Anchor rod-grating rigid-flexible composite supporting structure based on EPS cushion layer

Abstract

The invention provides an anchor rod-grating rigid-flexible composite supporting structure based on an EPS cushion layer, and relates to the technical field of slope supporting, the anchor rod-grating rigid-flexible composite supporting structure comprises anchor rods, sliding connection fasteners, geogrids, the EPS cushion layer and an integral panel, the anchor rods are arranged in a rectangular array mode, one ends of the anchor rods are anchored in an undisturbed soil body, and the other ends of the anchor rods are fixedly connected with longitudinal steel bars; the longitudinal steel bars are movably connected with the transverse steel bars through the sliding connection fasteners, and the transverse steel bars and the integral panel are pulled and fixed through the geogrids to form a multi-interface cooperative stress structure; the EPS cushion layer is arranged on the side, connected with the geogrid, of the integral panel and used for adjusting the structural rigidity difference and buffering deformation, and the structure adopts a method of combining rigid and flexible materials, so that the supporting and retaining structure provides better stability, anti-sliding performance and economical efficiency under the conditions of dynamic loads, 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 areas is that the length of the reinforcement material is difficult to meet the specification requirements when the terrain and object conditions are limited, especially for the inverted trapezoidal reinforcement mode. Even the method of partially excavating the original stable slope and backfilling is used to meet the length requirement of the reinforcement. 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, 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 the 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 manner, 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, which 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: 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 anchored in the undisturbed soil at one end, 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, and 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 stiffness difference of the structure and buffering deformation.

[0007] Preferably, the anchor rod and the longitudinal steel bar are fixedly connected by a hoop, the longitudinal steel bar is movably connected with the sliding connection fastener, and the transverse steel bar is fixedly connected with the sliding connection fastener, so that the transverse steel bar can freely slide on the longitudinal steel bar within a certain range to release the local deformation stress.

[0008] Preferably, the geogrid is laid along the horizontal direction of the slope surface, and finally connected with the integral panel to form a reticular framework structure, the end of the geogrid is reversely folded through the horizontal steel bar and fixedly connected through banding, the banding is made of high-strength galvanized steel band, and after being twisted, the banding is fixed by mechanical pressure connection or hot pressing, and the space between the undisturbed soil slope surface and the EPS cushion layer is filled and compacted by backfilling soil in layers, so as to wrap the geogrid.

[0009] Preferably, the upper end of the longitudinal steel bar is provided with an elbow towards the side of the integral panel, the longitudinal steel bar is a hollow pipe structure, a pulling type steel cable is telescopically arranged in the longitudinal steel bar, a fastening bolt rod is connected to the end of the pulling type steel cable away from the longitudinal steel bar, the fastening bolt rod is threadedly inserted into an internally threaded fastening turntable, and the internally threaded fastening turntable is fixedly installed on the integral panel, and the pulling strength of the pulling type steel cable is adjusted by rotating the internally threaded fastening turntable.

[0010] Preferably, a limiting hole penetrating the inside and outside of the longitudinal steel bar is further arranged on the longitudinal steel bar, a limiting column movably matched with the limiting hole is telescopically arranged on the side of the longitudinal steel bar where the sliding connection fastener is arranged, during installation, the limiting column extends outwardly into the limiting hole, so as to limit the free sliding of the sliding connection fastener on the longitudinal steel bar, and a number of release limiting blocks consistent with and corresponding to the sliding connection fasteners are uniformly arranged on the pulling type steel cable, during the pulling process of the pulling type steel cable, the release limiting blocks make the limiting column disengage from the limiting hole, so as to make the sliding connection fastener slide on the longitudinal steel bar.

[0011] 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 the extrusion 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 extrusion 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, at this time, the limiting column is separated from the limiting hole under the pulling of the traction spring.

[0012] Preferably, the backfill soil is 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 effectively avoids the generation of soil arching effect.

[0013] 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.

[0014] 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.

[0015] 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.

[0016] Compared with the prior art, the present application has the following beneficial effects: 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, which improves the deformation coordination ability and overall anti-sliding stability of the structure under horizontal load; 2. A rigid frame structure based on sliding connection is proposed: the anchor rod and the slope steel rod are connected by a clamp, and cooperate with the sliding connection fastener to realize stress release and stress adjustment of the horizontal steel on the vertical steel rod, which effectively alleviates the stress concentration problem caused by uneven foundation or different filling. 3. Introducing modular EPS flexible padding to improve structural deformation coordination and adaptability: The height of the EPS blocks is consistent with the vertical spacing of the geogrid, so as not to interfere with the connection between the reinforcement and the panel; drainage gaps are preset between the blocks to take into account both flexible buffer and drainage function behind the wall, reduce horizontal soil pressure, improve stress distribution, and effectively alleviate the problem of excessive displacement at the top of the wall. 4. Optimize the applicability of short reinforced soil retaining walls under the condition of limited reinforcement: This structure has the ability to adapt to engineering scenarios such as insufficient reinforcement length and limited filling range, breaks through the bottleneck of the existing short reinforced wall layout limitation, and significantly improves its engineering adaptability and construction feasibility in complex terrains such as mountain roads, roadbed widening, and slope expansion. 5. Introduce a limiting mechanism during the installation of geogrid: The sliding connection fastener is in a fixed state during the installation stage, which can ensure the stability of the geogrid during assembly, prevent the sliding connection fastener from slipping and affecting the assembly of the geogrid, and release the limiting mechanism of the sliding connection fastener after backfilling, thereby alleviating the stress concentration problem caused by uneven foundation or different backfilling. 6. Introduce multifunctional tension cables: The tension cables serve as a tensioning structure for the integral panel, thereby reducing the risk of collapse of the integral panel due to lateral stress. They also serve as a contact limiting mechanism for sliding connection fasteners. Attached Figure Description

[0017] Figure 1 This is a three-dimensional schematic diagram of the overall structure of the present invention; Figure 2 This is a cross-sectional view of the overall structure of the present invention; Figure 3 This is a schematic diagram of the geogrid tension connection structure of the present invention; Figure 4 This is a schematic diagram of the geogrid tension connection and partial structure of the present invention; Figure 5 This is a three-dimensional schematic diagram of the overall structure of the sliding connection fastener of the present invention; Figure 6 This is a cross-sectional view of the sliding connection fastener structure of the present invention; Figure 7 Included with instruction manual Figure 4 A magnified structural diagram of region A in the middle.

[0018] In the diagram: 1 Anchor bolt, 2 Sliding fastener, 3 Geogrid, 4 EPS pad, 5 Integral panel, 6 Longitudinal steel bar, 7 Transverse steel bar, 8 Elbow, 9 Pulling steel cable, 10 Fastening bolt rod, 11 Internal thread fastening turntable, 12 Limiting hole, 13 Limiting post, 14 Release limit block, 15 Traction spring, 16 Pushing block, 17 Abutting limit block, 18 Compression spring, 19 Pushing ring block, 20 Ring opening. Detailed Implementation

[0019] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0020] Please see Figures 1-7 The present invention provides a technical solution: Example 1: An anchor-grid rigid-flexible composite retaining structure based on EPS cushion layer includes: anchor 1, sliding connection fastener 2, geogrid 3, EPS cushion layer 4, and integral panel 5. The anchor 1 is arranged in a rectangular array and one end is anchored in the original soil. The other end of the anchor 1 is fixedly connected to the longitudinal steel bar 6. The longitudinal steel bar 6 is movably connected to the transverse steel bar 7 through the sliding connection fastener 2. The transverse steel bar 7 and the integral panel 5 are tied and fixed by the geogrid 3 to form a multi-interface collaborative force-bearing structure. EPS padding layer 4 is set on the side where the integral panel 5 connects to the geogrid 3, and is used to adjust the difference in structural stiffness and buffer deformation.

[0021] 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 laid horizontally 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 structural overall stability 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; The EPS cushion 4 arranged between the wall surface and the reinforcing body is arranged in a block form, the EPS cushion 4 is a flexible cushion material, the vertical height of the EPS block is consistent with the vertical arrangement interval of the geogrid, so that the normal connection form between the reinforcing material and the integral panel 5 is ensured. Vertical gaps are arranged between the EPS blocks, which are used to maintain the normal drainage function of the wall surface and prevent the accumulation of backwater pressure. The introduction of the EPS cushion 4 plays an effective buffering and load reduction role in the structure, which 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 connection. The EPS cushion 4 has obvious constraint ability on the deformation of the top of the wall surface, and has the potential to alleviate 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 buckle 2 and the EPS cushion 4, through the structure configuration of “rigid and flexible combination” and the two-way limiting path of “anchor rod-reinforcing material-panel”, a composite supporting 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 under the condition of limited filling soil, the thickness of the EPS cushion 4 can be selected according to the buried length of the bottom layer of the geogrid 3, so as to coordinate the overall stiffness distribution and interface deformation capacity of the structure, and the EPS cushion 4 with a thickness of 20 mm is selected as a buffering and load reduction structure in the embodiment, 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.

[0022] Example two: The geogrid 3 is laid along the horizontal direction of the slope surface, and finally connects 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 is fixed by twisting and fixing the band, the band is made of high-strength galvanized steel band, and is fixed and consolidated after twisting by mechanical pressure connection or hot pressing. The space between the undisturbed soil slope surface and the EPS cushion 4 is filled and compacted by backfilling soil in layers, so as to wrap the geogrid.

[0023] 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, with a compaction degree 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 the smooth laying of the geogrid 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 EPS cushion 4 with a thickness of 80 mm is further selected as the 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.

[0024] As other embodiments, the thickness of the EPS cushion 4 can also be selected as 40 mm or 60 mm, which can also have good effect on optimizing the stress distribution of the reinforced soil retaining wall system.

[0025] Embodiment three: The longitudinal steel bar 6 is provided with a bend 8 on the side of the integral panel, the longitudinal steel bar 6 is a hollow pipe structure, the pulling steel cable 9 is telescopically arranged in the longitudinal steel bar 6, the fastening bolt rod 10 is connected to the end of the pulling steel cable 9 away from the longitudinal steel bar 6, the fastening bolt rod 10 is threadedly inserted into the internally threaded fastening turntable 11, the internally threaded fastening turntable 11 is rotationally mounted on the integral panel 5, and the pulling strength of the pulling steel cable 9 is adjusted by rotating the internally threaded fastening turntable 11.

[0026] 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 telescopically provided with a limiting column 13 movably matched with the limiting hole 12, 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, the pulling steel cable 9 is uniformly provided with a number of release limiting blocks 14 corresponding to the sliding connection buckle 2, 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.

[0027] 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.

[0028] 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 triangular traction structure is formed by pulling the traction steel cable 9, 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, thereby realizing the temporary locking of the sliding connection fastener 2. The significance of this arrangement is to ensure the stability of the installation of the geogrid 3 and prevent uneven pulling 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 steel cable 9 is moved to push the connected abutting limiting block 14 to slide. The abutting limiting block 14 is provided with the pushing ring block 19 through the extrusion spring 18. The extrusion spring 18 is used to drive the pushing ring block 19 to extend outward. When the abutting limiting block 14 reaches the limiting hole 12, the pushing ring block 19 extends into the ring opening 20 of the limiting column 13, thereby pushing 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.

[0029] 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 threaded fastening turntable 11 is reserved in the integral panel 5, the fastening bolt rod 10 is inserted into the internal threaded fastening turntable 11, the internal threaded 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.

[0030] 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. An EPS-mat-based anchor-grating rigid-flexible composite retaining structure, characterized in that, The application relates to a slope protection structure. The anchor rod is arranged in a rectangular array and is anchored in the original soil body at one end, and is fixedly connected with a longitudinal steel bar at the other end; the longitudinal steel bar is movably connected with a transverse steel bar through a sliding connection fastener; the transverse steel bar is fixedly connected with a whole panel through a geogrid; the geogrid is arranged on the side of the whole panel connected with the geogrid and is used for adjusting the structural rigidity difference and buffering deformation. The anchor rod and the longitudinal steel bar are fixedly connected through a hoop, the longitudinal steel bar is movably connected with the sliding connection fastener, and the transverse steel bar is fixedly connected with the sliding connection fastener, so that the transverse steel bar is freely slid on the longitudinal steel bar to release the local deformation stress.

2. The EPS-mat-based rigid-flexible composite anchor-grating retaining structure according to claim 1, characterized in that: The geogrid is arranged along the horizontal direction of the slope surface and is finally connected with the whole panel to form a net-like framework structure, the end of the geogrid is reversely folded through a horizontal steel bar and is fixedly connected through rolling, the rolling is made of high-strength galvanized steel strip, the rolling is fixedly connected through mechanical pressure or hot pressure after being twisted, the space between the original soil body slope surface and the EPS cushion is filled and compacted through backfilling to wrap the geogrid.

3. The EPS-mat-based rigid-flexible composite anchor-grating retaining structure according to claim 2, characterized in that: The upper end of the longitudinal steel bar is provided with a bend towards the side of the whole panel, the longitudinal steel bar is a hollow pipe structure, a pulling steel cable is movably arranged in the longitudinal steel bar, a fastening bolt rod is connected with the end of the pulling steel cable away from the longitudinal steel bar, the fastening bolt rod is screwedly arranged in an internally-threaded fastening disc, the internally-threaded fastening disc is fixedly arranged on the whole panel, and the pulling strength of the pulling steel cable is adjusted through the rotation of the internally-threaded fastening disc.

4. The EPS-mat-based rigid-flexible composite anchor-grating retaining structure according to claim 1 or 3, characterized in that: The longitudinal steel bar is further provided with a limiting hole penetrating the inside and the outside, a limiting column movably matched with the limiting hole is movably arranged on the side of the longitudinal steel bar, the limiting column is extended outwards into the limiting hole during the installation process, so as to limit the free sliding of the sliding connection fastener on the longitudinal steel bar, a same number of releasing limiting blocks as the sliding connection fasteners are uniformly arranged on the pulling steel cable, the releasing limiting blocks make the limiting column separate from the limiting hole during the pulling process of the pulling steel cable, so that the sliding connection fastener slides on the longitudinal steel bar.

5. The EPS-mat-based rigid-flexible composite anchor-grating retaining structure according to claim 4, characterized in that: The limiting column is movably arranged in a telescopic groove of the sliding connection fastener, a pulling spring is further arranged in the telescopic groove and is used for pulling the limiting column to the inside of the telescopic groove under no external force, a pushing block and a pair of abutting limiting blocks are fixedly connected to the outside of the limiting column, the pushing block is manually driven to make the limiting column extend outwards, when the abutting limiting blocks abut against the inside ring of the sliding connection fastener, the limiting column is limited, a pushing ring block is movably arranged in the releasing limiting block through a compression spring, the pushing ring block is matched with a ring of the limiting column, when the pushing ring block reaches the limiting hole, the pushing ring block moves upwards and is inserted into the ring of the limiting column under the action of the compression spring, the pushing ring block pushes the abutting limiting blocks to separate from the inside ring of the sliding connection fastener, at this moment, the limiting column separates from the limiting hole under the pulling of the pulling spring.

6. The EPS-mat-based rigid-flexible composite anchor-grating retaining structure according to claim 5, characterized in that: ​ 7. The EPS-mat-based rigid-flexible composite anchor-grating retaining structure according to claim 6, characterized in that: The backfilling soil is a mixture of medium-coarse sand and gravel graded soil, and the compaction degree is not less than 90%; during the backfilling construction, the soil is filled and compacted layer by layer according to the laying interval of the geogrid, so as to ensure the geogrid to be laid flat and effectively avoid the generation of soil arching effect.

8. The EPS-mat-based rigid-flexible composite anchor-grating retaining structure according to claim 7, characterized in that: The thickness of the EPS cushion is preferably set to 20-80 mm and is selected according to the embedding length of the bottom geogrid, so as to coordinate the overall stiffness distribution of the structure and the interface deformation capacity.

9. The EPS-mat-based rigid-flexible composite anchor-grating retaining structure according to claim 8, characterized in that: The EPS cushion is arranged in a block form, the height of the EPS block is the same as the vertical laying interval of the geogrid, so as 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, which are used to maintain the drainage function of the wall surface.

10. The EPS-mat-based rigid-flexible composite anchor-grating retaining structure according to claim 9, characterized in that: The integral panel is a reinforced concrete prefabricated panel, and the thickness is 100-200 mm; a plurality of steel bar hooks are arranged on the integral panel, which are used to form a connection constraint with the geogrid; the vertical interval of the steel bar hooks is consistent with the vertical laying 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.

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