Bridge abutment roadbed filling construction device and method

Abstract

The invention relates to the technical field of construction devices, in particular to a bridge abutment roadbed filling construction device and method.The bridge abutment roadbed filling construction device comprises an anchor rod and further comprises a fixing rod, the anchor rod is formed by sequentially connecting an anchoring head, a plurality of middle sections and a telescopic section in an inserted mode, every two middle sections and the telescopic section are fixedly connected through threads, the middle sections are tubular, ropes are arranged in the middle sections, and the fixing rod is connected with the anchor rod. The top ends of all the ropes and the top end of the anchoring head are fixedly connected with upper butt joint parts, the upper butt joint parts connected with the ropes are installed in the middle section in an up-down sliding mode, damping pieces used for preventing the upper butt joint parts from sliding downwards are arranged in the middle section, and barb pieces used for preventing the anchoring head from being pulled out are arranged on the peripheral face of the anchoring head. The lower ends of the ropes and the lower ends of the fixing rods are connected with lower butt joint parts capable of being connected with the upper butt joint parts, when a soil layer is compacted, the telescopic sections are compressed, then the telescopic sections stretch, the top ends of the anchor rods are made to protrude out of the surface of the soil layer by 2-5 cm all the time, and a positioning reference is provided for an upper-layer grating.

Description

Technical Field

[0001] This invention relates to the field of construction equipment technology, specifically to a bridge abutment and roadbed filling construction device and method. Background Technology

[0002] To reduce uneven settlement of the roadbed on both sides of structures, alleviate vehicle bouncing, and improve driving comfort, special treatment is required for the roadbed filling on both sides of bridges and culverts. Currently, traditional bridge abutment roadbed filling construction methods have some shortcomings. For example, during compaction, it is difficult to accurately control the compaction degree and height of the soil layers, leading to poor stability and uniformity of the roadbed. Furthermore, the positioning of geogrids is not accurate enough, easily resulting in geogrid displacement, affecting their reinforcement effect on the roadbed. In addition, the disassembly and installation processes of traditional construction equipment are cumbersome, increasing construction time and labor costs.

[0003] Chinese patent document CN111455997B discloses a limiting and fixing device for geocells, relating to the field of geocell technology. It includes an outer sleeve; a positioning column slidingly fitted inside the outer sleeve; several sets of spiral rods evenly distributed and fixed on the circumferential side of the outer sleeve; a constricted structure at the bottom end of the outer sleeve; a conical structure at the bottom end of the positioning column; and several folded pieces evenly distributed at the bottom end of the positioning column; the bottom ends of the folded pieces are fixedly connected to the circumferential side of the positioning column. This invention uses two sets of spiral rods on the outer sleeve to penetrate two adjacent geocells, and the rotation of the outer sleeve tightens the two geocells; it also pushes the positioning column to slide along the outer sleeve, causing the bottom end of the positioning column to drive the folded pieces to insert and fold. Under the limiting effect of the constricted structure, the folded pieces are in a folded state and in contact with the soil. This process effectively improves the connection effect between two adjacent geocells and increases the contact area between the folded pieces and the soil, thus increasing the stability of the limiting and fixing device.

[0004] During filling construction, U-shaped anchors are often used to position geogrids. However, when fixing geogrids on the soil surface with U-shaped anchors, the two ends of the U-shaped anchors are inserted into the spaces between the geogrids to fix the geogrids to the soil layer. Since the position of the grid below the geogrid cannot be determined, in order to avoid the U-shaped anchors piercing the grid below, the bottom of the U-shaped anchors is higher than the lower geogrid. Therefore, it is impossible to connect the upper and lower geogrids to enhance the constraint, and it is impossible to position the upper geogrid afterwards. Positioning must be done every time a layer of geogrid is laid. Summary of the Invention

[0005] This invention provides a bridge abutment subgrade filling construction device and method, aiming to solve the problem of inconvenient positioning between upper and lower grid layers in related technologies.

[0006] A bridge abutment subgrade filling construction device includes an anchor rod and a fixing rod. The anchor rod is composed of an anchor head, multiple intermediate sections, and expansion sections connected in sequence. The intermediate sections and expansion sections are fixedly connected to each other by threads. The intermediate sections are tubular and contain ropes. The top ends of all ropes and the top ends of the anchor head are fixedly connected to upper connecting parts. The upper connecting parts connected to the ropes are slidably installed in the intermediate sections. The intermediate sections are provided with damping elements to prevent the upper connecting parts from sliding downward. The outer circumference of the anchor head is provided with barbs to prevent it from being pulled out. The lower ends of the ropes and the lower ends of the fixing rod are connected to lower connecting parts that can be connected to the upper connecting parts. A one-way structure is provided between the bottom of the intermediate section and the lower connecting parts to prevent the lower connecting parts from rising relative to the intermediate section.

[0007] Its effect is as follows: During construction, the anchor rod is first anchored and the middle section is inserted into the soil layer of the foundation pit. Then, the expansion section is installed on the middle section. When the soil layer is compacted, the expansion section is forced to compress the spring under pressure. After that, the expansion section extends, so that the top of the anchor rod always protrudes 2-5 cm from the soil surface, providing a positioning reference for the upper grid. After the grid is laid, the anchor rod is extended by adding a middle section. At this time, the lower rope has been locked to the lower grid through the fixing rod. The one-way structure ensures that the lower joint cannot be pulled back after connection, ensuring the connection between multiple ropes. The barb prevents the anchor head from being pulled out when the middle section is finally retrieved, realizing the reuse of the middle section. Then, the fixing rod prevents the top of the rope from sinking downward.

[0008] Preferably, the telescopic section consists of a sleeve and a piston rod, with a spring installed between them to extend both.

[0009] Preferably, the middle section has two coaxial and connected through holes, one and two. The size of through hole one is larger than that of through hole two, and the lower half of the middle section is adapted to through hole one. The bottom of through hole one is provided with internal thread, and the bottom of the piston rod and the middle section are provided with external thread adapted to the internal thread, which facilitates the threaded connection between the piston rod and the middle section and realizes the stable installation of the telescopic section and the middle section. This connection method makes the connection between the components more reliable during construction and can withstand a certain pressure and tension.

[0010] Preferably, the upper connecting part is a nut, the lower connecting part is a bolt, and the cross-sectional shape of the second through hole is hexagonal, adapted to the nut and bolt, allowing the nut and bolt to slide within the second through hole. This adaptation design ensures smooth sliding of the nut and bolt within the second through hole while preventing rotation during sliding, thus ensuring the stability of the connection. The fit between the nut and bolt makes the connection between the rope and the upper connecting part, and between the fixing rod and the lower connecting part, more secure, facilitating operation and adjustment during construction.

[0011] During construction, when it is necessary to connect ropes and fixing rods, the connection can be completed simply by screwing the bolt into the nut, making the operation simple and convenient. Moreover, due to the hexagonal shape of the second through hole, the bolt can rotate relative to the nut, thus ensuring the connection between the two.

[0012] Preferably, the damping element is a spring plate one, which is installed in the through hole two near the top of the through hole two. In the initial state, the bottom of the nut is in contact with the spring plate one. The spring plate one has a certain elasticity and can generate a certain resistance to the nut, preventing the nut from sliding downward.

[0013] Preferably, the unidirectional structure includes a slot at the bottom of the middle section and a spring plate two fixedly connected to the top of the bolt. A retaining edge is provided on the outer side of the top of the slot. When the rope is taut, the bolt is located at the bottom of the middle section, and the spring plate two expands outward into the slot. When the rope is taut, the spring plate two expands outward, and its end is embedded in the slot. Because the side wall of the slot blocks the spring plate two, the bolt cannot move upward relative to the middle section. When an external load is applied to the bolt, the meshing action of the spring plate two and the slot generates mechanical resistance, preventing the bolt from retracting, thereby ensuring stable engagement between the bolt and the nut.

[0014] Preferably, the middle part of the fixing rod is fixedly connected to the bolt, which is used to abut against the grid and to transmit the tensile load between the fixing rod and the rope.

[0015] A method for constructing bridge abutment subgrade filling includes the following steps: Step 1: Measure and set out the roadbed for the bridge abutments; Step 2: Clear the bridge abutment foundation pit; Step 3: Install the anchor head at the bottom of the middle section, then insert multiple anchor heads and the middle section into the soil layer at the bottom of the foundation pit, and distribute them evenly. Finally, install the expansion joint on the upper part of the middle section. Step 4: Unload the soil into the foundation pit and spread it out. At this time, the height of the upper surface of the soil layer exceeds the height of the upper surface of the expansion joint by 2cm-5cm. Step 5: Compact the soil layer. After compaction, the top of the expansion joint extends beyond the upper surface of the soil layer. Step 6: Lay the geogrid on the soil layer, allowing it to pass through the expansion joint, and position the geogrid using the expansion joint. Step 7: Add intermediate sections, increase the anchor height, and insert new anchors into the soil layer near the edge of the slope; Step 8: Repeat steps 4 through 7 until the backfill reaches the preset height; Step 9: Pull all the middle sections upwards, then connect the fixing rod to the upper end of the rope; Step 10: Backfill with another layer of soil and compact it.

[0016] Its effect is as follows: During the layered filling process, the anchor rods form an adjustable height positioning structure through the insertion combination of the middle section and the expansion section. After the soil is compacted, the top of the expansion section is always higher than the soil surface, allowing the geogrid to pass directly through its top to complete the positioning. As the number of filling layers increases, the anchor rod height is extended by adding the middle section, and new anchor rods are added in the edge area to ensure the stability of the anchoring system for the slope. After the multi-layer filling is completed, the middle section is pulled out, and the upper and lower geogrids are anchored in the soil layer by the connection of ropes and fixing rods. Finally, the overall load-bearing structure is formed by compaction.

[0017] Preferably, in step seven, the expansion joint is pulled out, and then a middle section is connected. At the same time, a new anchor head and middle section are inserted into the soil layer near the edge of the slope. Finally, the expansion joint is installed on all the middle sections. This allows the length of the anchor rod to be flexibly adjusted according to the actual filling height, ensuring that the anchor rod can always provide accurate positioning for the geogrid, thereby ensuring the stability and uniformity of the entire abutment subgrade filling. The newly inserted anchor head and middle section must also be installed according to the prescribed operating procedures to ensure that the connection between the components is firm and reliable.

[0018] Preferably, in step nine, the height of the rope tip is the same as the soil layer height. After the roadbed filling is completed to the preset height, all intermediate sections are pulled upwards. At this time, the rope remains in a natural hanging state as the intermediate sections move. By controlling the pulling length of the intermediate sections, the rope tip is kept flush with the current soil surface. Then, the fixing rod is connected to the upper end of the rope. Since the rope tip height is consistent with the soil surface, the fixing rod abuts against the geogrid, causing the rope to be in a naturally taut state. This avoids slack and misalignment caused by excessive rope length and eliminates excessive stretching caused by excessive rope length.

[0019] By adopting the above technical solution, the beneficial effects of the present invention are as follows: 1. During construction, the anchor head must first be fitted onto the corresponding position of the intermediate section. Next, using the fitted anchor head, insert the intermediate section and anchor head together into the pre-excavated soil layer, ensuring the insertion depth and position meet design requirements. Then, insert the piston rod into the interior of the intermediate section. After insertion, the piston rod and intermediate section engage slightly through the threads; usually, only two relative rotations are needed, without complete tightening. This facilitates disassembly during subsequent construction. After completing the above steps, begin unloading soil into the foundation pit, ensuring even distribution. Next, use compaction equipment to compact the unloaded soil. During compaction, the equipment not only applies pressure to the soil but also pushes the expansion joint downwards. After the compaction equipment is removed, the expansion joint, under the extension of the spring, will naturally protrude from the compacted soil surface. Based on the protruding position of the expansion joint, lay the geogrid, ensuring accurate positioning. Then, the expansion joint is screwed out of the middle section, and a new middle section is screwed onto the middle section. Finally, the expansion joint is screwed back onto the new middle section. Then, the backfilling, compaction and geogrid laying operations are carried out. This process is repeated until the preset design height is reached. This can effectively ensure that all geogrids are fully aligned in the vertical direction and ensure that the project quality meets the expected standards. 2. After the anchor head is placed on the intermediate section, rotate the two relative to each other. This allows the nut on the anchor head to be threaded onto the bolt at the bottom of the intermediate section. When connecting intermediate sections, the same relative rotation method is used, allowing the ropes to be connected via nuts and bolts. After the filling work reaches the preset height requirement, remove the telescopic section first, then attach a new intermediate section. After that, pull all the intermediate sections upwards. At this point, because the anchor head is designed with barbs, these barbs effectively restrict the movement of the anchor head, keeping it firmly in its original position. At the same time, the nut passes over the spring clip one, ensuring that the rope remains in its original position. After the middle section is completely pulled out, the bolts on the fixing rod are connected to the nuts at the top of the rope. Finally, the fixing rod is pressed against the geogrid to complete the installation. With this setup, the bottom end of the rope is firmly restrained by the anchor head to prevent it from moving upward, while the top end of the rope is restrained by the fixing rod to prevent it from moving downward. This double restraint effectively constrains the geogrid in all directions. In addition, the second spring unfolds in the soil layer to further fix the position of the rope in the soil layer, ensuring that the geogrid can achieve continuous and accurate positioning and stable connection between layers during the layered filling process, ultimately forming a three-dimensional restraint network. Moreover, the middle section and the expansion joint can be completely recycled and reused after the filling work is completed, effectively reducing construction costs. Attached Figure Description

[0020] Figure 1 This is a cross-sectional view of the anchor rod in this invention.

[0021] Figure 2 This is a front view structural diagram of the middle section in this invention.

[0022] Figure 3 This is a cross-sectional view of the middle section in this invention.

[0023] Figure 4 for Figure 1 A magnified structural diagram of point A in the middle.

[0024] Figure 5 for Figure 1 A magnified structural diagram at point B in the middle.

[0025] Figure 6 This is a front view schematic diagram of the rope structure in this invention.

[0026] Figure 7 This is a structural diagram for step nine.

[0027] Figure label: 1. Fixed rod; 2. Anchor rod; 21. Anchor head; 211. Barb; 22. Intermediate section; 221. Through hole one; 222. Through hole two; 223. Spring piece one; 23. Telescopic section; 231. Sleeve; 232. Piston rod; 233. Spring; 24. Rope; 25. Nut; 26. Bolt; 261. Spring piece two; 3. Geogrid. Detailed Implementation

[0028] Embodiments of the present invention are described in detail below, examples of which are illustrated in the accompanying drawings. The embodiments described below with reference to the accompanying drawings are exemplary and intended to explain the present invention, and should not be construed as limiting the present invention.

[0029] like Figures 1-7 As shown, a bridge abutment subgrade filling construction device includes a fixed rod 1 and an anchor rod 2. The anchor rod 2 is composed of an anchor head 21, multiple intermediate sections 22, and an expansion section 23 that are detachably connected in sequence. A rope 24 is installed in the intermediate section 22. A docking structure for connecting the rope 24, the anchor head 21, and the fixed rod 1 is provided. When two adjacent sections are docked, the rope 24 is connected to other ropes 24, anchor heads 21, or fixed hooks through the docking structure.

[0030] Based on the above structure, it can be divided into assembled anchor rod systems and assembled anchor cable systems according to their functions; In the assembled anchoring system, multiple intermediate sections 22 and telescopic sections 23 are connected by threads to form a detachable assembly. Standard threaded interfaces are used to facilitate increasing the number of intermediate sections 22 according to the current height of the fill layer. Each intermediate section 22 has a tubular structure with an axial through-hole. This through-hole consists of two connected through-holes, 221 and 222, with a smooth transition at the connection point. The bottom of through-hole 221 has an internal thread. Through-hole 222 is hexagonal, and the diameter of through-hole 221 is greater than the length of the hexagon's diagonal. The through-holes 221 and 222... The space between 2 is used to accommodate the assembled anchor cable system. The telescopic section 23 consists of a sleeve 231 and a piston rod 232. A spring 233 connected to the piston rod 232 is provided inside the sleeve 231. The bottom ends of the piston rod 232 and the intermediate section 22 are provided with external threads that are compatible with the internal threads. The lower half of the piston rod 232 and the intermediate section 22 are compatible with the through hole 221, so that the piston rod 232 and the intermediate section 22 can be inserted into the through hole 221 and can slide up and down and rotate relative to the through hole 221, so that the intermediate section 22 and the intermediate section 22 or the piston rod 232 are threadedly connected. The outer peripheral surface of the anchor head 21 is provided with barbs 211 to prevent it from being pulled out, and the top of the anchor head 21 is provided with a insertion groove for fitting the anchor head 21 onto the bottom of the intermediate section 22. During construction, the anchor head 21 is first placed on the intermediate section 22, and then the two are inserted into the soil layer using the anchor head 21. Next, the piston rod 232 is inserted into the intermediate section 22, and the two are slightly engaged by the threads (e.g., rotated two turns relative to each other). It is not necessary to lock it completely, so that it can be removed later. Finally, the soil is unloaded into the foundation pit and compacted by the compaction equipment. During the compaction process, the compaction equipment squeezes the soil and the expansion section 23 downward, thereby compacting the soil. After the compaction equipment is removed, the expansion section 23 is stretched by the spring 233 and protrudes from the compacted soil layer. Then, the geogrid 3 is laid according to the position of the expansion section 23, thereby completing the positioning of the geogrid 3. Then, the expansion section 23 is screwed out, and another intermediate section 22 is screwed on the intermediate section 22. Then, the expansion section 23 is screwed on the intermediate section 22. Then, the soil is filled, compacted, and the geogrid 3 is laid. This cycle is repeated until the preset height is reached. This process ensures that all geogrids 3 are completely aligned vertically.

[0031] In the assembled anchoring cable system, the anchor head 21, multiple rope segments 24, and fixing rod 1 are connected sequentially from bottom to top via a docking structure. The docking structure consists of nuts 25 and bolts 26. Nuts 25 are installed on the top end of rope 24 and anchor head 21, and bolts 26 are installed on the bottom end of rope 24 and fixing rod 1. Nuts 25 and bolts 26 at both ends of rope 24 are slidably disposed in through hole 222. In order to make nuts 25 and bolts 26 located at the top and bottom ends of through hole 222 respectively, damping elements and one-way structures are respectively provided between the through hole and nuts 25 and bolts 26. The damping elements prevent nuts 25 from sliding downward, and the one-way structure is used to prevent the lower docking part from rising relative to the middle section 22. Since the bolts 26 and nuts 25 are connected by rope 24, limiting the maximum distance between them, the bolts 26 and nuts 25 are prevented from completely coming out of through hole 222.

[0032] Rope 24 can be a steel cable or nylon wire rope, and rope 24 is not easily bent and can maintain small deformation in a slightly larger vertical hole.

[0033] The damping element is spring plate 223. Spring plate 223 is installed in the inner wall of through hole 222 and near the top of through hole 222. Spring plate 223 contacts the bottom of nut 25 to prevent nut 25 from descending in through hole 222. When the middle section 22 moves upward relative to rope 24, spring plate 223 gradually deforms, eventually allowing nut 25 to pass over spring plate 223. The unidirectional structure includes multiple spring clips 261 and multiple slots at the bottom of the middle section 22. A retaining edge is provided on the outer side of the top of the slot. The spring clips 261 are arranged in a circumferential array and fixedly connected to the top of the bolt 26. Under the action of no external force, the spring clips 261 tilt from bottom to top away from the axis of the bolt 26. When the bolt 26 descends along the through hole 222 to the bottom of the through hole 222, the top of the spring clips 261 unfolds outward and enters the slot, thereby forming a unidirectional structure and restricting the bolt 26 from rising in the through hole 222.

[0034] The fixing rod 1 is adapted to the mesh size of the geogrid 3 and is used to abut against the mesh of the geogrid 3. The length of the connecting rod is set according to the size of the adjacent geogrid 3, and the length of the connecting rod is not less than the length of the two meshes.

[0035] After the anchor head 21 is fitted onto the intermediate section 22, the two are rotated relative to each other, thereby connecting the nut 25 on the anchor head 21 with the bolt 26 at the bottom of the intermediate section 22. When the intermediate sections 22 are aligned, they rotate relative to each other, connecting the ropes 24 through the nut 25 and bolt 26. After filling to the preset height, the telescopic section 23 is removed, and then another intermediate section 22 is attached. The assembled anchoring rod system is then pulled upwards. At this point, the anchor head 21 remains in its original position due to the restriction of the barb 211, and the nut 25 passes over the spring 223, thus keeping the ropes 24 in their original position. The intermediate section 22 is then completely pulled out. Next, the bolt 26 on the fixing rod 1 is connected to the nut 25 at the top of the rope 24. Finally, the fixing rod 1 is pressed against the geogrid 3, thus completing the installation of the assembled anchor cable system. In this way, the bottom end of the rope 24 is restricted from moving upward by the anchor head 21, and the top end of the rope 24 is restricted from moving downward by the fixing rod 1, thereby constraining the geogrid 3. At the same time, the spring plate 261 unfolds in the soil layer to further fix the rope 24 in the soil layer, realizing the continuous and accurate positioning and cross-layer connection of the geogrid 3 during layered filling, forming a three-dimensional constraint network. Moreover, the middle section 22 and the expansion section 23 can be completely recycled after the filling is completed, reducing construction costs.

[0036] Working Principle: In the construction of bridge abutment subgrade filling, firstly, when construction begins, the characteristics of the assembled anchor rod system are utilized to connect the anchor head 21 to the intermediate section 22 and insert it into the soil layer, ensuring the stability of the anchor rod 2 in the soil layer. As construction progresses, after each backfill compaction, the expansion section 23 protrudes from the soil layer under the action of the spring 233, providing a precise positioning benchmark for laying the geogrid 3, enabling the geogrid 3 to be accurately laid and ensuring that all geogrids 3 are perfectly aligned vertically, avoiding the problem of inaccurate positioning of geogrid 3 in traditional construction. During the filling process, when it is necessary to increase the height of the anchor rod 2, the intermediate section 22 and the expansion section 23 are screwed to adjust the anchor rod 2 according to the soil layer thickness, thereby ensuring the positioning effect of the geogrid 3 and avoiding affecting the compaction work. When the preset height is reached, the assembled anchor rod system is pulled out upwards. The anchor head 21 remains in place due to the barbs 211, and the rope... Cable 24 remains in its original position due to the action of the docking structure, damping components, and unidirectional structure. The fixing rod 1 is connected to cable 24 and abuts against the geogrid 3. At this time, the bottom end of cable 24 is restricted from upward movement by anchor head 21, and the top end is restricted from downward movement by fixing rod 1, forming an effective constraint on the geogrid 3. Simultaneously, spring piece 261 unfolds in the soil layer, further enhancing the fixing effect of cable 24 in the soil layer. This achieves continuous and accurate positioning and cross-layer connection of the geogrid 3 during layered filling, forming a three-dimensional constraint network. Furthermore, during the entire construction process, the intermediate section 22 and the expansion section 23 can be completely recovered after filling, greatly reducing construction costs and improving resource utilization. This bridge abutment subgrade filling construction device and method not only solves the problem of inconvenient positioning between upper and lower layers of grids in related technologies but also improves construction efficiency and subgrade filling quality, providing strong protection for the stability and safety of the bridge abutment subgrade. A method for constructing bridge abutment subgrade filling, comprising the following steps: Step 1: First, conduct precise measurement and layout of the bridge abutment subgrade to ensure the accuracy and standardization of subsequent construction; Step 2: Next, thoroughly remove debris and loose soil from the bridge abutment pit, and apply an asphalt waterproof layer to the soil surface. Seal the settlement joints with three layers of asphalt and two layers of felt (the asphalt felt width ≥ 20cm). Step 3: Install the pre-prepared anchor head 21 at the bottom of the intermediate section 22, then insert multiple anchor heads 21 and intermediate section 22 together into the soil layer at the bottom of the foundation pit, ensuring that they are evenly distributed. Finally, install the expansion section 23 on the upper part of the intermediate section 22 to form an integral structure. Step 4: Gradually unload the soil into the foundation pit and spread it out with tools. At this time, it is necessary to control the height of the upper surface of the soil layer so that it exceeds the height of the upper surface of the expansion section 23 by 2 to 5 centimeters to ensure the effect of subsequent compaction. Step 5: Use compaction machinery to fully compact the soil layer. After compaction, the top of the expansion joint 23 should slightly extend beyond the upper surface of the soil layer to ensure the stability and integrity of the structure. Step 6: Lay geogrid 3 on the compacted soil layer, ensuring that geogrid 3 passes through expansion joint 23, and accurately position geogrid 3 through expansion joint 23 to enhance the overall tensile strength of the soil layer. Step 7: Disassemble and pull out the expansion section 23, add an additional intermediate section 22 to increase the overall height of the anchor 2, and insert new anchor heads 21 and intermediate sections 22 into the soil layer near the edge of the slope. Finally, reinstall the expansion section 23 on all intermediate sections 22 to further reinforce the structure. Step 8: Repeat steps 4 to 7, backfilling and compacting the soil layer by layer until the preset backfill height is reached, ensuring that each step is carried out strictly in accordance with the specifications. Step 9: After backfilling to the preset height, pull out all the intermediate sections 22 upwards. At this time, the height of the top of the rope 24 is basically the same as the height of the soil layer. Then, firmly connect the fixing rod 1 to the upper end of the rope 24, and abut the fixing rod 1 against the geogrid 3 to fix the entire structure. Step 10: Finally, backfill with another layer of soil and compact it thoroughly to ensure the stability and safety of the entire construction area, thus completing the entire construction process.

[0037] Effects: Controlling the height of the upper surface of the soil layer beyond the expansion joint 23 by a certain range ensures the compaction effect, making the soil denser. After compaction, the top of the expansion joint 23 extends beyond the soil layer, facilitating the disassembly of the expansion joint 23. The expansion joint 23 positions the geogrid 3, enhancing the overall tensile strength of the soil layer and avoiding inaccurate laying of the geogrid 3. Adding the intermediate section 22 to increase the height of the anchor rod 2, repeating the backfilling, compaction, and laying of the geogrid 3, ensures the positioning of each layer of geogrid 3, ensuring construction quality and making the roadbed filling more uniform and stable. After pulling out the intermediate section 22, connecting the fixing rod 1 and inserting it into the soil layer forms an effective constraint on the geogrid 3, realizing the continuous and accurate positioning and cross-layer connection of the geogrid 3 during layered filling, forming a three-dimensional constraint network, and improving the filling quality of the bridge abutment roadbed. The middle section 22 consists of two parts: the upper part is a regular steel pipe, and the lower part is a special steel pipe with an outer circle and an inner hexagon. The production process of the middle section 22 is as follows: S1. Polish the inner wall of an ordinary steel pipe to form a through hole 221; S2. Make an inner hole at one end of the special steel pipe to form an inverted frustum-shaped opening. The top diameter of the inverted frustum is the same as the inner diameter of the ordinary steel pipe. The hexagonal inner hole is the through hole 222. S3. The outer circular surface of the lower half of the special steel pipe is machined to make the outer diameter of the lower half of the special steel pipe match the inner diameter of the ordinary steel pipe. S4. Turn the mounting groove for installing spring 223 under the inverted round table, and then mill the vertical groove at the bottom of the special steel pipe. S5. Weld the spring clip into the mounting groove, and then coaxially weld the ordinary steel pipe and the special steel pipe together to form the intermediate section 22. When assembling the intermediate section 22 and the rope 24, first, the bolt 26 is placed into the first through hole 221. The bolt 26 descends along the first through hole 221 into the second through hole 222. The rod-shaped object presses the bolt 26 down so that it passes over the first spring piece 223. Then, the nut 25 enters the second through hole 222. Finally, as the bolt 26 descends, the second spring piece 261 moves to the slot and unfolds, thus completing the assembly of the intermediate section 22 and the rope 24. The above production and assembly process not only ensures the quality and performance of the intermediate section 22, but also makes it easy to process, making the assembly process of the modular anchor cable system simpler and more efficient.

[0038] Although embodiments of the present invention have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention. Those skilled in the art can make changes, modifications, substitutions and variations to the above embodiments within the scope of the present invention.

Claims

1. A bridge abutment subgrade filling construction device, comprising anchor bolts (2), characterized in that, It also includes a fixed rod (1), and the anchor rod (2) is composed of an anchor head (21), multiple intermediate sections (22), and a telescopic section (23) connected in sequence. The intermediate sections (22) and the telescopic sections (23) are fixedly connected to each other by threads. The intermediate section (22) is tubular and has a rope (24) inside. The top of all the ropes (24) and the top of the anchor head (21) are fixedly connected to an upper docking part. The upper docking part connected to the rope (24) is slidably installed in the intermediate section (22). The intermediate section (22) is provided with a damping element to prevent the upper docking part from sliding downward. The outer circumference of the anchor head (21) is provided with a barb (211) to prevent it from being pulled out. The lower end of the rope (24) and the lower end of the fixed rod (1) are connected to a lower docking part that can be connected to the upper docking part. A one-way structure is provided between the bottom of the intermediate section (22) and the lower docking part to prevent the lower docking part from rising relative to the intermediate section (22).

2. The bridge abutment subgrade filling construction device according to claim 1, characterized in that, The telescopic section (23) consists of a sleeve (231) and a piston rod (232), with a spring (233) installed between them to extend both.

3. The bridge abutment subgrade filling construction device according to claim 2, characterized in that, The middle section (22) has two coaxial and connected through holes 1 (221) and 2 (222) at its axis. The size of through hole 1 (221) is larger than that of through hole 2 (222), and the lower half of the middle section (22) is adapted to through hole 1 (221). The bottom of through hole 1 (221) is provided with internal thread, and the bottom of piston rod (232) and middle section (22) are provided with external thread adapted to internal thread.

4. The bridge abutment subgrade filling construction device according to claim 3, characterized in that, The upper connecting part is a nut (25), the lower connecting part is a bolt (26), and the cross-sectional shape of the through hole two (222) is hexagonal and is adapted to the nut (25) and bolt (26) so that the nut (25) and bolt (26) can slide in the through hole two (222).

5. The bridge abutment subgrade filling construction device according to claim 4, characterized in that, The damping element is spring plate one (223), which is installed in the through hole two (222) near the top of the through hole two (222). In the initial state, the bottom of the nut (25) is in contact with spring plate one (223).

6. The bridge abutment subgrade filling construction device according to claim 5, characterized in that, The unidirectional structure includes a slot at the bottom of the middle section (22) and a spring piece (261) fixedly connected to the top of the bolt (26). A retaining edge is provided on the outer side of the top of the slot. When the rope (24) is straightened, the bolt (26) is located at the bottom of the middle section (22), and the spring piece (261) expands outward into the slot.

7. The bridge abutment subgrade filling construction device according to claim 6, characterized in that, The middle part of the fixing rod (1) is fixedly connected to the bolt (26).

8. A method for constructing bridge abutment subgrade filling, characterized in that, The bridge abutment subgrade filling construction device according to any one of claims 1-7 includes the following steps: Step 1: Measure and set out the roadbed for the bridge abutments; Step 2: Clear the bridge abutment foundation pit; Step 3: Install the anchor head (21) at the bottom of the middle section (22), then insert multiple anchor heads (21) and the middle section (22) into the soil layer at the bottom of the foundation pit and distribute them evenly. Finally, install the expansion section (23) on the upper part of the middle section (22). Step 4: Unload the soil into the foundation pit and spread it out. At this time, the height of the upper surface of the soil layer exceeds the height of the upper surface of the expansion joint (23) by 2cm-5cm. Step 5: Compact the soil layer. After compaction, the top of the expansion joint (23) extends beyond the upper surface of the soil layer. Step 6: Lay geogrid (3) on the soil layer, so that the geogrid (3) passes through the expansion joint (23) and is positioned by the expansion joint (23); Step 7: Add an intermediate section (22), increase the height of the anchor bolt (2), and insert a new anchor bolt (2) into the soil layer near the edge of the slope. Step 8: Repeat steps 4 through 7 until the backfill reaches the preset height; Step 9: Pull all the intermediate sections (22) upwards, then connect the fixing rod (1) to the upper end of the rope (24) and insert the fixing rod (1) into the soil. Step 10: Backfill with another layer of soil and compact it.

9. The bridge abutment subgrade filling construction method according to claim 8, characterized in that, In step seven, the expansion joint (23) is pulled out and then a middle section (22) is connected. At the same time, a new anchor head (21) and a middle section (22) are inserted into the soil layer near the edge of the slope. Finally, the expansion joint (23) is installed on all the middle sections (22).

10. The bridge abutment subgrade filling construction method according to claim 8, characterized in that, In step nine, the height of the top of the rope (24) is the same as the height of the soil layer.

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