Construction reinforcement devices and methods for masonry retaining walls

Abstract

This invention belongs to the field of masonry retaining wall reinforcement technology, specifically a masonry retaining wall construction reinforcement device and method. The masonry retaining wall construction reinforcement device includes multiple vertical anchoring units and multiple horizontal anchoring units. Both vertical and horizontal boreholes are filled with grout, which permeates through perforations and forms an embedded interface with the rubble and mortar. The horizontal and vertical anchoring units form a three-dimensional anchoring system within the enlarged borehole section through the cured grout, reinforcing the retaining wall in both horizontal and vertical directions. A plastic sleeve is advanced synchronously with the drill rod during vertical drilling, providing support to the borehole wall, reducing damage to the old wall structure from drilling vibration, preventing the borehole from collapsing under vibration, and maintaining the integrity of the wall during construction.

Description

Technical Field

[0001] This application relates to the field of masonry retaining wall reinforcement technology, specifically to a masonry retaining wall construction reinforcement device and method. Background Technology

[0002] Due to their advantages such as simple construction, low cost, and wide availability of materials, masonry retaining walls have been widely used in slope protection projects in highways, railways, water conservancy, and mining. However, with the increase in service life, many existing masonry retaining walls have developed varying degrees of damage due to adverse factors such as weathering of masonry materials, aging of mortar, water seepage behind the wall, and geological movement. These damages mainly manifest as wall cracking, local bulging, uneven foundation settlement, and even overall overturning or collapse, seriously threatening the safety of surrounding roads, the stability of buildings, and the safety of people's lives and property.

[0003] To address the aforementioned problems, the engineering community has long employed reinforcement techniques including anchor bolt reinforcement, anti-slide pile installation, and surface frame beams. Among these, anchor bolt reinforcement of retaining walls involves drilling horizontal or inclined holes in the retaining wall and inserting anchor bolts. The anchoring force of the anchor bolts in the stable soil or rock strata behind the wall balances earth pressure, making it one of the most widely used reinforcement methods. However, traditional anchor bolt retaining wall reinforcement techniques generate significant vibration and impact during drilling. The mortar in old masonry retaining walls is often aged, and the bonding force between the stones is weak. Drilling vibration can easily trigger the expansion of micro-cracks within the masonry, and even cause localized loosening and detachment of stones, resulting in secondary damage to the already fragile wall and increasing safety risks during construction. Furthermore, when multiple anchor points are required on the retaining wall surface, the lack of effective mechanical connection between the anchor bolts prevents the formation of a synergistic structural structure, thus the overall reinforcement effect of the retaining wall still needs improvement. Summary of the Invention

[0004] In view of this, this application provides a masonry retaining wall construction reinforcement device and method to solve the technical problems in the prior art where drilling easily causes secondary damage to the retaining wall and the overall reinforcement effect of the retaining wall is insufficient.

[0005] To achieve the above objectives, the technical solution adopted in this application is as follows:

[0006] In a first aspect, this application provides a masonry retaining wall construction reinforcement device for reinforcing a retaining wall. The top of the retaining wall has multiple vertical holes spaced apart along its own extension direction, each vertical hole having at least one enlarged section. The face of the retaining wall has multiple horizontal holes spaced apart along its own extension direction, the central axis of each horizontal hole being horizontal or horizontally inclined downwards. The horizontal holes extend through the corresponding enlarged section and into the stable soil or rock layer behind the retaining wall.

[0007] The masonry retaining wall construction reinforcement device includes:

[0008] Multiple vertical anchoring units are installed one-to-one in the vertical borehole; each vertical anchoring unit includes a plastic sleeve and a vertical anchor rod. The plastic sleeve is installed in the vertical borehole, and the wall of the plastic sleeve has multiple perforated holes that connect its inner and outer spaces. The vertical anchor rod is installed in the inner hole of the plastic sleeve.

[0009] Multiple horizontal anchoring units are installed one-to-one within the horizontal borehole;

[0010] Both the vertical and horizontal boreholes are filled with grout, and the horizontal and vertical anchoring units form a three-dimensional anchoring system with spatial intersection through the solidified grout within the enlarged borehole section.

[0011] In one possible implementation, the outer wall of the plastic sleeve is fixedly provided with a radially expandable grouting bladder at the corresponding position of the expanded section. The outer wall of the plastic sleeve is provided with a joint communicating with the grouting bladder. At least one grouting pipe is inserted into the inner hole of the plastic sleeve. The lower end of the grouting pipe is connected to the joint, and the upper end of the grouting pipe extends to the ground and is connected to grouting equipment for injecting grout into the grouting bladder to expand and fill the expanded section.

[0012] In one possible implementation, a protective layer is also sprayed onto the surface of the retaining wall, the protective layer having a wire mesh suspended inside it, and the protective layer being a high-performance polymer cement mortar layer with a thickness of thirty to fifty millimeters.

[0013] In one possible implementation, the horizontal anchoring unit is a hollow grouting anchor or a prestressed anchor cable.

[0014] In one possible implementation, multiple vertical boreholes are spaced apart along the thickness direction of the retaining wall, and the enlarged sections of the multiple vertical boreholes are on the same straight line, with the horizontal boreholes passing through the multiple enlarged sections in sequence.

[0015] In one possible implementation, a first crossbeam and a second crossbeam are also included. The first crossbeam is disposed at the top of the retaining wall along the extension direction of the retaining wall and is fixedly connected to the top of a plurality of vertical anchoring units. The second crossbeam is disposed at the face of the retaining wall along the extension direction of the retaining wall and is fixedly connected to a horizontal anchoring unit.

[0016] Compared with the prior art, the beneficial effects of the masonry retaining wall construction reinforcement device provided in this application are:

[0017] The masonry retaining wall reinforcement device provided in this application includes multiple vertical anchoring units and multiple horizontal anchoring units. Both vertical and horizontal boreholes are filled with grout, which permeates outwards through perforated holes, forming an embedded interface with the rubble and mortar. The horizontal and vertical anchoring units, within the enlarged borehole section, form a spatially intersecting three-dimensional anchoring system through the cured grout, reinforcing the retaining wall in both horizontal and vertical directions.

[0018] In terms of overturning resistance, the lower end of the vertical anchor extends into the stable soil layer below the wall base, and the upper end is anchored to the top of the retaining wall. When the wall tends to overturn forward, the vertical anchor directly provides vertical pull-out resistance. The large-diameter grout in the enlarged section wraps around the lower end of the vertical anchor to form an enlarged head anchoring effect. The perforated plastic sleeve and the grout form a mechanical interlock through the edge of the perforated hole, making the pull-out bearing capacity of the vertical anchor significantly higher than that of the anchor in the borehole of the same diameter.

[0019] In terms of resisting horizontal slippage, the horizontal anchoring unit is anchored to the stable soil layer behind the wall after passing through the enlarged section. When the horizontal anchoring unit is under tension, the anchoring force is first transferred to the grout in the enlarged section, and then distributed to the surrounding vertical anchoring units by the grout, so that the horizontal load is converted into pressure or shear force acting on the vertical anchor, realizing the coordinated force of the horizontal and vertical anchoring components.

[0020] In terms of enhancing overall integrity and crack resistance, the crisscrossing grouting channels form concealed high-strength ribs inside the retaining wall, with tensile strength far exceeding that of the original masonry. When cracks appear in the wall due to uneven settlement or temperature changes, the cracks will be blocked or forced to change direction at the interface between the grouting and the masonry, thus delaying crack penetration and wall failure.

[0021] In terms of reducing construction damage, the plastic sleeve is advanced synchronously with the drill rod during vertical drilling. The plastic sleeve supports the hole wall, reduces the damage of drilling vibration to old walls, prevents the hole from collapsing under the action of vibration, and maintains the integrity of the wall during construction.

[0022] In a second aspect, this application provides a method for reinforcing a masonry retaining wall during construction, comprising the following steps using any of the above-mentioned implementation methods:

[0023] Multiple vertical holes are drilled at intervals along the extension direction of the retaining wall at the top of the retaining wall. The casing is drilled synchronously with the drill rod using the casing drilling process. After drilling to the design depth, a variable diameter reaming drill bit is used to ream the hole at the predetermined depth to form an enlarged hole section.

[0024] After drilling is completed, the drill rod is removed, the plastic sleeve remains inside the borehole, and the grouting bag corresponds to the height position of the enlarged section.

[0025] Cement grout is injected into the grouting bag through the grouting pipe inserted in the plastic sleeve, causing the grouting bag to expand and fill the entire enlarged hole section. After the grout in the grouting bag solidifies, a large-diameter concrete anchoring node is formed in the enlarged hole section.

[0026] After the concrete at the joint of the enlarged section reaches the design strength, a horizontal borehole is drilled at the position where the face of the retaining wall intersects with the vertical borehole in a horizontal or horizontally downward inclined direction, so that the horizontal borehole passes through the solidified concrete joint in the enlarged section and extends into the stable soil or rock layer behind the retaining wall.

[0027] Install horizontal anchoring units in the horizontal borehole, so that the front end of the horizontal anchoring unit passes through the hole enlargement section node and is anchored in the stable soil or rock layer behind the retaining wall.

[0028] Vertical anchors are installed in plastic casings inside vertical boreholes. Pressure grouting is then performed through the vertical anchors into and outside the casing, allowing the grout to penetrate through perforated holes into the expanded section nodes and surrounding rock outside the casing, forming the anchor body of the vertical anchors.

[0029] In one possible implementation, a guide locator is installed at the front end of the drill rod when drilling horizontal holes. The gyroscope and tilt sensor inside the guide locator monitor the drilling trajectory in real time to ensure that the horizontal hole falls within the range of the reaming section node.

[0030] This application provides a masonry retaining wall construction reinforcement method and a masonry retaining wall construction reinforcement device that adopts any of the above-mentioned implementation methods and has the same technical effect, which will not be described in detail here. Attached Figure Description

[0031] To more clearly illustrate the technical solutions in the embodiments of this application, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0032] Figure 1 This is a construction schematic diagram of the masonry retaining wall reinforcement device provided in the embodiments of this application;

[0033] Figure 2 for Figure 1 Enlarged view of part A in the middle;

[0034] Explanation of reference numerals in the attached figures:

[0035] 10. Vertical drilling; 11. Enlarged hole section; 20. Vertical anchoring unit; 21. Plastic sleeve; 211. Grouting bag; 212. Joint; 22. Vertical anchor rod; 30. Horizontal anchoring unit; 40. First crossbeam; 50. Second crossbeam. Detailed Implementation

[0036] The present application will be described more clearly below with reference to specific embodiments. These embodiments will help those skilled in the art to further understand the function of the present application, but do not limit the present application in any way. It should be noted that those skilled in the art can make several modifications and improvements without departing from the concept of the present application. These all fall within the protection scope of the present application.

[0037] To make the objectives, technical solutions, and advantages of this application clearer, the following description will be provided in conjunction with the accompanying drawings and specific embodiments.

[0038] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains.

[0039] Please refer to the following: Figure 1 and Figure 2 In a first aspect, this application provides a masonry retaining wall construction reinforcement device for reinforcing retaining walls. The top of the retaining wall has multiple vertical boreholes 10 spaced apart along its length, with a spacing of 1.5 meters to 2.5 meters between adjacent vertical boreholes 10. The vertical boreholes 10 are constructed using a variable-diameter drilling rig and each borehole 10 has at least one enlarged borehole section 11. The face of the retaining wall (i.e., the surface facing the road or the outside) has multiple horizontal boreholes spaced apart along its extension direction. The central axis of each horizontal borehole is horizontal or horizontally inclined downwards at 5° to 45°. The horizontal boreholes extend through the corresponding enlarged borehole section 11 into the stable soil or rock layer behind the retaining wall; the portion of the horizontal borehole within the enlarged borehole section 11 spatially intersects with the enlarged borehole section 11.

[0040] The masonry retaining wall reinforcement device includes multiple vertical anchoring units 20 and multiple horizontal anchoring units 30. The multiple vertical anchoring units 20 are correspondingly installed within vertical boreholes 10. Each vertical anchoring unit 20 includes a plastic sleeve 21 and a vertical anchor rod 22. The plastic sleeve 21, cylindrical in shape and made of PVC engineering plastic, has a wall thickness of 4 mm to 6 mm and a length matching the depth of the vertical borehole 10, typically 3 to 8 meters. A 2 mm to 5 mm gap is left between the outer wall of the plastic sleeve 21 and the inner wall of the borehole. Multiple perforated holes connecting the inner and outer spaces are formed on the wall of the plastic sleeve 21. These perforated holes can be circular through holes (8 mm to 12 mm in diameter) or elongated slots (6 mm to 10 mm in width and 20 mm to 40 mm in length). The perforated holes are arranged in a staggered or matrix pattern along the sleeve wall, with a perforation rate of 20% to 40%.

[0041] Vertical anchor rod 22 is installed inside the plastic sleeve 21; vertical anchor rod 22 is a hollow threaded steel bar, and the surface of the rod body can be provided with full-length threads to improve the anchoring force. The inside of the rod body is provided with a hollow grouting channel, and the tube wall of the rod body is provided with grout outlet holes at intervals of 50-80 cm. The lower end of the vertical anchor rod 22 extends into the stable soil or rock layer below the bottom of the vertical borehole 10 for no less than 0.5 meters.

[0042] Multiple horizontal anchoring units 30 are installed one-to-one in the horizontal borehole; each horizontal anchoring unit 30 includes a horizontal anchor body, which can be a hollow grouting anchor rod or a prestressed anchor cable. The front end of the horizontal anchor body (the end extending into the soil) passes through the enlarged borehole section 11 and is anchored in the stable soil or rock layer behind the retaining wall, with an anchoring section length of not less than 1.5 meters.

[0043] Both the vertical borehole 10 and the horizontal borehole are filled with grout, which is a cement-based grout. The horizontal anchoring unit 30 and the vertical anchoring unit 20 form a three-dimensional anchoring system that intersects in space within the reaming section 11 through the cured grout. The cured grout within the reaming section 11 encapsulates the lower end of the plastic sleeve 21, the vertical anchor rod 22, and the front end of the horizontal anchor into a whole. The two intersect each other in three-dimensional space but do not directly contact each other, relying on the cured grout to transfer the load.

[0044] It should be noted that the plastic sleeve 21 and vertical anchor rod 22 in the vertical anchoring unit 20, and the hollow grouting anchor rod or prestressed anchor cable in the horizontal anchoring unit 30, are all conventional components that have been maturely applied in the field of geotechnical anchoring engineering. Their individual structures, material selection, and basic working principles are existing technologies known to those skilled in the art. Therefore, even if this patent text does not provide a comprehensive description of the specific structural details of the above-mentioned components, those skilled in the art can still understand and implement this solution based on their common knowledge and conventional engineering practices, without affecting the clarity, completeness, and reproducibility of the technical solution.

[0045] Compared with the prior art, the beneficial effects of the masonry retaining wall construction reinforcement device provided in this application embodiment are:

[0046] The masonry retaining wall reinforcement device provided in this application includes multiple vertical anchoring units 20 and multiple horizontal anchoring units 30. Both the vertical and horizontal boreholes are filled with grout. The grout penetrates through perforated holes to form an embedded interface with the retaining wall's rubble and mortar. The horizontal anchoring units 30 and vertical anchoring units 20 form a spatially intersecting three-dimensional anchoring system within the enlarged borehole section 11 through the cured grout, reinforcing the interior of the retaining wall in both horizontal and vertical directions.

[0047] In terms of overturning resistance, the lower end of the vertical anchor 22 extends into the stable soil layer below the wall bottom, and the upper end is anchored to the top of the retaining wall. When the wall tends to overturn forward, the vertical anchor 22 directly provides vertical pull-out resistance. The large-diameter grout in the enlarged section 11 wraps around the lower end of the vertical anchor 22 to form an enlarged head anchoring effect. The perforated plastic sleeve 21 and the grout form a mechanical interlock through the edge of the perforated hole, making the pull-out bearing capacity of the vertical anchor 22 significantly higher than that of the anchor in the borehole of the same diameter.

[0048] In terms of resisting horizontal slippage, the horizontal anchoring unit 30 is anchored to the stable soil layer behind the wall after passing through the enlarged hole section 11. When the horizontal anchoring unit 30 is under tension, the anchoring force is first transferred to the grouting body in the enlarged hole section 11, and then distributed by the grouting body to the surrounding vertical anchoring units 20, so that the horizontal load is converted into pressure or shear force acting on the vertical anchor rod 22, realizing the coordinated force bearing of the anchoring components in the horizontal and vertical directions.

[0049] In terms of enhancing overall integrity and crack resistance, the crisscrossing grouting channels form concealed high-strength ribs inside the retaining wall, with tensile strength far exceeding that of the original masonry. When cracks appear in the wall due to uneven settlement or temperature changes, the cracks will be blocked or forced to change direction at the interface between the grouting and the masonry, thus delaying crack penetration and wall failure.

[0050] In terms of reducing construction damage, the plastic sleeve 21 is advanced synchronously with the drill rod during the vertical drilling process 10. The plastic sleeve 21 supports the hole wall, reduces the damage of drilling vibration to old walls, prevents the hole from collapsing under the action of vibration, and maintains the integrity of the wall during the construction period.

[0051] Please see Figure 2 A radially expandable grouting bag 211 is fixedly installed on the outer wall of the plastic sleeve 21 at the corresponding position of the borehole expansion section 11. The grouting bag 211 is annular cylindrical in shape and made of high-toughness fiber-reinforced rubber composite material, specifically composed of an inner rubber membrane, a middle tensile fiber fabric layer, and an outer rubber membrane, with an overall wall thickness of 1.0 mm to 2.5 mm. The length of the grouting bag 211 corresponds to the height of the borehole expansion section 11, typically 200 mm to 500 mm. Both ends of the grouting bag 211 can be sealed and fixed to the outer wall of the plastic sleeve 21 by stainless steel clamps, the clamp width being not less than 20 mm.

[0052] The outer wall of the plastic sleeve 21 is provided with a connector 212 that communicates with the grouting bag 211. The connector 212 is an internal or external threaded interface with a diameter of 8 mm to 12 mm. At least one grouting pipe is inserted into the inner hole of the plastic sleeve 21. The grouting pipe is a polyethylene or nylon hose. The lower end of the grouting pipe is connected to the connector 212 on the outer wall of the plastic sleeve 21 via a quick connector 212 or a thread. The upper end of the grouting pipe extends to the ground and is connected to grouting equipment (such as a piston grouting pump or a screw pump). The grouting equipment injects cement grout into the grouting bag 211 through the grouting pipe. The grouting pressure increases in stages, causing the grouting bag 211 to expand radially and fill the entire expanded hole section 11, forming a large-diameter concrete anchoring node within the expanded hole section 11.

[0053] When multiple grouting bags 211 are provided, each grouting bag 211 is equipped with a corresponding grouting pipe. Multiple grouting pipes can be connected to the same grouting equipment, and the flow of grout can be controlled by valves.

[0054] To further enhance the reinforcement effect, the masonry retaining wall reinforcement device also includes a protective layer sprayed onto the retaining wall surface. A prefabricated galvanized steel wire mesh is installed within the protective layer, with mesh sizes of 50 mm × 50 mm or 100 mm × 100 mm and wire diameters ranging from 2.5 mm to 3.5 mm. The wire mesh is fixed to the exposed upper portion of the vertical anchor rod 22, the rear end of the horizontal anchoring unit 30, and anchors embedded in the retaining wall surface by welding or binding. A protective layer spacing of 10 mm to 15 mm is maintained between the wire mesh and the retaining wall surface. The protective layer is a high-performance polymer cement mortar layer with a thickness of 30 to 50 mm.

[0055] On the one hand, polymer cement mortar and wire mesh form a composite reinforced thin-shell structure. The wire mesh provides tensile strength to the surface layer, while the polymer emulsion improves the adhesion between the mortar and the wall surface, as well as its crack resistance and impermeability. This effectively seals existing cracks in the wall surface, prevents rainwater and groundwater from seeping into and eroding the masonry, delays mortar weathering and stone loosening, and improves the overall structural strength and durability of the surface layer. On the other hand, compared with existing cast-in-place concrete frame beams, the protective layer uses a spraying construction process, eliminating the need for cumbersome procedures such as formwork erection, steel reinforcement binding, and formwork removal and curing. The material can be directly sprayed onto the wall surface and smoothed. The construction equipment is lightweight and flexible, making it particularly suitable for steep slopes or retaining walls with limited space. Furthermore, the protective layer thickness is only 30 to 50 millimeters, requiring less material and a shorter curing period, significantly shortening the construction cycle and reducing project costs. Therefore, this protective layer solution offers the technical advantages of convenient construction and high cost-effectiveness while ensuring reinforcement effectiveness.

[0056] Multiple vertical boreholes 10 are spaced apart along the thickness direction of the retaining wall (e.g., 2 to 3 rows), with the enlarged sections 11 of the multiple vertical boreholes 10 aligned in a straight line. After entering the face of the retaining wall, the horizontal borehole first passes through the enlarged sections 11 of the first row of vertical boreholes 10, then continues forward through the enlarged sections 11 of the second and third rows of vertical boreholes 10, finally extending into the stable soil or rock layer behind the retaining wall. Each horizontal borehole spatially intersects with the solidified grout within each enlarged section 11. The number of vertical boreholes 10 corresponding to each horizontal borehole (i.e., the number of enlarged sections 11 it passes through) is 2 to 3.

[0057] The masonry retaining wall construction reinforcement device also includes a first crossbeam 40 and a second crossbeam 50. The first crossbeam 40 is set at the top of the retaining wall along the extension direction of the retaining wall and is fixedly connected to the top of multiple vertical anchoring units 20. The second crossbeam 50 is set at the face of the retaining wall along the extension direction of the retaining wall and is fixedly connected to the horizontal anchoring unit 30.

[0058] The first crossbeam 40 and the second crossbeam 50 can be steel beams, made of I-beams or channel steel. The first crossbeam 40 connects the upper ends of all vertical anchor rods 22 into one unit, so that the vertical anchoring force is evenly distributed to the top of the entire retaining wall, avoiding local damage caused by excessive force on a single anchor rod; the second crossbeam 50 connects the rear ends of all horizontal anchoring units 30 into one unit, so that the horizontal anchoring force is distributed and transmitted to the face area of ​​the retaining wall through the crossbeam, improving the overall coordination of the anchoring system.

[0059] Secondly, embodiments of this application provide a method for reinforcing a masonry retaining wall during construction, characterized by employing the aforementioned masonry retaining wall reinforcement device, comprising the following steps:

[0060] Step 1: Clean the top and face of the retaining wall, removing fallen stones, weeds, etc., to ensure a smooth working surface. Use a tracked hydraulic drill or anchor drill to drill multiple vertical holes 10 at intervals along the retaining wall's extension direction. Employ a casing drilling process, ensuring the plastic casing 21 advances synchronously with the drill rod. A variable-diameter reamer is installed at the end of the drill rod. After drilling to the designed depth, use the existing variable-diameter reamer to enlarge the hole at the predetermined depth. The drill bit gradually expands to the target diameter, rotating at low speed (20 to 30 rpm) and repeatedly lifting and lowering it to cut and form an enlarged section 11 on the sidewall of the vertical hole 10. The height of the enlarged section 11 can be 200 mm to 500 mm.

[0061] As the drill rod moves downward, the plastic sleeve 21 is lowered synchronously by a clamping device or other equipment. The plastic sleeve 21 is used to support the borehole wall and prevent collapse.

[0062] Step Two: After drilling is completed, remove the drill rod. With the drill bit at its minimum diameter (smaller than the inner diameter of the plastic sleeve 21), the drill bit and drill rod can be removed through the inner hole of the plastic sleeve 21. The plastic sleeve 21 remains inside the borehole, with the grouting bag 211 corresponding to the height of the enlarged section 11. One end of the grouting pipe is connected to the grouting bag 211, and the other end extends to the ground. After confirming the sleeve position is correct, connect the upper end of the grouting pipe to the grouting equipment.

[0063] Step 3: Inject cement grout into the grouting bag 211 through the grouting pipe inserted in the plastic sleeve 21. Grouting can be done in stages to allow the grouting bag 211 to expand and fill the entire enlarged hole section 11. After the grout in the grouting bag 211 solidifies, a large-diameter concrete anchoring node is formed in the enlarged hole section 11.

[0064] Step 4: After the concrete at node 11 of the enlarged section reaches the design strength, drill a horizontal borehole at the position where the face of the retaining wall intersects with the vertical borehole 10 in a horizontal or downwardly inclined direction, so that the horizontal borehole passes through the solidified concrete node in the enlarged section 11 and extends into the stable soil or rock layer behind the retaining wall.

[0065] Step 5: Install the horizontal anchoring unit 30 in the horizontal borehole, so that the front end of the horizontal anchoring unit 30 passes through the node of the enlarged section 11 and is anchored in the stable soil or rock layer behind the retaining wall.

[0066] Step Six: Install vertical anchor rods 22 in the plastic casing 21 inside the vertical borehole 10. Pressure grouting is performed through the vertical anchor rods 22 into and outside the casing, allowing the grout to penetrate through the perforated holes into the expansion section 11 node outside the casing and the surrounding rock of the borehole wall, forming the anchor body of the vertical anchor rods 22. After the grout flows out from the grout outlet hole in the wall of the vertical anchor rods 22, it penetrates through the perforated holes of the plastic casing 21 to the outside of the casing, filling the annular gap between the plastic casing 21 and the borehole wall of the vertical borehole 10, and further penetrating into the micro-cracks of the concrete at the expansion section 11 node and the surrounding rock of the borehole wall.

[0067] When drilling horizontal boreholes, a guide locator is installed at the front end of the drill rod. The gyroscope and tilt sensor inside the guide locator monitor the borehole trajectory in real time to ensure that the horizontal borehole falls within the range of node 11 of the reaming section.

[0068] Those skilled in the art should understand that the specific materials, specifications, strength grades, and geometric dimensions of the anchor bodies (including hollow grouting anchors and prestressed anchor cables) involved in the above-mentioned and subsequent implementation methods, as well as the process parameters such as grout mix ratio, grouting pressure, and pressure stabilization time during grouting construction, are all conventional technical contents in the field of geotechnical anchoring engineering. In engineering practice, reasonable selection and determination can be made by referring to the current relevant technical specifications based on the height of the retaining wall, the magnitude of the earth pressure behind the wall, the stratum conditions, and the reinforcement design requirements. This application will not repeat such conventional technical details.

[0069] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A masonry retaining wall construction reinforcement device, used for reinforcing retaining walls during construction, characterized in that, The top of the retaining wall is provided with a plurality of vertical boreholes (10) spaced apart along its own extension direction, and each vertical borehole (10) has at least one enlarged borehole section (11) with an enlarged borehole diameter; the face of the retaining wall is provided with a plurality of horizontal boreholes spaced apart along its own extension direction, and the central axis of each horizontal borehole is horizontal or horizontally inclined downward; the horizontal boreholes extend through the corresponding enlarged borehole section (11) and into the stable soil or rock layer behind the retaining wall. The masonry retaining wall construction reinforcement device includes: Multiple vertical anchoring units (20) are correspondingly installed in the vertical borehole (10); each vertical anchoring unit (20) includes a plastic sleeve (21) and a vertical anchor rod (22). The plastic sleeve (21) is installed in the vertical borehole (10), and the wall of the plastic sleeve (21) has multiple perforated holes penetrating its own wall thickness. The vertical anchor rod (22) is installed in the inner hole of the plastic sleeve (21); and Multiple horizontal anchoring units (30) are respectively installed in the horizontal borehole; Both the vertical borehole (10) and the horizontal borehole are filled with grout. The horizontal anchoring unit (30) and the vertical anchoring unit (20) form a three-dimensional anchoring system with spatial intersection through the solidified grout in the enlarged section (11).

2. The masonry retaining wall construction reinforcement device according to claim 1, characterized in that, The outer wall of the plastic sleeve (21) is fixedly provided with a radially expandable grouting bag (211) at the corresponding position of the expansion section (11). The outer wall of the plastic sleeve (21) is provided with a connector (212) that communicates with the grouting bag (211). At least one grouting pipe is inserted into the inner hole of the plastic sleeve (21). The lower end of the grouting pipe is connected to the connector (212). The upper end of the grouting pipe extends to the ground and is connected to the grouting equipment for injecting grout into the grouting bag (211) to make it expand and fill the expansion section (11).

3. The masonry retaining wall construction reinforcement device according to claim 1, characterized in that, It also includes a protective layer sprayed onto the surface of the retaining wall, wherein a wire mesh is suspended inside the protective layer, and the protective layer is a high-performance polymer cement mortar layer with a thickness of thirty to fifty millimeters.

4. The masonry retaining wall construction reinforcement device according to claim 1, characterized in that, The horizontal anchoring unit (30) is a hollow grouting anchor or a prestressed anchor cable.

5. The masonry retaining wall construction reinforcement device according to claim 1, characterized in that, The vertical boreholes (10) are spaced apart along the thickness direction of the retaining wall. The enlarged sections (11) of the multiple vertical boreholes (10) are on the same straight line. The horizontal boreholes pass through the multiple enlarged sections (11) in sequence.

6. The masonry retaining wall construction reinforcement device according to claim 1, characterized in that, It also includes a first crossbeam (40) and a second crossbeam (50). The first crossbeam (40) is disposed on the top of the retaining wall along the extension direction of the retaining wall and is fixedly connected to the top of the plurality of vertical anchoring units (20). The second crossbeam (50) is disposed on the face of the retaining wall along the extension direction of the retaining wall and is fixedly connected to the horizontal anchoring unit (30).

7. A method for constructing and reinforcing a masonry retaining wall, characterized in that, The masonry retaining wall construction reinforcement device according to any one of claims 1 to 6 includes the following steps: Multiple vertical holes (10) are drilled at intervals along the extension direction of the retaining wall at the top of the retaining wall. The plastic casing (21) is advanced synchronously with the drill rod using the casing drilling process. After drilling to the design depth, a variable diameter reaming drill bit is used to carry out reaming construction at the predetermined depth to form a reaming section (11) with an enlarged hole diameter. After drilling is completed, the drill rod is removed, the plastic sleeve (21) remains in the borehole, and the grouting bag (211) corresponds to the height position of the enlarged section (11); Cement grout is injected into the grouting bag (211) through the grouting pipe inserted in the plastic sleeve (21), causing the grouting bag (211) to expand and fill the entire enlarged hole section (11). After the grout in the grouting bag (211) solidifies, a large-diameter concrete anchoring node is formed in the enlarged hole section (11). After the concrete of the expansion section (11) node reaches the design strength, a horizontal borehole is drilled at the position where the face of the retaining wall intersects with the vertical borehole (10) in a horizontal or horizontally downward inclined direction, so that the horizontal borehole passes through the solidified concrete node in the expansion section (11) and extends to the stable soil or rock layer behind the retaining wall. Install a horizontal anchoring unit (30) in the horizontal borehole, so that the front end of the horizontal anchoring unit (30) passes through the hole enlargement section (11) node and is anchored in the stable soil or rock layer behind the retaining wall. A vertical anchor rod (22) is installed in the plastic casing (21) inside the vertical borehole (10). Pressure grouting is performed on the inside and outside of the casing through the vertical anchor rod (22), so that the grout penetrates through the perforated hole to the expansion section (11) node outside the casing and the surrounding rock of the borehole wall, forming the anchor body of the vertical anchor rod (22).

8. The method for constructing and reinforcing a masonry retaining wall according to claim 7, characterized in that, When drilling horizontal holes, a guide locator is installed at the front end of the drill rod. The gyroscope and tilt sensor inside the guide locator monitor the drilling trajectory in real time to ensure that the horizontal hole falls within the range of the enlarged section (11).

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