cables 3, together with the horizontal pipe 2, form a triangular area 33 with a planar self-locking structure, thus constructing the primary planar load-bearing skeleton of the entire support system. Continuous pressure grouting is performed until the primary grouting area 11 is completely filled. A portion of the concrete seeps into the backfill soil around the pipe body 1 through the overflow outlet 112. After solidification, it forms the first horizontal support system 10 at the bottom of the pipe body 1, interlocking the pipe body 1 with the surrounding loose soil into a whole, restraining the pipe body 1 from tilting, floating, or shifting in the later stages, and locking the vertical support benchmark.

[0089] After grouting is completed, allow the grouting to stand and cure until the primary grouting material has initially set, ensuring the stability of the 33-plane skeleton in the triangular area before starting the secondary grouting process to avoid interference between the two tensioning actions.

[0090] Phase 3: After the primary grout material has initially set and stabilized, grout is injected into the secondary grouting zone 12 through the grouting pipe 13 under stable pressure. The grout fills the grouting chamber 121 of the secondary grouting zone 12 from bottom to top. The concrete acts evenly on the bottom surface of the slider 123. The buoyancy and static pressure push the slider 123 to slide vertically upward along the slide groove 124, pulling the cable 4 to contract inward, and simultaneously triggering the triple linkage action.

[0091] First linkage: The contraction of cable 2 4 causes the sliding sleeve 41 to slide along a section of rope 31 of cable 1 3 towards the tube body 1. The sliding sleeve 41 slides tightly against the rope of cable 1 3, applying a continuous lateral pressure to cable 1 3, completing the secondary tensioning of cable 1 3 throughout its entire range, eliminating small gaps and slack at inflection points and fixed points, and solving the stress defect of tight ends and loose middle in single-stage tensioning.

[0092] The second linkage: the sliding sleeve 41 slides and simultaneously pulls the symmetrical tension cables 42 on both sides, transmitting the tension to the outer end of the movable plate 24. This overcomes the resistance of the backfill soil and the self-weight of the plate, causing the movable plate 24 to rotate outward around the hinge axis and unfold. It then combines with the anti-settlement plate 23 to form a large-size composite bearing plate surface, significantly reducing the compressive stress on the soil surface. At the same time, it allows the movable plate 24 to be embedded into the backfill soil.

[0093] The third linkage: Cable 342, section rope 31, and horizontal pipe 2 together form a three-dimensional rhomboid support area 5; Cable 342 on one side, the unfolded movable plate 24, and the anti-sinking plate 23 together form a triangular area 4 26; Triangular areas 4 26 on both sides, together with section rope 31 and section rope 32, together form a polyhedral support area 27, and the whole system is transformed from a flexible cable net into a statically indeterminate rigid three-dimensional support network.

[0094] After slider 2 123 moves upward and touches limit bolt 2 125, its stroke is locked. The tension of cables 2 4 and 3 42 is fixed, and the entire cable body maintains a constant tension. The secondary grout overflows from outlet 2 122 and solidifies, forming a second transverse support system 10 on the upper part of pipe body 1. This forms a double-layer anchorage with the lower transverse support system 10, further reinforcing the vertical support stability of pipe body 1.

[0095] Phase Four: After the two-stage grouting material has fully reached its design strength, backfilling is carried out in layers, and the upper backfill soil is compacted to complete the site subbase and superstructure construction, entering the long-term service phase; adaptive control is implemented to address backfill soil consolidation, creep, and local uneven settlement.

[0096] 1. The vertical settlement load generated by the upper soil and building structure first acts uniformly on the combined bearing surface of the anti-settlement plate 23 and the deployable movable plate 24, transforming the single-point concentrated load into a uniformly distributed surface load. After the load is transferred to the horizontal pipe 2, it is diverted through the cross-tensioned cables 3 and 4, and then distributed three-dimensionally to the surrounding multiple pipes 1 through the multi-dimensional structure of the triangular area 33, triangular area 24, triangular area 343, triangular area 46, three-dimensional rhomboid support area 5, and polyhedral support area 27. Finally, it is conducted to the deep original bearing layer through the pipe 1, avoiding local load accumulation.

[0097] 2. All cables are tensioned by two-stage grouting pressure and rigidly locked by double limit bolts, resulting in no rebound or slack after molding. When the soil is compressed or horizontally squeezed, cables 1-3, 2-4, and 3-42 always maintain an effective tension and stress state, without interruption of force transmission or local void failure. This effectively avoids the settlement dispersion failure and slab cracking defects caused by cable slack in existing technologies.

[0098] 3. When the soil compression in a local area of ​​the site is too large and the settlement trend intensifies, the anti-settlement plate 23 and the horizontal pipe 2 at the corresponding position will generate a small vertical displacement, further tightening the surrounding cables at all levels. Relying on the internal force redistribution characteristics of the polyhedral support area 27 and the three-dimensional rhomboid support area 5, the local concentrated settlement stress will be automatically distributed and diffused to the surrounding large-scale support area, forcibly balancing the settlement of the entire site and realizing the uniformity of settlement of large-area backfill soil.

[0099] 4. The upper and lower transverse support systems 10 of the pipe body 1 are tightly interlocked with the surrounding backfill soil. The pipe body 1 is no longer an independent and isolated support point, but forms an integral and coordinated force-bearing structure with the soil, which improves the overall stiffness of the backfill soil and actively restrains the uneven deformation of the soil itself. In conjunction with the three-dimensional cable net support system, a dual anti-settlement mechanism of "soil self-restraint + strong support of spatial structure" is formed, which inhibits the uneven settlement of the foundation in the long term.

[0100] The above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention in any way. Although the present invention has been disclosed above with reference to preferred embodiments, it is not intended to limit the present invention. Any person skilled in the art can make some modifications or alterations to the above-described technical content to create equivalent embodiments without departing from the scope of the present invention. Any simple modifications, equivalent changes, and alterations made to the above embodiments based on the technical essence of the present invention without departing from the scope of the present invention shall still fall within the scope of the present invention.

Claims

1. A device for uniform settlement of large-area backfill soil, comprising a vertically arranged pipe (1), characterized in that, Also includes: The primary grouting zone (11) and the secondary grouting zone (12) are set in the pipe body (1). A horizontal tube (2) is set between two adjacent tubes (1). An anti-sinking plate (23) is provided on the horizontal tube (2). Movable plates (24) are rotatably connected to both sides of the anti-sinking plate (23). One end of the cable (3) is located in the first-level grouting area (11), and the other end extends to the upper end of the adjacent pipe body (1) and forms an inflection point, and the front end of the cable (3) is connected to the horizontal pipe (2). Cable 2 (4) is connected at one end to the secondary grouting zone (12), and a sliding sleeve (41) is fixedly connected at the other end of cable 2 (4). The sliding sleeve (41) is fitted on cable 1 (3). One end of the cable three (42) is fixedly connected to the sliding sleeve (41), and the other end of the cable three (42) is connected to the end of the movable plate (24) away from the anti-sinking plate (23); Concrete is poured into the first-level grouting zone (11) and the second-level grouting zone (12) in sequence. The concrete drives the first cable (3) and the second cable (4) to tighten in the first-level grouting zone (11) and the second-level grouting zone (12), respectively.

2. The device for uniform settlement of large-area backfill soil according to claim 1, characterized in that, The inner wall of the pipe body (1) is symmetrically provided with a sliding groove 1 (114) and a sliding groove 2 (124). The sliding groove 1 (114) and the sliding groove 2 (124) are staggered. The end of the sliding groove 1 (114) extends to the first-level grouting zone (11), and the end of the sliding groove 2 (124) extends to the second-level grouting zone (12). The pipe body (1) is slidably connected to a slider 1 (113) and a slider 2 (123) through the sliding groove 1 (114) and the sliding groove 2 (124). One end of the cable 1 (3) is fixedly connected to the bottom of the slider 1 (113), and one end of the cable 2 (4) is fixedly connected to the bottom of the slider 2 (123). The pipe body (1) is threaded with a limiting bolt 1 (115) and a limiting bolt 2 (125). The limiting bolt 1 (115) and the limiting bolt 2 (125) are used to limit the upward movement of the slider 1 (113) and the slider 2 (123) respectively.

3. The device for uniform settlement of large-area backfill soil according to claim 2, characterized in that, It also includes a grouting pipe (13), and the first slider (113) and the second slider (123) are provided with perforations. The grouting pipe (13) passes through the perforations into the primary grouting zone (11) and the secondary grouting zone (12).

4. The device for uniform settlement of large-area backfill soil according to claim 1, characterized in that, The pipe body (1) located in the first-level grouting zone (11) and the second-level grouting zone (12) are respectively provided with overflow outlet one (112) and overflow outlet two (122) on the circumference. When concrete is poured, a transverse support system (10) is formed outside the pipe body (1) located at the overflow outlet one (112) and overflow outlet two (122).

5. The device for uniform settlement of large-area backfill soil according to claim 1, characterized in that, The cables (3) between two adjacent tubes (1) are crossed and form a triangular area (33).

6. The device for uniform settlement of large-area backfill soil according to claim 5, characterized in that, A triangular area 2 (34) is formed between a section of rope (31) of cable 2 (4) and cable 1 (3) and the horizontal tube (2).

7. A device for uniform settlement of large-area backfill soil according to claim 5, characterized in that, A triangular area three (43) is formed between a section of rope (31) of cable two (4), cable one (3), and tube (1).

8. A device for uniform settlement of large-area backfill soil according to claim 5, characterized in that, The three cables (42) are symmetrically arranged on both sides of the horizontal tube (2), and a three-dimensional rhomboid support area (5) is formed between a section of rope (31) of the first cable (3), the three cables (42), and the horizontal tube (2).

9. A device for uniform settlement of large-area backfill soil according to claim 7, characterized in that, A triangular area four (26) is formed between the symmetrical cable three (42) and the anti-sinking plate (23) and the movable plate (24). A polyhedral support area (27) is formed between the triangular area four (26) and a section of rope (31) and a section of rope (32) of cable one (3).

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