Abutment embankment filling construction device and method

Abstract

The application relates to the technical field of construction devices, and particularly discloses a bridge abutment roadbed filling construction device and method, which comprises an anchor rod, a fixed rod, an anchoring head, multiple intermediate sections and an expansion section. The intermediate sections and the expansion section are fixedly connected through threads, the intermediate sections are in a tubular shape and internally provided with ropes, the top ends of all the ropes and the top end of the anchoring head are fixedly connected with upper butt joints, the upper butt joints connected with the ropes are slidably arranged in the intermediate sections, the intermediate sections are provided with damping pieces for preventing the upper butt joints from sliding downwards, barb pieces are arranged on the outer circumferential surface of the anchoring head to prevent the anchoring head from being pulled out, the lower ends of the ropes and the lower end of the fixed rod are connected with lower butt joints capable of being connected with the upper butt joints, the expansion section is compressed when the soil layer is compacted, and then the expansion section is stretched, so that the top end of the anchor rod always protrudes 2-5 centimeters from the surface of the soil layer, and a positioning reference is provided for the upper layer of the grid.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of construction devices, in particular to a bridge abutment roadbed filling construction device and method. BACKGROUND

[0002] In order to reduce the uneven settlement of the roadbed on both sides of the structure, alleviate the bumping phenomenon and improve the comfort of vehicle driving, special treatment is required for the roadbed filling on both sides of the bridge and culvert. At present, the traditional bridge abutment roadbed filling construction method has some shortcomings. For example, it is difficult to accurately control the compaction degree and height of the soil layer during compaction, which may result in poor stability and uniformity of the roadbed. Moreover, the positioning of the geogrid is not accurate enough, and the geogrid may be displaced, affecting its reinforcement effect on the roadbed. In addition, the traditional construction device is relatively cumbersome during disassembly and installation, increasing the construction time and labor cost.

[0003] A limiting and fixing device for geogrids is disclosed in Chinese patent document CN111455997B, which relates to the technical field of geogrids. The device includes an outer sleeve, a positioning column slidingly fitted in the outer sleeve, a plurality of vortex rods evenly fixed on the lateral surface of the outer sleeve, a conical structure at the bottom end of the positioning column, and a plurality of folding pieces evenly arranged at the bottom end of the positioning column. The two groups of vortex rods on the outer sleeve penetrate through two adjacent geogrids, and the two geogrids are tightened by rotating the outer sleeve. The positioning column is pushed to slide along the outer sleeve, and the folding pieces at the bottom end of the positioning column are inserted and folded. The folding pieces are in a folded state and in contact with the soil under the limiting of the conical structure. This process effectively improves the connection effect of the two adjacent geogrids and increases the contact area between the folding pieces and the soil, thereby improving the stability of the limiting and fixing device.

[0004] During the filling construction, U-shaped anchor rods are often used to position the geogrids. However, when the U-shaped anchor rods are used to fix the geogrids on the surface of the soil layer, the two ends of the U-shaped anchor rods are inserted into the space between the geogrids to fix the geogrids on the soil layer. Since the position of the grid below the geogrid cannot be determined, the bottom end of the U-shaped anchor rod is higher than the lower geogrid to avoid piercing the lower grid. Therefore, the upper and lower geogrids cannot be connected to enhance the constraint, and the upper grid cannot be positioned after the lower grid is positioned. SUMMARY

[0005] The present application provides a bridge abutment roadbed filling construction device and method, which aims to solve the problem of inconvenient positioning between the upper and lower grids in related technologies.

[0006] The utility model provides a kind of abutment roadbed filling construction device, including anchor rod, further include fixed rod, anchor rod is sequentially inserted and connected by anchor head, multiple intermediate sections, telescopic section, and intermediate section and telescopic section are fixedly connected by thread between two, intermediate section is tubular, and inside is provided with rope, the top of all ropes and anchor head is fixedly connected with upper docking part, and upper docking part connected with rope is slidably installed in intermediate section, and damping member for hindering upper docking part to slide down is arranged in intermediate section, the outer circumferential surface of anchor head is provided with barb piece for preventing it to be pulled out, the lower end of rope and fixed rod is connected with lower docking part, which can be connected with upper docking part, one-way structure is provided between the bottom of intermediate section and lower docking part, for preventing lower docking part from rising relative to intermediate section.

[0007] Its effect is that: anchor rod is anchored and inserted into pit soil layer, then telescopic section is installed on intermediate section during construction, when compacting soil layer, telescopic section is forced to compress telescopic section spring under pressure, then telescopic section expands, so that the top of anchor rod always protrudes 2-5cm from the surface of soil layer, to provide positioning reference for upper layer grid, after laying grid, anchor rod is extended by adding intermediate section, at this time, lower layer rope is locked with lower layer grid through fixed rod, one-way structure ensures that lower docking part cannot retreat after connection, to ensure the connection between multiple ropes, barb piece prevents anchor head from being pulled out when finally recycling intermediate section, to realize the reuse of intermediate section, then fixed rod is used to prevent the top of rope from sinking downward.

[0008] Preferably, telescopic section is composed of sleeve and piston rod, spring is installed between the two for elongating the two.

[0009] Preferably, two coaxial and connected through holes one and two are arranged on the axis of intermediate section, the size of through hole one is larger than that of through hole two, the lower half of intermediate section is matched with through hole one, the bottom of through hole one is provided with internal thread, the bottom of piston rod and intermediate section is provided with external thread matched with internal thread, to facilitate threaded connection between piston rod and intermediate section, to realize stable installation of telescopic section and intermediate section, this connection mode makes the connection between components more reliable during construction, which can withstand certain pressure and tension.

[0010] Preferably, upper docking part is nut, lower docking part is bolt, the cross-sectional shape of through hole two is hexagonal, matched with nut and bolt, so that nut and bolt can slide in through hole two, this matching design not only ensures the smooth sliding of nut and bolt in through hole two, but also prevents them from rotating during sliding, to ensure the stability of connection. The matching mode of nut and bolt makes the connection between rope and upper docking part, fixed rod and lower docking part more firm, to facilitate operation and adjustment during construction.

[0011] In the construction process, when the rope and the fixing rod need to be connected, the bolt is only screwed into the nut to complete the connection, which is simple and convenient. Moreover, due to the limitation of the hexagonal shape of the through hole two, the bolt can rotate relative to the nut, thereby ensuring the connection between the two.

[0012] Preferably, the damping piece is a first elastic sheet installed in the through hole two at a position close to the top of the through hole two. In the initial state, the bottom of the nut is in contact with the first elastic sheet. The first elastic sheet has a certain elasticity and can generate a certain resistance to the nut, thereby preventing the nut from sliding downward.

[0013] Preferably, the one-way structure includes a notch opened at the bottom end of the middle section and a second elastic sheet fixedly connected to the top of the bolt. The outer side of the top of the notch is provided with a stop edge. When the rope is straightened, the bolt is located at the bottom end of the middle section, and the second elastic sheet expands outward into the notch. When the rope is in the straightened state, the second elastic sheet expands outward, and its end is embedded in the inside of the notch. Because the side wall of the notch forms a barrier to the second elastic sheet, the bolt cannot move upward relative to the middle section. When external load acts on the bolt, the mechanical resistance generated by the engagement of the second elastic sheet and the notch prevents the bolt from retracting, thereby stably engaging the bolt and the nut.

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

[0015] A bridge abutment embankment filling construction method, comprising the following steps:

[0016] Step one, measuring and laying out the bridge abutment embankment;

[0017] Step two, clearing the bridge abutment pit;

[0018] Step three, installing the anchor head at the bottom of the middle section, then inserting the plurality of anchor heads and the middle section into the soil layer at the bottom of the pit, and uniformly distributing them, and finally installing the telescopic section at the upper part of the middle section;

[0019] Step four, unloading the earth material into the pit and flattening it, at this time the upper surface height of the earth material layer exceeds the upper surface height of the telescopic section by 2-5 cm;

[0020] Step five, compacting the earth material layer, and after compaction, the top end of the telescopic section exceeds the upper surface of the earth material layer;

[0021] Step six, laying the geogrid on the earth material layer, so that the geogrid passes through the telescopic section and is positioned by the telescopic section;

[0022] Step seven, adding the middle section, increasing the anchor rod height, and inserting new anchor rods in the earth material layer close to the slope edge;

[0023] Step eight, repeat steps four to seven until backfilling to the preset height;

[0024] Step nine, pull out all the intermediate sections upwards, and then connect the fixed rod with the upper end of the rope;

[0025] Step ten, backfill another layer of soil material and compact it.

[0026] The effect lies in that, in the process of layered filling, the anchor rod forms a height-adjustable positioning structure through the insertion combination of the intermediate section and the telescopic section, after the soil compaction, the top end of the telescopic section is always higher than the surface of the soil layer, so that the geogrid can be positioned directly through the top thereof, with the increase of the filling layers, the height of the anchor rod is extended by adding the intermediate sections, and new anchor rods are supplemented in the edge area, so as to ensure the stability of the anchoring system to the slope, after the completion of the multi-layer filling, the intermediate sections are pulled out, the upper and lower geogrids are anchored to the soil layer by the connection of the rope and the fixed rod, and finally the overall stress structure is formed through compaction.

[0027] Preferably, in step seven, the telescopic section is pulled out, and then a new intermediate section is connected, at the same time, new anchoring heads and intermediate sections are inserted into the soil layer close to the edge of the slope, and finally the telescopic sections are installed on all the intermediate sections, so that the length of the anchor rod can be flexibly adjusted according to the actual filling height, the anchor rod can always provide accurate positioning for the geogrid, so as to ensure the stability and uniformity of the entire abutment subgrade filling, the newly inserted anchoring heads and intermediate sections also need to be installed according to the specified operation process, so as to ensure the firm and reliable connection between the components.

[0028] Preferably, in step nine, the height of the top end of the rope is the same as the height of the soil layer, after the completion of the subgrade filling to the preset height, all the intermediate sections are pulled out upwards, at this time, the rope remains in a natural hanging state with the movement of the intermediate sections. The length of the pulled-out intermediate section is controlled, so that the top end of the rope stays at the position flush with the surface of the current soil layer. Then the fixed rod is connected with the upper end of the rope, since the height of the top end of the rope is consistent with the surface of the soil layer, the fixed rod is abutted on the geogrid to drive the rope to be in a natural straight state, which avoids the relaxation and misplacement caused by the too long rope, and also eliminates the excessive stretching caused by the too short rope.

[0029] By adopting the above technical scheme, the application has the following beneficial effects:

[0030] 1、In the construction process, first need to anchor head set in the corresponding position on the intermediate section. Next, using the anchor head has been set, the intermediate section and anchor head together inserted into the pre-dug soil layer, to ensure the depth and position of insertion in line with the design requirements, then, the piston rod inserted into the interior of the intermediate section, after insertion, the piston rod and the intermediate section by thread slightly meshing, usually only need to rotate two turns, without completely locked, the purpose of this is to facilitate the disassembly in subsequent construction, after the above steps, start to unload the soil in the foundation pit, to ensure uniform distribution of soil. Next, using compaction equipment on the unloaded soil compaction treatment, in the process of compaction, compaction equipment not only on the soil exert a force, but also the telescopic section together down when the compaction equipment away, the telescopic section in the spring stretch under the action of the natural protruding on the surface of the soil layer has been compacted, according to the telescopic section protruding position, geogrid laying work, to ensure the positioning of geogrid accurate. Then, the telescopic section screw out of the intermediate section, and then in the intermediate section on the screw a new intermediate section, finally the telescopic section screw on the new intermediate section, then, continue to fill, compact and lay geogrid operation, such as cycle until filling to the preset design height, can effectively guarantee all geogrid in the vertical direction completely aligned, to ensure that the engineering quality to meet the expected standard;

[0031] 2、After the anchor head set on the intermediate section, the relative rotation of the two, in order to make the nut on the anchor head and the bolt at the bottom of the intermediate section to achieve threaded connection, when the need for intermediate section and intermediate section butt joint operation, also use the way of relative rotation, so that the rope between the nut and bolt to complete the connection, after filling work to the height requirements, first remove the telescopic section, then connect a new intermediate section, then pull out all the intermediate section, at this time, because the anchor head designed with barbs, these barbs will effectively limit the movement of the anchor head, so it still firmly stay in the original position, at the same time, the nut over the spring sheet 1, to ensure that the rope can remain in the original position. When the intermediate section is completely pulled out, the next bolt on the fixed rod and the nut on the top of the rope are connected, and finally the fixed rod is placed on the geogrid, thus completing the installation. Through such a setting, the bottom end of the rope is firmly limited by the anchor head, preventing it from moving upwards, while the top end of the rope is limited by the fixed rod, preventing it from moving downwards. This double restriction measure can effectively constrain the geogrid in all directions. In addition, the spring sheet 2 expands in the soil layer, further fixing the position of the rope in the soil layer, ensuring continuous and accurate positioning of the geogrid during layered filling, as well as stable connection between layers, ultimately forming a three-dimensional constraint network. Moreover, the intermediate section and telescopic section can be completely recycled after filling work is completed, effectively reducing construction costs. BRIEF DESCRIPTION OF DRAWINGS

[0032] Figure 1 This is a cross-sectional view of the anchor rod in this invention.

[0033] Figure 2 This is a front view structural diagram of the middle section in this invention.

[0034] Figure 3 This is a cross-sectional view of the middle section in this invention.

[0035] Figure 4 for Figure 1 A magnified structural diagram of point A in the middle.

[0036] Figure 5 for Figure 1 A magnified structural diagram at point B in the middle.

[0037] Figure 6 This is a front view schematic diagram of the rope structure in this invention.

[0038] Figure 7 This is a structural diagram for step nine.

[0039] Figure label:

[0040] 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

[0041] 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.

[0042] 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.

[0043] Based on the above structure, it can be divided into assembled anchor rod systems and assembled anchor cable systems according to their functions;

[0044] In the assembled anchor rod system, the detachable combination of the plurality of intermediate segments 22 and the telescopic segment 23 is formed by threaded connection, which is realized by standard threaded interface, facilitating the increase of the number of intermediate segments 22 according to the current filling layer height, the intermediate segment 22 is in tubular structure, an axial through hole is formed in the intermediate segment 22, and the through hole is composed of a through hole one 221 and a through hole two 222, the connection part of the two is smoothly transitioned, the bottom of the through hole one 221 is provided with internal threads, the through hole two 222 is hexagonal, and the diameter of the through hole one 221 is greater than the length of the diagonal of the hexagon, the through hole one 221 and the through hole two 222 are used to accommodate the assembled anchor cable system, the telescopic segment 23 is composed of a sleeve 231 and a piston rod 232, the sleeve 231 is provided with a spring 233 connected with the piston rod 232, the piston rod 232 and the bottom end of the intermediate segment 22 are provided with external threads matched with the internal threads, and the piston rod 232 and the lower half of the intermediate segment 22 are matched with the through hole one 221, so that the piston rod 232 and the intermediate segment 22 can be inserted into the through hole one 221 and can slide and rotate relative to the through hole one 221, so that the intermediate segment 22 and the intermediate segment 22 or the piston rod 232 are threadedly connected;

[0045] The outer peripheral surface of the anchor head 21 is provided with a barb 211 for preventing it from being pulled out, and the top end of the anchor head 21 is provided with a plug-in groove for sleeving the anchor head 21 on the bottom of the intermediate segment 22;

[0046] In construction, first, the anchor head 21 is sleeved on the intermediate segment 22, then the two are inserted into the soil layer by the anchor head 21, then the piston rod 232 is inserted into the intermediate segment 22, and the two are slightly engaged by threads (for example, relative rotation for two turns), without being completely locked, facilitating subsequent disassembly, finally, the earth material is unloaded into the foundation pit and compacted by compaction equipment, in the compaction process, the compaction equipment extrudes the earth material and the telescopic segment 23 downward, so as to compact the earth material, when the compaction equipment moves away, the telescopic segment 23 protrudes from the compacted soil layer under the extension action of the spring 233, then the geogrid 3 is laid according to the position of the telescopic segment 23, so as to complete the positioning of the geogrid 3, then the telescopic segment 23 is unscrewed, another intermediate segment 22 is screwed on the intermediate segment 22, then the telescopic segment 23 is screwed on the intermediate segment 22, then the earth is filled, compacted and the geogrid 3 is laid, and the cycle is repeated until the filling reaches the preset height, through this process, it can be ensured that all the geogrids 3 are completely aligned.

[0047] In the assembled anchoring cable system, the anchoring head 21, the multi-section cable 24 and the fixing rod 1 are connected in sequence from bottom to top through the butt joint structure, the butt joint structure is composed of the nut 25 and the bolt 26, the nut 25 is installed on the top end of the cable 24 and the anchoring head 21, the bolt 26 is installed on the bottom end of the cable 24 and the fixing rod 1, the nut 25 and the bolt 26 at both ends of the cable 24 are slidably arranged in the through hole two 222, in order to make the nut 25 and the bolt 26 located at the top end and the bottom end of the through hole two 222 respectively, therefore, the damping piece and the one-way structure are arranged between the through hole and the nut 25 and the bolt 26 respectively, the damping piece hinders the downward sliding of the nut 25, and the one-way structure is used for preventing the downward butt joint part from rising relative to the middle section 22, since the farthest distance between the bolt 26 and the nut 25 is limited through the connection of the cable 24, the bolt 26 and the nut 25 are prevented from completely coming out of the through hole two 222.

[0048] The cable 24 can be a steel cable or a nylon steel wire rope, and the cable 24 is not easy to bend and can maintain a small deformation in a slightly larger vertical hole.

[0049] The damping piece is an elastic piece one 223, the elastic piece one 223 is installed in the inner wall of the through hole two 222 and is close to the position of the top of the through hole two 222, the downward movement of the nut 25 in the through hole two 222 is hindered through the contact between the elastic piece one 223 and the bottom of the nut 25, when the middle section 22 moves upward relative to the cable 24, the elastic piece one 223 gradually deforms, and finally makes the nut 25 able to pass the elastic piece one 223;

[0050] The one-way structure includes a plurality of elastic pieces two 261 and a plurality of notches opened at the bottom end of the middle section 22, the outer side of the top of the notch is provided with a stopping edge, the elastic pieces two 261 are fixedly connected to the top of the bolt 26 in a circumferential array, and under the action of no external force, the elastic pieces two 261 are inclined from bottom to top in the direction away from the axis of the bolt 26, when the bolt 26 descends to the bottom of the through hole two 222 along the through hole two 222, the top end of the elastic piece two 261 expands outward into the notch, thereby forming the one-way structure, and limiting the upward movement of the bolt 26 in the through hole two 222.

[0051] The fixing rod 1 is adapted to the grid size of the geogrid 3, and is used for abutting against the grid 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 two grids.

[0052] After the anchoring head 21 is sleeved on the middle section 22, the two are relatively rotated, so that the nut 25 on the anchoring head 21 is screwed with the bolt 26 at the bottom of the middle section 22, when the middle section 22 is butted with the middle section 22, the two are relatively rotated, so that the connection between the ropes 24 is completed through the nut 25 and the bolt 26, after filling to the preset height, the telescopic section 23 is removed, then a middle section 22 is connected, then the assembled anchoring rod system is pulled out upward, at this time, the anchoring head 21 is still left in the original position due to the restriction of the barb piece 211, the nut 25 passes the elastic piece 223, so that the rope 24 is left in the original position, after the middle section 22 is completely pulled out, the bolt 26 on the fixed rod 1 is connected with the nut 25 at the top of the rope 24, finally the fixed rod 1 is abutted on the geogrid 3, so the installation of the assembled anchoring rod system is completed, the bottom end of the rope 24 is limited to move upward through the anchoring head 21, the top end of the rope 24 is limited to move downward through the fixed rod 1, so the geogrid 3 is constrained, at the same time, the elastic piece 261 is expanded in the soil layer to further fix the rope 24 in the soil layer, the continuous and accurate positioning and cross-layer connection of the geogrid 3 during the layered filling is realized, a three-dimensional constraint network is formed, and the middle section 22 and the telescopic section 23 can be completely recycled after the filling is completed, so the construction cost is reduced.

[0053] Working principle: in the abutment embankment filling construction, first, when starting the construction, the characteristics of the assembled anchor rod system are used to connect the anchor head 21 with the middle section 22 and insert it into the soil layer, which ensures the stability of the anchor rod 2 in the soil layer. With the progress of the construction, after each filling and compaction, the telescopic section 23 protrudes from the soil layer under the action of the spring 233, providing a precise positioning reference for laying the geogrid 3, so that the geogrid 3 can be accurately laid, ensuring that all the geogrids 3 are completely aligned up and down, avoiding the problem of inaccurate positioning of the geogrid 3 in traditional construction. In the filling process, when the height of the anchor rod 2 needs to be increased, the middle section 22 and the telescopic section 23 are twisted to adjust the anchor rod 2 according to the thickness of the soil layer, thereby ensuring the positioning effect of the geogrid 3 and avoiding affecting the compaction work. When filling to the preset height, pull out the assembled anchor rod system upward, the anchor head 21 stays in place due to the barb 211, the rope 24 also stays in the original position due to the action of the docking structure and the damping member, the one-way structure, connect the fixed rod 1 with the rope 24 and resist the geogrid 3, at this time the bottom end of the rope 24 is limited to move upward by the anchor head 21, and the top end is limited to move downward by the fixed rod 1, forming an effective constraint to the geogrid 3. At the same time, the spring 261 expands in the soil layer, further enhancing the fixing effect of 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. In addition, during the entire construction process, the middle section 22 and the telescopic section 23 can be completely recycled after filling, greatly reducing the construction cost and improving the utilization rate of resources. This abutment embankment filling construction device and method not only solves the problem of inconvenient positioning between the upper and lower two layers of the grid in related technologies, but also improves the construction efficiency and the filling quality of the embankment, providing a strong guarantee for the stability and safety of the abutment embankment.

[0054] An abutment embankment filling construction method, the steps are as follows:

[0055] Step one, first, accurately measure and lay out the abutment embankment to ensure the accuracy and standardization of subsequent construction;

[0056] Step two, then completely remove the debris and loose soil layer in the abutment pit, and brush an asphalt waterproof layer on the soil surface, and seal the settlement joint with three oils and two felt (oil felt width ≥ 20 cm);

[0057] Step three, install the anchor head 21 at the bottom of the middle section 22, then insert multiple anchor heads 21 and middle sections 22 into the soil layer at the bottom of the pit to ensure uniform distribution, and finally install the telescopic section 23 at the upper part of the middle section 22 to form an overall structure;

[0058] Step four, gradually unload the soil material into the foundation pit, and use tools to flatten it. At this time, attention should be paid to control the height of the upper surface of the soil layer, which is 2-5 cm higher than the upper surface of the expansion section 23, to ensure the effect of subsequent compaction;

[0059] Step five, use compaction machinery to fully compact the soil layer. After compaction, the top end of the expansion section 23 should be slightly higher than the upper surface of the soil layer to ensure the stability and integrity of the structure;

[0060] Step six, lay the geogrid 3 on the compacted soil layer, ensure that the geogrid 3 passes through the expansion section 23, and accurately position the geogrid 3 through the expansion section 23 to enhance the overall tensile strength of the soil layer;

[0061] Step seven, disassemble and pull out the expansion section 23, add additional intermediate sections 22 to increase the overall height of the anchor rod 2, and insert new anchor heads 21 and intermediate sections 22 into the soil layer near the slope edge. Finally, install the expansion section 23 on all intermediate sections 22 to further reinforce the structure;

[0062] Step eight, repeat steps four to seven to backfill and compact the soil layer by layer until the desired backfill height is reached, ensuring that each step is strictly in accordance with the specifications;

[0063] Step nine, when backfilled to the desired height, pull out all intermediate sections 22, at which point the height of the top end of the rope 24 is basically the same as the height of the soil layer. Then, firmly connect the fixed rod 1 to the upper end of the rope 24, and the fixed rod 1 abuts the geogrid 3 to fix the entire structure;

[0064] Step ten, finally backfill a layer of soil and perform sufficient compaction to ensure the stability and safety of the entire construction area, completing the entire construction process.

[0065] Effect: Controlling the height of the upper surface of the soil layer to be a certain range higher than the expansion section 23 ensures the compaction effect, making the soil more compact. After compaction, the top end of the expansion section 23 is slightly higher than the soil layer, making it easy to disassemble the expansion section 23. Positioning the geogrid 3 through the expansion section 23 enhances the overall tensile strength of the soil layer, avoiding inaccurate geogrid 3 laying. Adding intermediate sections 22 increases the height of the anchor rod 2, and repeating the steps of backfilling, compacting, and laying geogrid 3 ensures the positioning of each layer of geogrid 3, ensuring construction quality, making roadbed filling more uniform and stable. After pulling out the intermediate sections 22, connecting the fixed rod 1 and inserting it into the soil layer forms an effective constraint on the geogrid 3, achieving continuous and accurate positioning of the geogrid 3 during layered filling and cross-layer connection, forming a three-dimensional constraint network, and improving the filling quality of the abutment roadbed.

[0066] The intermediate section 22 is composed of two sections, the upper section is a common steel pipe, and the lower section is a special steel pipe with an outer circle and an inner hexagon.

[0067] S1, polishing the inner wall of the common steel pipe to form a through hole 221;

[0068] S2, machining an inner hole at one end of the special steel pipe to form an inverted circular truncated opening, the top surface of the inverted circular truncated opening has the same diameter as the inner diameter of the common steel pipe, and the inner hexagonal hole is a through hole 222;

[0069] S3, turning the outer circle of the lower half of the special steel pipe to adapt the outer diameter of the lower half of the special steel pipe to the inner diameter of the common steel pipe;

[0070] S4, turning a mounting groove for mounting the spring 223 below the inverted circular truncated opening, and then milling a vertical notch at the bottom end of the special steel pipe;

[0071] S5, welding the spring in the mounting groove, and then coaxially welding the common steel pipe and the special steel pipe together to form the intermediate section 22;

[0072] When assembling the intermediate section 22 and the rope 24, the bolt 26 is first placed in the through hole 221, the bolt 26 descends into the through hole 222 along the through hole 221, the bolt 26 is pressed downward by the rod to pass the spring 223, then the nut 25 enters the through hole 222, and finally, as the bolt 26 descends, the spring 261 moves to the notch and expands, thereby completing the assembly of the intermediate section 22 and the rope 24.

[0073] Through the above production and assembly process, the quality and performance of the intermediate section 22 are guaranteed, and the processing is easy, making the assembly process of the assembled anchor cable system more simple and efficient.

[0074] Although the embodiments of the present application have been shown and described above, it should be understood that the above embodiments are exemplary and should not be construed as limiting the present application, and those skilled in the art can make changes, modifications, replacements and variations to the above embodiments within the scope of the present application.

Claims

1. A bridge abutment subgrade filling construction device, comprising anchor bolts, characterized in that, It also includes a fixing rod. The anchor rod is composed of an anchor head, multiple intermediate sections, and a telescopic section that are inserted into each other in sequence. The intermediate sections and the telescopic sections are fixedly connected to each other by threads. The intermediate section is tubular and has a rope inside. The top of all the ropes and the top of the anchor head are fixedly connected to an upper docking part. The upper docking part connected to the rope is slidably installed in the intermediate section. The intermediate section is equipped with a damping element to prevent the upper docking part from sliding downward. The outer circumference of the anchor head is equipped with a barb to prevent it from being pulled out. The lower end of the rope and the lower end of the fixing rod 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 and the lower docking part to prevent the lower docking part from rising relative to the intermediate section. The telescopic section consists of a sleeve and a piston rod, with a spring installed between them to extend both. Two coaxial and connected through holes, one and two, are provided at the axis of the middle section. 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. 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, which is adapted to the nut and bolt, so that the nut and bolt can slide in the second through hole; The damping element is spring plate one, which is installed in through hole two near the top of through hole two. In the initial state, the bottom of the nut is in contact with spring plate one.

2. The bridge abutment subgrade filling construction device according to claim 1, characterized in that, The unidirectional structure includes a slot at the bottom of the middle section and a spring piece 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 straightened, the bolt is located at the bottom of the middle section, and the spring piece two expands outward into the slot.

3. The bridge abutment subgrade filling construction device according to claim 2, characterized in that, The middle part of the fixing rod is fixedly connected to the bolt.

4. A method for constructing bridge abutment subgrade filling, characterized in that, The bridge abutment subgrade filling construction device according to any one of claims 1-3 includes the following steps: Step 1: Measure and set out the roadbed for the bridge abutments; Step 2: Clear the bridge abutment 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 and insert the fixing rod into the soil. Step 10: Backfill with another layer of soil and compact it.

5. The bridge abutment subgrade filling construction method according to claim 4, characterized in that, In step seven, the expansion joint is pulled out, and then a middle section is connected. At the same time, new anchor heads and middle sections are inserted into the soil layer near the edge of the slope. Finally, expansion joints are installed on all the middle sections.

6. The bridge abutment subgrade filling construction method according to claim 4, characterized in that, In step nine, the height of the top of the rope is the same as the height of the soil layer.

Images