An assembled continuous retaining wall structure for an expansive soil slope and a slope supporting method

Abstract

The present application relates to a kind of expansion soil slope assembled continuous retaining wall structure, slope bottom is provided with the anchor rod along the width direction extension, length direction interval arrangement;Unit retaining wall along the length direction of slope is arranged to be integrated, and be connected with anchor rod;Slope top is provided with the slope top beam extending along length direction;Slope top beam and unit retaining wall are arranged unit frame beam connected head to tail between them, one end is elastically connected with unit retaining wall, the other end is on slope top beam, adjacent unit frame beam is also elastically connected;Unit retaining wall one end is provided with cable, cable extends and abuts on wall upper end, extends along unit frame beam length direction and cooperates, compared with traditional independent retaining wall, improve the resistance to sliding force of slope, guarantee the stability of slope bottom, can timely adjust internal stress distribution of structure, significantly improve the adaptability of retaining wall to periodic expansion and shrinkage of expansion soil, the abutting cooperation of cable can exert constraint tension on unit retaining wall, further improve the anti-overturning capacity of unit retaining wall.

Description

A prefabricated continuous retaining wall structure and slope protection method for expansive soil slopes Technical Field

[0001] This invention relates to the field of expansive soil slope protection technology, specifically a prefabricated continuous retaining wall structure and slope support method for expansive soil slopes. Background Technology

[0002] In civil engineering construction, the stability of expansive soil slopes has always been a key concern in the engineering community. Expansive soil has significant characteristics of swelling upon absorbing water and shrinking upon losing water. Repeated wet-dry cycles can cause cracks in the soil, significantly reducing its strength, which in turn can lead to a series of destructive phenomena such as slope deformation, sliding, and collapse, seriously threatening the safety of buildings, roads, and people near the slope.

[0003] Currently, conventional retaining walls are one of the commonly used structural forms for supporting expansive soil slopes. Traditional retaining walls are typically installed at the downslope edge of the slope, relying primarily on their own weight, foundation friction, and passive earth pressure from the soil behind the wall to maintain stability. However, this approach has several drawbacks in expansive soil slope environments. First, the enormous expansion force and contraction deformation generated by the expansion and contraction of the expansive soil repeatedly act on the retaining wall, leading to uneven loads on the foundation. This can cause settlement, tilting, or even slippage, severely weakening the stability of the retaining wall. Second, because the retaining wall only provides support at the downslope edge, it cannot effectively control the stress distribution across the entire slope. The expansive soil in the upper and middle parts of the slope may still undergo significant deformation under expansion and contraction, forming a potential sliding surface and causing overall slope instability. Furthermore, conventional retaining walls are mostly constructed using on-site casting or prefabrication followed by integral installation. Their structural form is relatively simple, making them difficult to adapt to the complex and variable engineering characteristics of expansive soil, and they also present significant challenges in later maintenance and repair.

[0004] In summary, existing expansive soil slope protection technologies, especially ordinary retaining walls, are significantly inadequate in addressing the swelling and shrinkage characteristics of expansive soil. There is an urgent need to develop a new expansive soil slope protection structure and method to effectively solve problems such as slope slippage and instability, as well as the stability of the retaining wall itself. Summary of the Invention

[0005] In view of the shortcomings of the existing technology, a prefabricated continuous retaining wall structure and slope support method for expansive soil slope is provided, which aims to solve the problem of uneven load bearing on the foundation of the retaining wall, so as to effectively solve the problems of slippage and instability of expansive soil slope and the stability of the retaining wall itself.

[0006] To achieve the above and other related objectives, this invention proposes a prefabricated continuous retaining wall structure for expansive soil slopes, characterized by comprising:

[0007] Anchor bolts are arranged at the bottom of the slope, extending along the width of the slope, and multiple sets are arranged at intervals along the length of the slope.

[0008] Unit retaining walls are arranged at the bottom of the slope and along the length of the slope, and adjacent unit retaining walls are assembled as a whole.

[0009] The anchor rod is assembled as a whole with the unit retaining wall;

[0010] A slope top beam is located at the top of the slope and is arranged along the length of the slope.

[0011] A unit frame beam is provided between the slope top beam and the unit retaining wall. The unit frame beams are connected end to end along the width direction of the slope. One end of the unit frame beam is elastically connected to the unit retaining wall, and the other end of the unit frame beam is supported on the slope top beam.

[0012] The adjacent unit frame beams are elastically connected, and a steel cable is provided at one end of the unit retaining wall. The steel cable extends and abuts against the upper end of the unit retaining wall and extends along the length direction of the unit frame beam, forming abutment fit.

[0013] In one embodiment of the present invention, the anchor rod is arranged horizontally and an adjusting cap is provided at the end of the rod. The adjusting cap and the anchor rod form an adjustable connection. The adjusting direction of the adjusting cap is arranged along the length direction of the anchor rod. One end of the adjusting cap abuts against the steel cable and tightens the steel cable.

[0014] In one embodiment of the present invention, the end of the anchor rod is provided with a sliding sleeve, the sliding sleeve slides along the length direction of the anchor rod, one end of the sliding sleeve is provided with an elastic sleeve between it and the unit retaining wall, and the adjusting cap is adjustablely provided on the sliding sleeve.

[0015] In one embodiment of the present invention, the sliding sleeve is provided with an elastic compression sleeve, the lower end of the unit retaining wall is provided with an opening, the elastic compression sleeve is introduced through the opening and a pressure regulating unit is provided below it, the pressure regulating unit is used to press the elastic compression sleeve against the lower end surface of the unit retaining wall.

[0016] In one embodiment of the present invention, the pressure regulating unit includes an adjusting pad that abuts against the outer wall of the elastic compression sleeve. An adjusting wedge is provided below the adjusting pad, one end of which is connected to one end of the steel cable. The adjusting cap rotates on the sliding sleeve and moves horizontally via the steel cable, thereby causing the adjusting pad to rise.

[0017] In one embodiment of the present invention, the unit retaining wall has a right trapezoidal structure with a smaller top and a larger bottom. A reserved base is provided below the unit retaining wall. The reserved base is arranged along the length direction of the bottom of the slope. An insertion groove is provided on the reserved base. A pressure-relief elastic sleeve is provided in the insertion groove. At least two insertion columns are provided on the lower end face of the unit retaining wall. The insertion columns are respectively inserted into the pressure-relief elastic sleeve. The joint surfaces of adjacent unit retaining walls are fitted together as one unit by a concave-convex structure.

[0018] In one embodiment of the present invention, the end face of the adjusting cap is provided with a first abutting wheel, the upper end of the unit retaining wall is provided with a second abutting wheel, the steel cable abuts against the first abutting wheel and the second abutting wheel from bottom to top respectively, and extends along the length direction of the unit frame beam towards the top of the slope, and the steel cable abuts against the beam surface of the unit frame beam.

[0019] A third abutment wheel is provided on the unit frame beam located at the bottom of the slope, and a fourth abutment wheel is provided on the unit frame beam located in the middle of the slope. The steel cable abuts against the lower rim of the third abutment wheel and against the upper rim of the fourth abutment wheel.

[0020] A fifth abutment wheel is provided on the unit frame beam located at the top of the slope, and the steel cable surrounds the fifth abutment wheel and extends downward to connect with the upper end of the unit retaining wall.

[0021] In one embodiment of the present invention, a snap-fit ​​groove is provided on the side of the unit retaining wall, one end of the unit frame beam is horizontal and snap-fitted in the snap-fit ​​groove, and a pressure relief elastic pad is provided between the end face of the unit frame beam and the side of the unit retaining wall.

[0022] In one embodiment of the present invention, adjacent unit frame beams are connected by elastic support columns, and a sliding roller is provided on the lower beam surface of the unit frame beam. The sliding roller is slidably disposed at the bottom of a reserved groove opened on the slope, and the sliding roller is horizontal and arranged along the width direction of the unit frame beam.

[0023] Another object of the present invention is to provide a slope protection method, which adopts the above-mentioned prefabricated continuous retaining wall structure for expansive soil slopes, and the slope protection method includes the following steps:

[0024] The first step is to smooth the slope surface, making it flat.

[0025] The second step is to excavate the first trench at the bottom of the slope and the second trench at the top of the slope, so that the first trench and the second trench are arranged along the length of the slope.

[0026] The third step is to place a reinforcing cage in the first trench and pour concrete to form a reserved foundation; place a reinforcing cage in the second trench and pour concrete to form a slope top beam.

[0027] Step 4: Create a third trench on the slope, so that the third trench is arranged along the width of the slope and multiple sets of the third trench are arranged at intervals along the length of the slope. Modify the third trench to make it flat and smooth.

[0028] Step 5: Drill anchor holes at the bottom of the slope in the direction of slope width and insert anchor rods. Multiple sets of anchor rods are arranged along the length of the slope.

[0029] Step 6: Using hoisting equipment, the unit retaining wall is hoisted onto the reserved foundation, so that the unit retaining wall and the reserved foundation are integrated into one unit, and the unit retaining walls are connected to each other and assembled into one unit along the length of the reserved foundation.

[0030] Step 7: Using hoisting equipment, the unit frame beam is hoisted onto the third trench between the unit retaining wall and the slope top beam, so that the unit frame beam located at the bottom of the slope abuts against the side of the unit retaining wall, and the unit frame beam located at the top of the slope is erected on the slope top beam.

[0031] Step 8: Using hoisting equipment, install the unit frame beams on the slope within multiple sets of third trenches;

[0032] Step 9: Place the sliding sleeve, adjusting cap, and elastic compression sleeve onto the anchor rod. Set the adjusting wedge below the unit retaining wall. Fix one end of the steel cable to the adjusting wedge and extend it upward along the unit retaining wall. Arrange the steel cable along the length of the unit frame beam. Tighten the steel cable by rotating the adjusting cap. Then install each set of slope support structures to complete the installation of the entire slope support structure.

[0033] By adopting the above technical solution, the technical effect of this solution is as follows:

[0034] Anchor bolts extend along the width of the slope and are spaced at the bottom of the slope. They are assembled with the unit retaining walls and can penetrate deep into the stable soil layer to provide strong anchoring force. This effectively limits the horizontal displacement and foundation settlement of the unit retaining walls under the action of expansive soil, and enhances the anti-sliding and anti-overturning capacity of the retaining wall foundation. The unit retaining walls are continuously arranged along the length of the slope and assembled with each other to form a continuous and stable support structure. Compared with traditional independent retaining walls, this greatly improves the resistance to slope sliding force and ensures the stability of the slope bottom.

[0035] One end of the unit frame beam is elastically connected to the unit retaining wall, and the other end is supported on the slope top beam. Adjacent unit frame beams are also elastically connected. This elastic connection method can effectively buffer the deformation and stress caused by the expansion and contraction of expansive soil. When the expansive soil absorbs water and expands, the elastic connection structure allows the unit frame beam to undergo a certain displacement, avoiding excessive stress on structural components due to rigid connections and potential damage. When the soil shrinks due to water loss, it can promptly adjust the internal stress distribution of the structure, maintain the integrity of the overall structure, and significantly improve the adaptability of the retaining wall to the periodic expansion and contraction changes of expansive soil.

[0036] The unit frame beams installed between the slope top beam and the unit retaining wall are connected sequentially end-to-end along the width of the slope. These beams, along with steel cables, abut against the top of the unit retaining wall and extend along the length of the unit frame beams, forming a spatial force-bearing system. This system effectively disperses and transmits the sliding and expansion forces generated by the slope soil, altering the stress distribution of the slope soil, making the stress distribution more uniform across the entire slope, reducing the formation of potential sliding surfaces, and enhancing the overall stability of the slope. Simultaneously, the abutment of the steel cables applies restraining tension to the unit retaining wall, further improving its overturning resistance. Attached Figure Description

[0037] To more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0038] Figure 1 and Figure 2 are respectively the front view and top view of a slope in one embodiment of the present invention;

[0039] Figure 3 is a front view of the prefabricated continuous retaining wall structure for expansive soil slope assembled on the slope in one embodiment of the present invention.

[0040] Figure 4 is a structural schematic diagram of the prefabricated continuous retaining wall structure for expansive soil slope in one embodiment of the present invention.

[0041] Figure 5 is a front view of the prefabricated continuous retaining wall structure for expansive soil slope in one embodiment of the present invention.

[0042] Figures 6 and 7 are schematic diagrams of the anchor rod and unit retaining wall assembly in a prefabricated continuous retaining wall structure for expansive soil slope according to one embodiment of the present invention.

[0043] Figure 8 is a cross-sectional structural diagram of the assembly of anchor rods and unit retaining walls in a prefabricated continuous retaining wall structure for expansive soil slopes according to one embodiment of the present invention.

[0044] Figure 9 is a plan view of the assembly of a unit retaining wall in one embodiment of the present invention;

[0045] Figure 10 is a schematic diagram of the reserved base structure in one embodiment of the present invention. Detailed Implementation

[0046] The following specific examples illustrate the implementation of the present invention. Those skilled in the art can easily understand other advantages and effects of the present invention from the content disclosed in this specification. The present invention can also be implemented or applied through other different specific embodiments, and various details in this specification can also be modified or changed based on different viewpoints and applications without departing from the spirit of the present invention.

[0047] It should be noted that the illustrations provided in this embodiment are only schematic representations of the basic concept of the present invention. Therefore, the drawings only show the components related to the present invention and are not drawn according to the actual number, shape and size of the components in the actual implementation. In the actual implementation, the form, quantity and proportion of each component can be arbitrarily changed, and the layout of the components may also be more complex.

[0048] It should be noted that traditional retaining walls are typically located at the downslope edge of a slope, relying primarily on their own weight, foundation friction, and passive earth pressure from the soil behind the wall to maintain stability. However, this approach has several drawbacks in expansive soil slope environments. First, the enormous expansion and contraction forces generated by the expansion and contraction of expansive soil repeatedly act on the retaining wall, leading to uneven loads on the foundation. This can cause settlement, tilting, or even slippage, severely weakening the retaining wall's stability. Second, because the retaining wall only provides support at the downslope edge, it cannot effectively control the stress distribution across the entire slope. The expansive soil in the upper and middle parts of the slope may still undergo significant deformation under expansion and contraction, forming a potential sliding surface and causing overall slope instability. Furthermore, traditional retaining walls are often constructed using on-site casting or prefabrication followed by integral installation. Their structural forms are relatively simple, making them unsuitable for the complex and variable engineering characteristics of expansive soil, and they present significant challenges in later maintenance and repair.

[0049] To address this issue, the present invention proposes a prefabricated continuous retaining wall structure for expansive soil slopes, comprising:

[0050] Anchor bolts 10 are arranged at the bottom of the slope, extending along the width of the slope, and multiple sets are arranged at intervals along the length of the slope.

[0051] Unit retaining walls 20 are arranged at the bottom of the slope and along the length extension direction of the slope, and adjacent unit retaining walls 20 are assembled into one unit;

[0052] The anchor rod 10 is assembled with the unit retaining wall 20 as a whole; the slope top beam 30 is located at the top of the slope and is arranged along the length extension direction of the slope.

[0053] A unit frame beam 40 is provided between the slope top beam 30 and the unit retaining wall 20. The unit frame beam 40 is connected end to end along the width direction of the slope. One end of the unit frame beam 40 is elastically connected to the unit retaining wall 20, and the other end of the unit frame beam 40 is supported on the slope top beam 30.

[0054] Adjacent unit frame beams 40 are elastically connected. One end of the unit retaining wall 20 is provided with a steel cable 50. The steel cable 50 extends and abuts against the upper end of the unit retaining wall 20 and extends along the length direction of the unit frame beam 40.

[0055] In one embodiment, referring to Figure 4, the adjacent retaining walls 20 can be connected by a slot, so that the adjacent retaining walls 20 form a whole, preventing water and soil from flowing out from the gaps between the adjacent retaining walls 20. A sealing gasket can be placed between the adjacent retaining walls 20 to form a barrier against water and soil, and also to form a buffer between the adjacent retaining walls 20.

[0056] In one embodiment, the slope top beam 30 is pre-cast at the top of the slope to provide support for the upper end of the unit frame beam 40. The slope top beam 30 is formed by steel-concrete casting. Since the top of the slope is less affected by the deformation of the slope, anchor bolts or other reinforcements do not need to be fixed at the position of the slope top beam 30, thus reducing construction procedures and costs.

[0057] In one embodiment, referring to Figures 6 and 8, the anchor rod 10 is arranged horizontally and an adjusting cap 11 is provided at the end of the rod. The adjusting cap 11 is connected to the anchor rod 10 in an adjustable manner. The adjusting direction of the adjusting cap 11 is arranged along the length direction of the anchor rod 10. One end of the adjusting cap 11 abuts against the steel cable 50 and tightens the steel cable 50.

[0058] In the above embodiments, by adjusting the cap 11 along the length of the anchor rod 10, the tightness of the steel cable 50 can be precisely adjusted according to the actual stress condition of the expansive soil slope. When the expansive soil absorbs water and expands, generating a large lateral pressure, the adjusting cap 11 can be tightened to increase the tension of the steel cable 50, so that the steel cable 50, the unit retaining wall 20, and the unit frame beam 40 form a stronger cooperative force system, effectively resisting soil thrust and suppressing slope sliding deformation; while in the water loss and shrinkage stage, the adjusting cap 11 can be appropriately loosened to avoid damage to the components due to excessive tension of the steel cable 50, always maintaining stable constraint on the slope, and significantly improving the overall stability of the slope under different working conditions.

[0059] Furthermore, the repeated wet-dry cycles of expansive soil lead to continuous changes in soil deformation, which traditional fixed connection methods cannot adapt to. The setting of the adjusting cap 11 allows the steel cable 50 to adjust its tension within a certain range according to the soil deformation. When the soil expands and squeezes the retaining wall, the steel cable 50 can be appropriately extended through the adjusting cap 11 to release stress, avoiding cracking of components such as the unit retaining wall 20 and unit frame beam 40 due to stress concentration. When the soil shrinks, the steel cable 50 can be tightened in time to maintain the restraint of the structure, reduce fatigue damage caused by frequent deformation, extend the service life of the prefabricated continuous retaining wall, and enhance the durability of the structure.

[0060] Furthermore, during construction, the adjusting cap 11 facilitates the installation and pre-tensioning of the steel cable 50, eliminating the need for complex tensioning equipment and precise calculations. Construction personnel can quickly adjust the tension of the steel cable 50 according to the actual site conditions, improving construction efficiency. In the later maintenance phase, if localized deformation of the slope or slack in the steel cable is detected, adjustments can be made directly through the adjusting cap 11 without disassembling the entire structure or undertaking large-scale repairs. This significantly reduces maintenance difficulty and costs, while minimizing the impact of maintenance on the normal use of the slope, demonstrating significant economic benefits and engineering practicality.

[0061] In one embodiment, referring to FIG8, the end of the anchor rod 10 is provided with a sliding sleeve 12, the sliding sleeve 12 slides along the length direction of the anchor rod 10, and an elastic sleeve 13 is provided between one end of the sliding sleeve 12 and the unit retaining wall 20. The adjusting cap 11 is adjustablely provided on the sliding sleeve 12.

[0062] In the above embodiments, the sliding sleeve 12 can slide freely along the length of the anchor rod 10. Combined with the buffering effect of the elastic sleeve 13, it can respond in real time to the expansion and contraction deformation of the expansive soil. When the expansive soil absorbs water and expands, compressing the unit retaining wall 20, the unit retaining wall 20, under pressure, pushes the elastic sleeve 13 to compress, and the sliding sleeve 12 slides along the anchor rod 10, providing buffer space for soil deformation and preventing cracking of the unit retaining wall 20 or excessive stress on the anchor rod 10 due to rigid contact. When the soil loses water and shrinks, the elastic sleeve 13 recovers its deformation, causing the sliding sleeve 12 to move back, continuously maintaining constraint on the unit retaining wall 20, effectively reducing the risk of structural damage caused by soil deformation, and ensuring the integrity of the overall structure of the prefabricated continuous retaining wall.

[0063] Furthermore, the adjusting cap 11 is mounted on the sliding sleeve 12 and the two are threaded together. The adjusting cap 11 can be moved outward or inward relative to the sliding sleeve 12 for adjustment. When adjusting the tension of the steel cable 50, the tension can be evenly transmitted to the unit retaining wall 20 through the sliding sleeve 12. Combined with the elastic deformation characteristics of the elastic sleeve 13, this design can adaptively adjust the stress on various parts of the unit retaining wall 20, avoiding local stress concentration. For example, when the local soil expansion force on the slope is large, the elastic sleeve 13 compresses more in that area. The sliding sleeve 12 drives the adjusting cap 11 to make a slight adjustment, redistributing the tension of the steel cable 50, enhancing the support for weak parts, and thus improving the stability and coordinated stress-bearing capacity of the entire slope support structure. In the later maintenance process, if abnormal stress is found in the unit retaining wall 20 or the anchor rod 10, the stress state can be recalibrated by adjusting the adjusting cap 11 and the sliding sleeve 12, or the damaged elastic sleeve 13 can be replaced. There is no need for large-scale disassembly of the entire structure, which greatly reduces maintenance costs and construction difficulty, and extends the service life of the support structure. This design enables the anchor bolts 10, unit retaining walls 20, and steel cables 50 to form a flexible connection system, better adapting to the complex and variable engineering characteristics of expansive soil. Whether it's the difference in the degree of expansion and contraction of expansive soil in different areas or the changes in soil properties caused by long-term wet-dry cycles, the synergistic effect of the sliding sleeves 12, elastic sleeves 13, and adjusting caps 11 can dynamically adjust the structural stress, ensuring the continuous and stable operation of the support system under complex working conditions. This significantly enhances the adaptability of this prefabricated continuous retaining wall structure to different geological conditions and engineering environments.

[0064] In one embodiment, the sliding sleeve 12 is covered with an elastic compression sleeve 121, and the lower end of the unit retaining wall 20 is provided with an opening 21. The elastic compression sleeve 121 is introduced through the opening 21 and a pressure regulating unit is provided below it. The pressure regulating unit is used to press the elastic compression sleeve 121 against the lower end surface of the unit retaining wall 20.

[0065] In the above embodiments, the elastic compression sleeve 121 has good elastic deformation capability. When the expansive soil expands, the soil pushes the unit retaining wall 20 to produce displacement. The elastic compression sleeve 121 is compressed and deformed, absorbing and buffering the huge pressure generated by the expansion of the soil, and preventing the unit retaining wall 20 from being damaged by excessive stress directly.

[0066] When the soil shrinks due to water loss, the elastic compression sleeve 121 recovers its deformation, continuously providing support for the unit retaining wall 20. This reduces the gap between the unit retaining wall 20 and the soil caused by soil shrinkage, effectively reducing stress concentration caused by soil deformation and protecting the integrity of the unit retaining wall 20 and the entire support structure. The pressure adjustment unit can flexibly adjust the pressure of the elastic compression sleeve 121 against the lower end face of the unit retaining wall 20 according to the actual working conditions of the expansive soil. When the expansive soil has a strong expansion trend, the pressure of the pressure adjustment unit is increased, making the elastic compression sleeve 121 more tightly against the unit retaining wall 20, strengthening the constraint on the unit retaining wall 20, and effectively resisting the thrust of soil expansion. During the soil shrinkage stage, the pressure is appropriately reduced to avoid excessive reverse pressure from the elastic compression sleeve 121 on the unit retaining wall 20, ensuring that the structure is always in a reasonable stress state and improving the stability and reliability of the slope support structure.

[0067] In one embodiment, the pressure regulating unit includes an adjusting pad 14 that abuts against the outer wall of the elastic compression sleeve 121. An adjusting wedge 15 is provided below the adjusting pad 14, one end of which is connected to one end of the steel cable 50. The adjusting cap 11 rotates on the sliding sleeve 12 and moves horizontally via the steel cable 50, thereby causing the adjusting pad 14 to rise.

[0068] In the above embodiment, by rotating the adjusting cap 11, the steel cable 50 is driven to move the adjusting wedge 15 horizontally, thereby pushing the adjusting pad 14 up or down. Both the adjusting pad 14 and the adjusting wedge 15 are made of rigid materials, and the adjusting pad 14 can only move vertically, achieving precise control of the pressure of the elastic compression sleeve 121. When the expansive soil absorbs water and expands, increasing the thrust on the unit retaining wall 20, the adjusting cap 11 can be rotated to move the adjusting wedge 15, causing the adjusting pad 14 to rise and press against the elastic compression sleeve 121, enhancing its resistance pressure on the unit retaining wall 20 and effectively resisting the soil expansion force. When the soil loses water and shrinks, reducing the pressure, the adjusting cap 11 is rotated in the opposite direction, and the adjusting wedge 15 is manually or hydraulically pushed back to its original position, causing the adjusting pad 14 to fall, reducing the pressure of the elastic compression sleeve 121 and avoiding unnecessary compression on the unit retaining wall 20. This dynamic adjustment mechanism can adapt to the expansion and contraction changes of the expansive soil in real time, always keeping the structure in the optimal stress state. The adjusting wedge 15 is connected to the steel cable 50, forming a linkage system between the pressure adjusting unit, the steel cable 50, the anchor bolt 10, and other structures. While adjusting the pressure of the elastic compression sleeve 121, the tension of the steel cable 50 is also adjusted synchronously, achieving multi-directional constraint on the unit retaining wall 20. For example, when the pressure of the elastic compression sleeve 121 is increased by adjusting the wedge 15, the steel cable 50 tightens simultaneously, not only enhancing the support for the lower end of the unit retaining wall 20 but also applying tension to the upper end of the unit retaining wall 20, making the entire unit retaining wall 20 more evenly stressed, effectively suppressing wall tilting or slippage, and significantly improving the overall stability and collaborative working capacity of the slope protection structure.

[0069] In one embodiment, referring to Figures 6 to 8 and Figure 10, the unit retaining wall 20 has an overall right-angled trapezoidal structure with a smaller top and a larger bottom. A reserved base 60 is provided below the unit retaining wall 20. The reserved base 60 is arranged along the length direction of the bottom of the slope. An insertion groove 61 is provided on the reserved base 60. A pressure-relief elastic sleeve 62 is provided in the insertion groove 61. At least two insertion posts 22 are provided on the lower end face of the unit retaining wall 20. The insertion posts 22 are respectively inserted into the pressure-relief elastic sleeves 62. The mating surfaces of adjacent unit retaining walls 20 are fitted together as one unit through a concave-convex structure.

[0070] In the above embodiments, a pressure-relieving elastic sleeve 62 is provided in the insertion groove 61 of the reserved base 60, which cooperates with the insertion post 22 at the lower end of the unit retaining wall 20 to provide elastic buffer space for the retaining wall. When the expansive soil absorbs water and expands, the soil pushes the unit retaining wall 20 to generate displacement, and the pressure-relieving elastic sleeve 62 is deformed under pressure, absorbing the stress generated by the soil expansion, and avoiding cracking or foundation damage of the unit retaining wall 20 due to rigid contact; when the soil loses water and shrinks, the pressure-relieving elastic sleeve 62 restores its deformation, continuously providing stable support for the unit retaining wall 20, reducing structural damage caused by soil deformation, and effectively extending the service life of the retaining wall. The prefabricated unit retaining wall 20 is quickly installed by the insertion post 22 and the insertion groove 61 of the reserved base 60, without the need for complicated on-site pouring and precise alignment, which greatly improves construction efficiency; the concave-convex interlocking structure further simplifies the wall splicing process and reduces construction errors. During later maintenance, if a unit retaining wall 20 is damaged, it can be disassembled and replaced separately without damaging the surrounding walls, reducing maintenance difficulty and cost; the replaceable design of the elastic sleeve 62 also facilitates timely repair of the problem of decreased elastic performance caused by soil deformation, ensuring the long-term stable operation of the support structure, with significant economic benefits and engineering practicality.

[0071] In one embodiment, referring to Figure 3, the end face of the adjusting cap 11 is provided with a first abutting wheel 111, and the upper end of the unit retaining wall 20 is provided with a second abutting wheel 23. The steel cable 50 abuts against the first abutting wheel 111 and the second abutting wheel 23 from bottom to top, and extends along the length of the unit frame beam 40 towards the top of the slope. The steel cable 50 abuts against the beam surface of the unit frame beam 40. A third abutting wheel 45 is provided on the unit frame beam 40 located at the bottom of the slope, and a fourth abutting wheel 46 is provided on the unit frame beam 40 located in the middle of the slope. The steel cable 50 abuts against the lower rim of the third abutting wheel 45 and the upper rim of the fourth abutting wheel 46. A fifth abutting wheel 47 is provided on the unit frame beam 40 located at the top of the slope. The steel cable 50 surrounds the fifth abutting wheel 47 and extends downward to connect with the upper end of the unit retaining wall 20.

[0072] In the above embodiments, referring to Figure 3, the first to fifth abutment wheels guide the path of the steel cable 50, decomposing the tension of the steel cable 50 into components along different directions, forming multi-directional constraints on the unit retaining wall 20 and the unit frame beam 40. For example, the third abutment wheel 45 and the fourth abutment wheel 46 cooperate to make the steel cable 50 form a "zigzag" force transmission at the middle position of the slope, applying oblique tension to the soil in the middle of the slope, suppressing the deformation caused by the expansion and contraction of the expansive soil in this area; the fifth abutment wheel 47 guides the steel cable 50 to connect with the unit retaining wall 20 after it wraps around, enhancing the anchoring force on the top of the unit retaining wall, so that the entire support system forms a spatially coordinated force network, effectively dispersing the thrust generated by the expansive soil and improving the overall stability of the structure.

[0073] In one embodiment, a snap-fit ​​groove 24 is provided on the side of the unit retaining wall 20, one end of the unit frame beam 40 is horizontal and snap-fitted in the snap-fit ​​groove 24, and a pressure relief elastic pad 41 is provided between the end face of the unit frame beam 40 and the side of the unit retaining wall 20.

[0074] In the above embodiments, the pressure-relieving elastic pad 41 has good elastic deformation capacity. When the expansive soil absorbs water and expands, generating a lateral thrust on the unit retaining wall 20, the unit retaining wall 20 is compressed by the pressure-relieving elastic pad 41. The pressure-relieving elastic pad 41 deforms to absorb the stress generated by the soil expansion, avoiding stress concentration between the unit frame beam 40 and the unit retaining wall 20 due to rigid contact, effectively protecting the connection between the two from damage. When the soil loses water and shrinks, the elastic pad recovers its deformation, continuously maintaining support for the unit frame beam 40, reducing the structural gap caused by soil shrinkage, and reducing the risk of structural damage caused by soil deformation. The unit frame beam 40 is locked in the locking groove 24 of the unit retaining wall 20, forming a stable connection foundation. Combined with the elastic support of the pressure-relieving elastic pad 41, the unit frame beam 40 and the unit retaining wall 20 can work together to bear the force. During the expansion and contraction of expansive soil, the two work together. The soil thrust borne by the unit retaining wall 20 can be effectively transferred to the unit frame beam 40 through the snap-fit ​​groove 24 and the pressure relief elastic pad 41. The unit frame beam 40 provides restraint for the unit retaining wall 20, jointly resisting soil deformation and improving the stability and bearing capacity of the entire slope support structure.

[0075] In one embodiment, adjacent unit frame beams 40 are connected by elastic support columns 42. A sliding roller 44 is provided on the lower beam surface of the unit frame beam 40. The sliding roller 44 is slidably disposed at the bottom of a reserved groove opened on the slope. The sliding roller 44 is horizontal and arranged along the width direction of the unit frame beam 40.

[0076] In the above embodiments, adjacent unit frame beams 40 are connected by elastic support columns 42, forming a collaborative working system. When the expansive soil expands or contracts locally, the elastic support columns 42 can allow appropriate relative displacement between the unit frame beams 40 through their own elastic deformation, preventing cracking at the connection points of the unit frame beams 40 due to inconsistent deformation. Simultaneously, the elastic support columns 42 can also transfer and distribute the force on each unit frame beam 40, making the entire support structure more uniformly stressed, effectively resisting the complex stresses generated by the expansion and contraction of the expansive soil, and improving the overall stability of the slope support. The design of the sliding roller 44 and the pre-reserved groove provides the unit frame beams 40 with the freedom to slide horizontally. When the expansive soil absorbs water and expands, causing displacement of the slope soil, the unit frame beam 40 can slide along the sliding roller 44 within the reserved groove, releasing the horizontal thrust generated by the soil expansion and preventing damage to the unit frame beam 40 due to excessive stress caused by rigid constraints. When the soil loses water and shrinks, the sliding roller 44 ensures the smooth return of the unit frame beam 40, reducing tensile and compressive damage to the structure caused by soil deformation. Combined with the buffering effect of the elastic support column 42, the stress concentration phenomenon of the structure during soil deformation is further reduced.

[0077] Referring to Figures 1, 2, and 3, the slope protection method is described below, which includes the following steps:

[0078] The first step is to smooth the slope surface, making it flat.

[0079] The second step is to excavate the first trench a at the bottom of the slope and the second trench b at the top of the slope, so that the first trench a and the second trench b are arranged along the length of the slope.

[0080] The third step is to place a steel cage in the first trench a and pour concrete to form a reserved foundation platform 60; place a steel cage in the second trench b and pour concrete to form a slope top beam 30.

[0081] Step 4: Create a third groove c on the slope, so that the third groove c is arranged along the width direction of the slope and multiple sets of the third groove c are arranged at intervals along the length direction of the slope. Modify the third groove c to make the third groove c flat and smooth.

[0082] Step 5: Drill anchor holes at the bottom of the slope in the direction of slope width and insert anchor rods 10. Multiple sets of anchor rods 10 are arranged along the length of the slope.

[0083] Step 6: Using hoisting equipment, the unit retaining wall 20 is hoisted onto the reserved base 60, so that the unit retaining wall 20 and the reserved base 60 are integrated into one unit, and the unit retaining walls 20 are joined together and assembled into one unit along the length of the reserved base 60.

[0084] Step 7: Using hoisting equipment, the unit frame beam 40 is hoisted onto the third trench c between the unit retaining wall 20 and the slope top beam 30, such that the unit frame beam 40 located at the bottom of the slope abuts against the side of the unit retaining wall 20, and the unit frame beam 40 located at the top of the slope is erected on the slope top beam 30.

[0085] Step 8: Using hoisting equipment, the unit frame beams 40 on the slope are installed within the multiple sets of third trenches c;

[0086] Step 9: Place the sliding sleeve 12, adjusting cap 11, and elastic compression sleeve 121 onto the anchor rod 10. Set the adjusting wedge 15 below the unit retaining wall 20. Fix both ends of the steel cable 50 to the adjusting wedge 15 and extend it upward along the unit retaining wall 20. Arrange the steel cable 50 along the length of the unit frame beam 40. Tighten the steel cable 50 by rotating the adjusting cap 11. Then install each set of slope support structure to complete the installation of the entire slope support structure.

[0087] The above description is merely a preferred embodiment of this application and an explanation of the technical principles used. Those skilled in the art should understand that the scope involved in this application is not limited to the technical solutions formed by a specific combination of the above-mentioned technical features, but should also cover other technical solutions formed by any combination of the above-mentioned technical features or their equivalent features without departing from the inventive concept. For example, technical solutions formed by replacing the above-mentioned features with technical features with similar functions disclosed in this application (but not limited to) each other.

[0088] Apart from the technical features described in the specification, the other technical features are known to those skilled in the art. To highlight the innovative features of this invention, the other technical features will not be described in detail here.

Claims

1. A prefabricated continuous retaining wall structure for expansive soil slopes, characterized in that, include: Anchor bolts (10) are arranged at the bottom of the slope, extending along the width of the slope and spaced out in multiple sets along the length of the slope; unit retaining walls (20) are arranged at the bottom of the slope and along the length of the slope, with adjacent unit retaining walls (20) assembled as one unit; the anchor bolts (10) are assembled with the unit retaining walls (20); a slope top beam (30) is arranged at the top of the slope and along the length of the slope; a unit frame beam (40) is provided between the slope top beam (30) and the unit retaining walls (20), the unit frame beam (40) extending from end to end along the width of the slope. The unit frame beam (40) is connected in sequence, with one end of the unit frame beam (40) elastically connected to the unit retaining wall (20), and the other end of the unit frame beam (40) resting on the slope top beam (30); adjacent unit frame beams (40) are elastically connected, with one end of the unit retaining wall (20) provided with a steel cable (50), the steel cable (50) extending and abutting against the upper end of the unit retaining wall (20), and extending along the length direction of the unit frame beam (40); the anchor rod (10) is arranged horizontally and the rod end is provided with an adjusting cap (11), the adjusting cap (11) and the anchor rod (10) form an adjustable connection, and the adjustment direction of the adjusting cap (11) is along the slope top beam (30). The anchor rod (10) is arranged along its length. One end of the adjusting cap (11) abuts against the steel cable (50) and tightens the steel cable (50). A sliding sleeve (12) is provided at the end of the anchor rod (10). The sliding sleeve (12) slides along the length of the anchor rod (10). An elastic sleeve (13) is provided between one end of the sliding sleeve (12) and the unit retaining wall (20). The adjusting cap (11) is adjustablely provided on the sliding sleeve (12). An elastic compression sleeve (121) is provided outside the sliding sleeve (12). An opening (21) is provided at the lower end of the unit retaining wall (20). The elastic compression sleeve (121) is formed by the... An opening (21) is provided with a pressure regulating unit below it. The pressure regulating unit is used to press the elastic compression sleeve (121) against the lower end face of the unit retaining wall (20). The pressure regulating unit includes an adjusting pad (14), which abuts against the outer wall of the elastic compression sleeve (121). An adjusting wedge (15) is provided below the adjusting pad (14). One end of the adjusting wedge (15) is connected to one end of the steel cable (50). The adjusting cap (11) rotates on the sliding sleeve (12) and moves the adjusting wedge (15) horizontally through the steel cable (50) so that the adjusting pad (14) rises.The end face of the adjusting cap (11) is provided with a first abutting wheel (111), and the upper end of the unit retaining wall (20) is provided with a second abutting wheel (23). The steel cable (50) abuts against the first abutting wheel (111) and the second abutting wheel (23) from bottom to top, and extends along the length of the unit frame beam (40) towards the top of the slope. The steel cable (50) abuts against the beam surface of the unit frame beam (40). The unit frame beam (40) located at the bottom of the slope is provided with a first abutting wheel (111), and the upper end of the unit retaining wall (20) is provided with a second abutting wheel (23). A third abutment wheel (45) is provided on the unit frame beam (40) located in the middle of the slope, and a fourth abutment wheel (46) is provided on the unit frame beam (40). The steel cable (50) abuts against the lower rim of the third abutment wheel (45) and the upper rim of the fourth abutment wheel (46). A fifth abutment wheel (47) is provided on the unit frame beam (40) located at the top of the slope, and the steel cable (50) surrounds the fifth abutment wheel (47) and extends downward to connect with the upper end of the unit retaining wall (20).

2. The prefabricated continuous retaining wall structure for expansive soil slopes according to claim 1, characterized in that: The unit retaining wall (20) has a right trapezoidal structure with a smaller top and a larger bottom. A reserved base (60) is provided below the unit retaining wall (20). The reserved base (60) is arranged along the length of the bottom of the slope. An insertion groove (61) is provided on the reserved base (60). A pressure-relief elastic sleeve (62) is provided in the insertion groove (61). At least two insertion columns (22) are provided on the lower end face of the unit retaining wall (20). The insertion columns (22) are respectively inserted into the pressure-relief elastic sleeve (62). The joint surfaces of adjacent unit retaining walls (20) are fitted together by a concave-convex structure.

3. The prefabricated continuous retaining wall structure for expansive soil slopes according to claim 2, characterized in that: The unit retaining wall (20) has a snap-fit ​​groove (24) on its side. One end of the unit frame beam (40) is horizontal and is snapped into the snap-fit ​​groove (24). A pressure-relieving elastic pad (41) is provided between the end face of the unit frame beam (40) and the side of the unit retaining wall (20).

4. The prefabricated continuous retaining wall structure for expansive soil slopes according to claim 3, characterized in that: The adjacent unit frame beams (40) are connected by elastic support columns (42). A sliding roller (44) is provided on the lower beam surface of the unit frame beam (40). The sliding roller (44) is slidably set at the bottom of the reserved groove opened on the slope. The sliding roller (44) is horizontal and arranged along the width direction of the unit frame beam (40).

5. A slope protection method, characterized in that, The prefabricated continuous retaining wall structure for expansive soil slopes as described in claim 4 includes the following steps: First, the slope surface is leveled and smoothed; Second, a first trench (a) is excavated at the bottom of the slope, and a second trench (b) is excavated at the top of the slope, such that the first trench (a) and the second trench (b) are arranged along the length of the slope; Third, a reinforcing cage is placed in the first trench (a), and a reserved foundation (60) is cast; a reinforcing cage is placed in the second trench (b), and a top beam (30) is cast; Fourth, a second retaining wall is constructed on the slope surface. Three trenches (c) are arranged along the width direction of the slope, and multiple sets of the third trenches (c) are arranged at intervals along the length direction of the slope. The third trenches (c) are then corrected to make them flat and smooth. The fifth step is to drill anchor holes at the bottom of the slope in the width direction of the slope and insert anchor rods (10). Multiple sets of anchor rods (10) are arranged along the length direction of the slope. The sixth step is to use hoisting equipment to hoist the unit retaining wall (20) onto the reserved base (60), so that the unit retaining wall (20) and the reserved base (60) are integrated into one unit. And make the unit retaining walls (20) join together and assemble them into one piece along the length of the reserved base (60); seventh step, use hoisting equipment to hoist the unit frame beam (40) onto the third trench (c) between the unit retaining wall (20) and the slope top beam (30), and make the unit frame beam (40) located at the bottom of the slope abut against the side of the unit retaining wall (20), and the unit frame beam (40) located at the top of the slope erected on the slope top beam (30); eighth step, use hoisting equipment to make the unit frame beam (40) on the slope located in multiple sets of third trenches ( c) Install it inside; Step 9: Put the sliding sleeve (12), adjusting cap (11) and elastic compression sleeve (121) on the anchor rod (10), set the adjusting wedge (15) below the unit retaining wall (20), fix one end of the steel cable (50) on the adjusting wedge (15), and extend it upward along the unit retaining wall (20), and arrange the steel cable (50) along the length direction of the unit frame beam (40). Tighten the steel cable (50) by rotating the adjusting cap (11), and then install each group of slope protection structures to complete the installation of the entire slope protection structure.

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