Anchored-grating rigid-flexible composite retaining structure based on EPS cushion

Abstract

The application provides an anchor rod-grating rigid-flexible composite retaining structure based on an EPS cushion layer, relates to the technical field of slope support, and comprises an anchor rod, a sliding connection fastener, a geogrid, an EPS cushion layer and an integral panel. The anchor rod is arranged in a rectangular array and is anchored at one end in a soil body in situ. The other end of the anchor rod is fixedly connected with a longitudinal steel bar. The longitudinal steel bar is movably connected with a transverse steel bar through the sliding connection fastener. The transverse steel bar is fixedly connected with the integral panel through the geogrid. A multi-interface cooperative stress structure is formed. The EPS cushion layer is arranged on the side where the integral panel is connected with the geogrid and is used for adjusting the structural rigidity difference and buffering deformation. The structure adopts a method of combining rigid and flexible materials, so that the retaining structure can provide better stability, anti-sliding performance and economy under dynamic load, complex geological conditions and long-term service.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of slope support, in particular to an anchor rod-grating rigid-flexible composite retaining structure based on an EPS cushion. BACKGROUND

[0002] As a flexible retaining structure with convenient construction, clear working mechanism and straight-up construction, the reinforced soil retaining wall has shown good performance in complex environmental conditions such as earthquakes and heavy rainfall and has been widely recognized in the industry. Compared with flat terrain, the main problem of reinforced soil retaining wall in mountainous slope section is that the length of reinforcement material (especially the inverted trapezoidal reinforcement mode) is difficult to meet the specification requirements when the terrain and object conditions are limited, and even some excavation of the original stable slope is required for backfilling. In view of the structural deformation overrun and local instability caused by the short reinforcement of the short reinforced soil retaining wall, the current horizontal resistance compensation means such as wall-back friction connection or mechanical connection is often used to improve the overall stability, but there is still a problem that the upper part of the wall surface shows greater horizontal displacement after the mechanical connection of the end of the reinforcement material, and the wall surface instability is serious.

[0003] Therefore, the prior art with the publication number "CN110158641A" discloses an anchor rod reinforced composite retaining wall and a construction method, which comprises a retaining wall panel, a retaining wall spout, a retaining wall foundation, a structural grid, a soil grid layer between the wall, a filter layer arranged close to the back of the retaining wall panel, a reverse wrapping layer composed of a soil grid wrapping body, and a matched spin-in type limiting anchor rod. The retaining wall panel is a reinforced concrete composite panel, the surface of which is provided with a rib column for increasing the overall strength of the wall surface, the rib column is provided with an anchor rod guide hole penetrating through the retaining wall panel for limiting the angle of the anchor rod, and the wall back is provided with a connecting piece of reinforcing material at intervals. The soil grid behind the wall is divided into a main structural grid and a secondary structural grid, the main structural grid is connected directly with the wall back through the wall back connecting piece and the filter layer, the secondary structural grid between the adjacent two main reinforced layers is laid in a reverse wrapping mode, and the material with good water permeability is wrapped and folded to play a role in reinforcing the soil body.

[0004] However, the above-mentioned device still has obvious defects in the process of use: although the above-mentioned device can improve the stability of the slope protection structure to a certain extent, it still cannot solve the structural displacement of the slope protection structure after installation, and may cause wall surface instability due to uneven stress distribution. SUMMARY

[0005] The purpose of the present application is to provide an anchor rod-grating rigid-flexible composite retaining structure based on an EPS cushion to solve the problems raised in the background art.

[0006] To achieve the above-mentioned purpose, the present application provides the following technical scheme:

[0007] An anchor rod-lattice rigid-flexible composite retaining structure based on EPS cushion layer, comprising: anchor rods, sliding connection fasteners, geogrids, EPS cushion layers and integral panels, the anchor rods are arranged in a rectangular array and one end is anchored in the undisturbed soil, the other end is fixedly connected with longitudinal steel rods, the longitudinal steel rods are movably connected with transverse steel rods through the sliding connection fasteners, the transverse steel rods are fixedly connected with the integral panels through the geogrids, and a multi-interface cooperative stress structure is formed.

[0008] The EPS cushion layer is arranged on the side where the integral panel is connected with the geogrid, and is used for adjusting the stiffness difference of the structure and buffering deformation.

[0009] Preferably, the anchor rods and the longitudinal steel rods are fixedly connected through hoops, the longitudinal steel rods are movably connected with the sliding connection fasteners, and the transverse steel rods are fixedly connected with the sliding connection fasteners, so that the transverse steel rods can freely slide on the longitudinal steel rods within a certain range to release local deformation stress.

[0010] Preferably, the geogrids are laid along the horizontal direction of the slope surface, and finally connected with the integral panels to form a reticular framework structure, the ends of the geogrids are reversely folded through the horizontal steel bars and then fixedly connected through rolling, the rolling is made of high-strength galvanized steel band, and after being twisted, the rolling is fixedly connected through mechanical pressure connection or hot pressing, and the space between the undisturbed soil slope surface and the EPS cushion layer is filled and compacted through backfilling to wrap the geogrids.

[0011] Preferably, the upper ends of the longitudinal steel rods are provided with elbows towards the side of the integral panel, the longitudinal steel rods are hollow pipe structures, and a pulling steel cable is movably arranged in the longitudinal steel rods, one end of the pulling steel cable away from the longitudinal steel rod is connected with a fastening bolt rod, the fastening bolt rod is threadedly arranged in an internally-threaded fastening turntable, and the internally-threaded fastening turntable is fixedly arranged on the integral panel and rotates to adjust the pulling strength of the pulling steel cable.

[0012] Preferably, the longitudinal steel rods are further provided with limiting holes penetrating the inside and outside, the sliding connection fasteners are movably provided with limiting columns on one side of the longitudinal steel rods, the limiting columns extend into the limiting holes to limit the free sliding of the sliding connection fasteners on the longitudinal steel rods during the installation process, and a number of release limiting blocks corresponding to the sliding connection fasteners are uniformly arranged on the pulling steel cable, the release limiting blocks make the limiting columns disengage from the limiting holes to make the sliding connection fasteners slide on the longitudinal steel rods during the pulling of the pulling steel cable.

[0013] Preferably, the limiting column is telescopically arranged in the telescopic slot of the sliding connection fastener, a traction spring is further arranged in the telescopic slot to pull the limiting column to the inner side of the telescopic slot under no external force, the outer side of the limiting column is fixedly connected with a pushing block and a pair of abutting limiting blocks, the pushing block is manually driven to make the limiting column extend outward, when the abutting limiting blocks abut against the inner side ring of the sliding connection fastener, the limiting column is limited, a pushing ring block is telescopically arranged in the releasing limiting block through a compression spring, the pushing ring block cooperates with the ring opening arranged at the bottom of the limiting column, when the pushing ring block reaches the limiting hole, the pushing ring block moves upward under the action of the compression spring and is inserted into the ring opening of the limiting column, the pushing ring block pushes the abutting limiting blocks to be separated from the inner side ring of the sliding connection fastener in the ring opening, at this time, the limiting column is separated from the limiting hole under the pulling of the traction spring.

[0014] Preferably, the backfill soil is a mixed soil of medium-coarse sand and gravel, and the compaction degree is not less than 90%; during the backfill construction, the soil is filled and compacted layer by layer according to the arrangement interval of the geogrid to ensure that the geogrid is laid flat and the generation of soil arching effect is effectively avoided.

[0015] Preferably, the thickness of the EPS cushion layer is preferably 20-80 mm and is selected according to the embedded length of the bottom geogrid to coordinate the overall stiffness distribution and interface deformation capacity of the structure.

[0016] Preferably, the EPS cushion layer is arranged in a block form, the height of the EPS block is the same as the vertical arrangement interval of the geogrid to ensure that the contact connection form between the reinforcement and the integral panel is not changed; vertical gaps are arranged between adjacent EPS blocks to maintain the drainage function of the wall surface.

[0017] Preferably, the integral panel is a reinforced concrete prefabricated panel with a thickness of 100-200 mm, a plurality of steel hook are arranged on the integral panel to form a connection constraint with the geogrid, the vertical interval of the steel hook is consistent with the vertical arrangement interval of the geogrid, the inner threaded fastening turntable is welded and fixed with the steel reinforcement frame arranged in the integral panel and is fixed after the reinforced concrete is poured and formed.

[0018] Compared with the prior art, the present application has the following beneficial effects:

[0019] 1. A cooperative stress system of "front flexible and rear rigid and bidirectional limiting" is constructed: the flexible geogrid and the rigid anchor rod-steel reinforcement frame are combined to form a new force transmission path, and the deformation coordination ability and the overall anti-sliding stability of the structure under the action of horizontal load are improved;

[0020] 2. A rigid skeleton structure based on sliding connection is proposed: anchor rods and slope steel rods connected by clamps, cooperating with sliding connection fasteners, to realize stress release and force adjustment of transverse steel bars on vertical steel rods, effectively relieving stress concentration caused by uneven foundation or differential filling;

[0021] 3. Introducing modular EPS flexible cushion to improve structural deformation coordination ability and adaptability: the height of EPS blocks is consistent with the vertical layout distance of geogrids, which does not interfere with the connection relationship between reinforcement and panel; pre-set drainage gaps between blocks take into account the functions of flexible cushioning and post-wall drainage, reduce horizontal soil pressure, improve stress distribution, and effectively relieve the problem of displacement exceeding limit at the top of the wall;

[0022] 4. Optimizing the applicability of short reinforced soil retaining wall under limited reinforcement distribution conditions: this structure has the ability to adapt to engineering scenarios such as insufficient reinforcement length and limited filling range, breaking through the bottleneck of limited distribution of existing short reinforced walls, significantly improving its engineering adaptability and construction feasibility in complex terrain such as mountainous areas, roadbed widening, and slope expansion;

[0023] 5. Introducing a limiting mechanism during the installation of geogrids: the sliding connection fastener is in a fixed state during installation, which can ensure the stability of the geogrid during assembly, prevent the sliding connection fastener from affecting the assembly of the geogrid due to slipping, and release the limiting of the sliding connection fastener after filling, thereby relieving the stress concentration problem caused by uneven foundation or differential filling;

[0024] 6. Introducing a multifunctional pulling steel cable: the pulling steel cable serves as a pulling structure for the monolithic panel, thereby reducing the risk of collapse of the monolithic panel due to lateral stress, and also as a contact limiting mechanism for the sliding connection fastener. BRIEF DESCRIPTION OF DRAWINGS

[0025] Figure 1 is a three-dimensional schematic view of the overall structure of the present application;

[0026] Figure 2 is a sectional view of the overall structure of the present application;

[0027] Figure 3 is a schematic view of the geogrid pulling connection structure of the present application;

[0028] Figure 4 is a schematic view of the geogrid pulling connection and local structure of the present application;

[0029] Figure 5 is a three-dimensional schematic view of the sliding connection fastener of the present application;

[0030] Figure 6 is a sectional view of the sliding connection fastener structure of the present application;

[0031] Figure 7 For the drawings attached to the specification Figure 4 The schematic diagram of the enlarged structure of the A region in the middle.

[0032] In the figure: 1 anchor rod, 2 sliding connection fastener, 3 geogrid, 4 EPS cushion layer, 5 integral panel, 6 longitudinal steel bar, 7 transverse steel bar, 8 elbow, 9 traction steel cable, 10 fastening bolt rod, 11 internally threaded fastening turntable, 12 limiting hole, 13 limiting column, 14 release limiting block, 15 traction spring, 16 pushing block, 17 abutting limiting block, 18 extrusion spring, 19 pushing ring block, 20 ring opening. DETAILED DESCRIPTION

[0033] The technical solutions in the embodiments of the present application will be described clearly and completely below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative work fall within the scope of protection of the present application.

[0034] Please refer to Figures 1-7 The present application provides a technical solution:

[0035] Embodiment one:

[0036] An anchor rod-grating rigid-flexible composite retaining structure based on an EPS cushion layer, comprising: anchor rods 1, sliding connection fasteners 2, geogrids 3, EPS cushion layers 4 and integral panels 5, the anchor rods 1 are arranged in a rectangular array and anchored at one end in the undisturbed soil, the other end of the anchor rod 1 is fixedly connected with a longitudinal steel bar 6, the longitudinal steel bar 6 is movably connected with a transverse steel bar 7 through the sliding connection fastener 2, the transverse steel bar 7 and the integral panel 5 are fixedly connected through the geogrid 3, forming a multi-interface cooperative stress structure.

[0037] The EPS cushion layer 4 is arranged on the side of the integral panel 5 connected with the geogrid 3, for adjusting the stiffness difference of the structure and buffering deformation.

[0038] In this embodiment, the anchor rod 1 is anchored in the slope body by grouting or anchoring body at one end, and is fixedly connected with the longitudinal steel bar 6 arranged on the slope surface by the way of hoop at the other end, plays the role of slope reinforcement and force transmission of the reinforcement, and the longitudinal steel bar 6 is connected with the transverse steel bar 7 through the sliding connection buckle 2, wherein the inner diameter of the ring mouth of the sliding connection buckle 2 is larger than the outer diameter of the longitudinal steel bar 6, so that the sliding connection buckle 2 can slide on the longitudinal steel bar 6, the limiting structure prevents the component from falling off or excessive sliding, ensures the safety of force, the sliding connection buckle 2 and the transverse steel bar 7 are fixedly connected, and the geogrid 3 is arranged on the transverse steel bar 7 as a reinforcing bar, the geogrid 3 is horizontally laid along the slope surface, is fixed by rolling after being folded back, and forms effective connection with the horizontal steel bar, and the other end is connected with the integral panel 5 through the steel bar hook to form a complete force loop; through the cooperation of the geogrid 3 and the steel bar framework, the dispersion transmission of the horizontal load in the filled soil and the improvement of the overall stability of the structure are realized, at the same time, the lowermost end of the longitudinal steel bar 6 is also welded and fixed with the steel bar framework arranged in the integral panel 5, cooperates with the subsequent pulling type steel cable 9 to pull and forms a stable triangular frame, and then enhances the pulling of the integral panel 5, ensures the stability of the integral panel 5, the integral panel 5 is composed of the reinforced concrete prefabricated slab with a thickness of 100-200 mm, is located at the front edge of the retaining structure, is connected with the front geogrid 3 through the internally arranged steel bar hook, plays the role of resisting lateral thrust and restraining reinforcement, and the panel foundation is arranged at the bottom of the integral panel 5, is used to support the integral panel and the upper structure, adopts the rigid concrete foundation, meets the bearing capacity and stability requirements;

[0039] The EPS cushion layer 4 arranged between the wall surface and the reinforcing body is arranged in a block form, the EPS cushion layer 4 is a flexible cushion material, the vertical height of the EPS block body is consistent with the vertical arrangement interval of the geogrid, and the normal connection form between the reinforcing material and the integral panel 5 is ensured. Vertical gaps are arranged between the EPS blocks for maintaining the normal drainage function of the wall surface and preventing the accumulation of backwater pressure. The introduction of the EPS cushion layer 4 plays an effective buffering and load reduction role in the structure, can reduce the horizontal soil pressure behind the wall, optimize the stress distribution of the reinforced soil retaining wall system, and is especially suitable for short reinforced structures with mechanical connections. The EPS cushion layer 4 has obvious constraint ability on the deformation of the top of the wall surface, has the potential to relieve the risk of displacement exceeding the limit of the wall top, further breaks through the bottleneck of the limited length of the bottom layer of the reinforcing material, improves the application breadth of the structure in typical scenes such as roadbed widening and limited reinforcement in mountainous slope sections, and through the setting of the sliding type connection fastener 2 and the EPS cushion layer 4, through the “rigid and flexible combination” of the structure configuration and the “anchor rod-reinforcing material-panel” two-way limiting path, a composite supporting and retaining system with cooperative stress, multi-interface interaction is constructed, which can effectively improve the stability, anti-sliding performance and long-term service reliability of the supporting structure in the limited range of filling soil, and the thickness of the EPS cushion layer 4 can be selected according to the buried length of the bottom layer of the geogrid 3 to coordinate the overall stiffness distribution of the structure and the interface deformation ability. In the embodiment, the EPS cushion layer 4 with a thickness of 20 mm is selected as a buffering and load reduction structure, which reduces the horizontal soil pressure level behind the wall through the flexible deformation generated, and effectively optimizes the stress distribution of the reinforced soil retaining wall system.

[0040] Example two:

[0041] The geogrid 3 is laid along the horizontal direction of the slope surface, and finally connected with the integral panel 5 to form a net-like skeleton structure, the end of the geogrid 3 is folded back after the horizontal steel bar and fixed by twisting with a rolling belt, the rolling belt is a high-strength galvanized steel belt, and after twisting, it is shaped and consolidated by mechanical pressure or hot pressing. The space between the undisturbed soil slope surface and the EPS cushion layer 4 is filled and compacted by backfilling soil, so as to wrap the geogrid.

[0042] In this embodiment, the geogrid 3 is laid horizontally along the direction of the fill slope, with a spacing matching the structure of the reinforcement, the ends are folded back through horizontal reinforcement and fixed by rolling, the front end is connected to the integral panel 5 through the steel hook provided in the panel after passing through the EPS cushion 4, realizing effective coupling of the flexible reinforcement and the rigid structure, the space between the undisturbed soil slope and the EPS cushion 4 is filled and compacted by backfilling, the backfilling compacted soil is a mixed soil of medium-coarse sand and gravel, and the compaction degree is not less than 90%; during backfilling construction, the soil is filled and compacted layer by layer according to the laying spacing of the geogrid to ensure that the geogrid is laid flat and prevent the occurrence of soil arching effect, in this embodiment, the geogrid 3 is laid horizontally, and the spacing matches the structure of the reinforcement, in order to adapt to the length of the geogrid 3, the thickness of the EPS cushion 4 is further selected as 80mm as a buffer and load reduction mechanism, which can further buffer and reduce load through flexible deformation, effectively optimizing the stress distribution of the reinforced soil retaining wall system.

[0043] As other embodiments, the thickness of the EPS cushion 4 can also be selected as 40mm or 60mm, which can also have good effect on optimizing the stress distribution of the reinforced soil retaining wall system.

[0044] Embodiment three:

[0045] The upper end of the longitudinal steel bar 6 is provided with a bend 8 towards the side of the integral panel, the longitudinal steel bar 6 is a hollow pipe structure, the inside of the longitudinal steel bar 6 is provided with a pulling steel cable 9 in an extendable manner, the end of the pulling steel cable 9 away from the longitudinal steel bar 6 is connected with a fastening bolt rod 10, the fastening bolt rod 10 is threadedly inserted into an internally threaded fastening turntable 11, the internally threaded fastening turntable 11 is installed on the integral panel 5 in a fixed-axle rotating manner, and the pulling strength of the pulling steel cable 9 is adjusted by rotating the internally threaded fastening turntable 11.

[0046] The longitudinal steel bar 6 is further provided with a limiting hole 12 penetrating from the inside to the outside, the sliding connection buckle 2 is sleeved on one side of the longitudinal steel bar 6 and is provided with a limiting column 13 movably matched with the limiting hole 12 in an extendable manner, during installation, the limiting column 13 extends outwardly into the limiting hole 12, thereby limiting the free sliding of the sliding connection buckle 2 on the longitudinal steel bar 6, a number of release limiting blocks 14 consistent with and corresponding to the sliding connection buckle 2 are uniformly installed on the pulling steel cable 9, during the pulling process of the pulling steel cable 9, the release limiting blocks 14 cause the limiting column 13 to disengage from the limiting hole 12, thereby causing the sliding connection buckle 2 to slide on the longitudinal steel bar 6.

[0047] The limiting column 13 is telescopically arranged in the telescopic slot of the sliding connection fastener 2, and a traction spring 15 is further arranged in the telescopic slot to pull the limiting column 13 to the inside of the telescopic slot under no external force. The outside of the limiting column 13 is fixedly connected with a pushing block 16 and a pair of abutting limiting blocks 17. When the abutting limiting blocks 17 abut against the inside ring opening of the sliding connection fastener 2, the limiting column 13 is limited when the pushing block 16 is manually driven to extend the limiting column 13 outward. A pushing ring block 19 is telescopically arranged in the abutting limiting block 14 through an extrusion spring 18. The pushing ring block 19 cooperates with the ring opening 20 arranged at the bottom of the limiting column 13. When the pushing ring block 19 reaches the limiting hole 12, the pushing ring block 19 moves upward under the action of the extrusion spring 18 and is inserted into the ring opening 20 of the limiting column 13. The pushing ring block 19 pushes the abutting limiting block 17 to disengage from the inside ring opening of the sliding connection fastener 2. At this time, the limiting column 13 is disengaged from the limiting hole 12 under the pulling of the traction spring 15.

[0048] In this embodiment, the longitudinal steel rod 6 is further arranged as a hollow structure and is internally provided with a traction steel cable 9. The bottom end of the longitudinal steel rod 6 is inserted into the integral panel 5. At this time, the traction of the traction steel cable 9 can form a triangular traction structure, thereby improving the stability of the integral panel 5 and providing conditions for stress adjustment in the later construction and daily maintenance process. Specifically, the extension length of the fastening bolt rod 10 is adjusted by rotating the inner threaded fastening turntable 11, thereby adjusting the pulling strength of the traction steel cable 9. The traction steel cable 9 is connected to the fixed block through a spring at one end of the longitudinal steel rod 6, so that the traction steel cable 9 can be telescopically moved within the longitudinal steel rod 6. When the traction steel cable 9 reaches the limit position of extending outward, the pulling strength can be adjusted by pulling the traction steel cable 9. The telescopic arrangement of the traction steel cable 9 is to realize the unlocking of the sliding connection fastener 2. As shown in the drawings, the traction steel cable 9 is connected to the fixed block through a spring at one end of the longitudinal steel rod 6, so that the traction steel cable 9 can be telescopically moved within the longitudinal steel rod 6. When the traction steel cable 9 reaches the limit position of extending outward, the pulling strength can be adjusted by pulling the traction steel cable 9. The telescopic arrangement of the traction steel cable 9 is to realize the unlocking of the sliding connection fastener 2. Figure 4 and the drawings, the traction steel cable 9 is connected to the fixed block through a spring at one end of the longitudinal steel rod 6, so that the traction steel cable 9 can be telescopically moved within the longitudinal steel rod 6. When the traction steel cable 9 reaches the limit position of extending outward, the pulling strength can be adjusted by pulling the traction steel cable 9. The telescopic arrangement of the traction steel cable 9 is to realize the unlocking of the sliding connection fastener 2. Figure 7 It can be known that the sliding connection fastener 2 is temporarily locked by manually driving the pushing block 16 to extend the limiting column 13 outward during the installation process. The significance of this arrangement is to ensure the stability of the installation of the geogrid 3 and prevent uneven traction strength and local loosening during the installation process. After the installation and filling are completed, the local stress during the filling process needs to be released. At this time, the traction of the traction steel cable 9 moves to push the connected release limiting block 14 to slide. The release limiting block 14 is provided with a pushing ring block 19 through an extrusion spring 18. The extrusion spring 18 is used to drive the pushing ring block 19 to extend outward. When the pushing ring block 19 reaches the limiting hole 12, the pushing ring block 19 extends into the ring opening 20 of the limiting column 13, thereby inserting the pushing ring block 19 into the ring opening 20 of the limiting column 13. The pushing ring block 19 pushes the abutting limiting block 17 to disengage from the inside ring opening of the sliding connection fastener 2. At this time, the limiting column 13 is disengaged from the limiting hole 12 under the pulling of the traction spring 15. Figure 7It can be known that the abutting limiting blocks 17 are arranged in the V-shaped mounting mode in the limiting column 13, so when the ring block 19 is inserted into the ring opening 20, the abutting limiting blocks 17 on both sides will be driven to shrink inward by abutting, so that the abutting limiting blocks 17 are separated from the inner ring opening of the sliding connection buckle 2, at this time the limiting column 13 is contracted into the telescopic slot under the action of the traction spring 15, so that the sliding connection buckle 2 is released from the limiting.

[0049] The construction process is as follows: first, the original slope is shaped and adaptively processed, the anchor rod 1 is drilled and installed at the designed position, the pouring of the integral panel 5 foundation is carried out, then the longitudinal steel bar 7 is installed, the longitudinal steel bar 7 is welded and fixed with the reserved hook in the integral panel 5 foundation, then the sliding connection buckle 2 and the transverse steel bar 7 are installed, and then the geogrid 3 is laid, the EPS cushion layer 4 is installed, and the backfilling and compaction of the soil is carried out in layers; finally, the integral panel 5 is installed and connected with the reinforcement, and the installation position of the internal thread fastening turntable 11 is reserved in the integral panel 5, the fastening bolt rod 10 is inserted into the internal thread fastening turntable 11, the internal thread fastening turntable 11 is rotated to pull the traction cable 9, so as to realize the unlocking of the sliding connection buckle 2 and the traction of the integral panel 5, and finally the whole composite structure is built.

[0050] Although the embodiments of the present application have been shown and described, it can be understood by those skilled in the art that various changes, modifications, replacements and variations can be made to the embodiments without departing from the principles and spirits of the present application, and the scope of the present application is defined by the appended claims and their equivalents.

Claims

1. A rigid-flexible composite retaining structure based on EPS padding, characterized in that, include: The structure comprises anchor bolts, sliding fasteners, geogrid, EPS cushion layer, and integral panel. The anchor bolts are arranged in a rectangular array with one end anchored in the original soil and the other end fixedly connected to longitudinal steel bars. The longitudinal steel bars are movably connected to transverse steel bars through sliding fasteners. The transverse steel bars are pulled and fixed to the integral panel through geogrid, forming a multi-interface collaborative stress-bearing structure. EPS cushioning layer is set on the side where the integral panel and geogrid are connected to adjust the difference in structural stiffness and buffer deformation. The upper end of each longitudinal steel bar is provided with an elbow facing the integral panel. The longitudinal steel bar has a hollow tube structure and a tension steel cable is telescopically installed inside the longitudinal steel bar. The end of the tension steel cable away from the longitudinal steel bar is connected to a fastening bolt rod. The fastening bolt rod is threadedly inserted into an internal thread fastening turntable. The internal thread fastening turntable is mounted on the integral panel in a fixed-axis rotatable manner. The tension strength of the tension steel cable is adjusted by rotating the internal thread fastening turntable. The longitudinal steel bar is also provided with a limiting hole that extends through both the inside and outside. The sliding connecting fastener is sleeved on one side of the longitudinal steel bar and is provided with a limiting post that moves in conjunction with the limiting hole. During installation, the limiting post extends outward and enters the limiting hole, thereby restricting the free sliding of the sliding connecting fastener on the longitudinal steel bar. The tension cable is provided with a number of release blocks that are the same as the number of sliding connecting fasteners and correspond one-to-one. When the tension cable is pulled, the release blocks cause the limiting post to disengage from the limiting hole, thereby allowing the sliding connecting fastener to slide on the longitudinal steel bar.

2. The anchor-grid rigid-flexible composite retaining structure based on EPS pad layer according to claim 1, characterized in that: The anchor rod and the longitudinal steel bar are fixedly connected by a clamp, the longitudinal steel bar is movably connected to the sliding fastener, and the transverse steel bar is fixedly connected to the sliding fastener, so that the transverse steel bar can slide freely on the longitudinal steel bar to release local deformation stress.

3. The anchor-grid rigid-flexible composite retaining structure based on EPS padding layer according to claim 2, characterized in that: The geogrid is laid horizontally along the slope and finally connected to the integral panel to form a mesh skeleton structure. The ends of the geogrid are bent back by horizontal steel bars and then twisted and fixed with strips. The strips are made of high-strength galvanized steel strips. After twisting, they are shaped and solidified by mechanical pressing or hot pressing. The space between the original soil slope and the EPS cushion layer is filled and compacted by backfill soil in layers, thereby wrapping the geogrid.

4. The anchor-grid rigid-flexible composite retaining structure based on EPS pad layer according to claim 3, characterized in that: The limiting post is telescopically installed within the telescopic groove of the sliding fastener. A traction spring is also installed within the telescopic groove to pull the limiting post inwards without external force. A pushing block and a pair of abutting limiting blocks are fixedly connected to the outside of the limiting post. When the pushing block is manually driven to extend the limiting post outwards, the limiting post is stopped when the abutting limiting blocks abut against the inner annular opening of the sliding fastener. The releasing limiting block contains a pushing ring block telescopically installed via a compression spring. The pushing ring block engages with an annular opening at the bottom of the limiting post. When the pushing ring block reaches the limiting hole, it moves upwards under the action of the compression spring and inserts into the annular opening of the limiting post. The pushing ring block pushes the abutting limiting block away from the inner annular opening of the sliding fastener, at which point the limiting post disengages from the limiting hole under the pull of the traction spring.

5. The anchor-grid rigid-flexible composite retaining structure based on EPS pad layer according to claim 4, characterized in that: The backfill soil is a mixture of medium-coarse sand and crushed stone, with a compaction degree of not less than 90%. During the backfilling process, the soil is filled and compacted layer by layer according to the spacing of the geogrid to ensure that the geogrid is laid flat and to effectively avoid the soil arching effect.

6. The anchor-grid rigid-flexible composite retaining structure based on EPS padding layer according to claim 5, characterized in that: The thickness of the EPS cushion layer is set to 20~80 mm, and is selected according to the buried length of the underlying geogrid, so as to coordinate the overall stiffness distribution of the structure and the interface deformation capacity.

7. The anchor-grid rigid-flexible composite retaining structure based on EPS padding layer according to claim 6, characterized in that: The EPS padding layer is arranged in a block form, with the height of the EPS blocks being the same as the vertical spacing of the geogrid, ensuring that the contact connection between the reinforcement and the integral panel is not changed; vertical gaps are set between adjacent EPS blocks to maintain the drainage function of the wall.

8. The anchor-grid rigid-flexible composite retaining structure based on EPS pad layer according to claim 7, characterized in that: The integral panel is a precast reinforced concrete slab with a thickness of 100~200 mm. Several steel bar hooks are provided on the integral panel to form a connection constraint with the geogrid. The vertical spacing of the steel bar hooks is consistent with the vertical spacing of the geogrid. The internal thread fastening turntable is welded and fixed to the steel bar skeleton provided in the integral panel and fixed after the reinforced concrete is poured and formed.

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