Retaining wall and construction method thereof

Abstract

The invention discloses a retaining wall and a construction method thereof. The retaining wall comprises: a wall body, which is used to support backfill; a load plate group, one end of which is located in the wall body and the other end is located outside the wall; an anchor cable, one end of which is connected to one end of the load plate group outside the wall, and the other end is obliquely downward away from the wall body and buried in the bedrock. The pressure of the backfill on the load plate group can increase the vertical compressive stress and anti-overturning moment of the wall; the anchor cable connects one end of the load plate group outside the wall body with the bedrock, and the tension of the anchor cable on the load plate group can be divided into horizontal tension and vertical tension. The tension of the anchor cable on the load plate group acts on the wall body, which can increase the vertical compressive stress and anti-overturning moment of the wall, thereby reducing the height of the wall, reducing the project cost, and reducing the construction difficulty.

Description

Technical Field

[0001] The invention relates to the field of geotechnical engineering, and in particular to a retaining wall and a construction method thereof. Background Art

[0002] A retaining wall is a structure that supports the foundation fill or hillside soil and prevents the fill or slope from deforming and becoming unstable. It is widely used in engineering construction or geological disaster prevention. The fill will exert lateral pressure on the retaining wall, which makes the fill have an overturning moment on the retaining wall, which can easily cause the retaining wall to overturn. In the prior art, the retaining wall of the highway is relatively high, which makes the gravity of the retaining wall larger, so as to increase the anti-overturning moment of the retaining wall. However, the construction of a higher retaining wall is difficult, there are certain safety hazards, and the project cost is relatively high. Summary of the invention

[0003] The technical problem to be solved by the present invention is that the retaining wall of the highway is relatively high, the construction is difficult, there are certain safety hazards, and the project cost is relatively high; the purpose is to provide a retaining wall and a construction method thereof, which solves the problem of the high retaining wall.

[0004] The present invention is achieved through the following technical solutions:

[0005] A retaining wall comprises: a wall body, which is used to support fill; a load-relief plate group, one end of which is located in the wall body and the other end is located outside the wall; an anchor cable, one end of which is connected to one end of the load-relief plate group outside the wall and the other end of which is obliquely downward away from the wall body and buried in bedrock.

[0006] In some embodiments of the present invention, the unloading plate assembly is integrally formed, and a vertical cross-section of the unloading plate assembly on one side outside the wall is in an inverted stepped shape.

[0007] In some embodiments of the present invention, the unloading plate assembly comprises:

[0008] A first unloading plate and a second unloading plate are arranged up and down, the length of the first unloading plate is greater than the length of the second unloading plate; the first unloading plate is provided with a sleeve for cooperating with the anchor cable;

[0009] A connecting assembly is used to connect the first unloading plate and the second unloading plate.

[0010] In some embodiments of the present invention, there are multiple connection components, and any connection component includes a threaded steel bar and a nut; both ends of the threaded steel bar pass through the first unloading plate and the second unloading plate respectively and are connected to the nut.

[0011] In some embodiments of the present invention, the height of the unloading plate group is 1 / 2-2 / 3 of the height of the wall.

[0012] In some embodiments of the present invention, the number of the anchor cables is at least two, and adjacent anchor cables are parallel to each other.

[0013] In some embodiments of the present invention, the above also includes concrete cushion beams, which are located in the wall and the number is at least two; the concrete cushion beams are arranged on the upper and lower sides of the unloading plate group.

[0014] In some embodiments of the present invention, a plurality of drainage pipes are arranged in the wall from top to bottom, and any drainage pipe runs through the wall.

[0015] In some embodiments of the present invention, a foundation is provided at the lower end of the wall, and the slope ratio of the foundation is 1:1.

[0016] A method for constructing a retaining wall, comprising:

[0017] S1. Excavate the foundation, set up the formwork and pour concrete to form the wall, pour the wall to m, and bury the steel bars and drainage pipes during the pouring process;

[0018] S2. hoist the concrete cushion beam at m, with the long side of the concrete cushion beam parallel to the extension direction of the road;

[0019] S3. Fill the wall with gravel and soil on one side away from the slope to the m position of step S2;

[0020] S4. Hoisting the second unloading plate above the concrete cushion beam in step S2, and connecting one end of the connecting assembly to the second unloading plate;

[0021] S5. Hoist the first unloading plate to the top of the second unloading plate, so that the connecting assembly passes through the first unloading plate and is connected thereto;

[0022] S6. A concrete cushion beam is provided above the first unloading plate, and the concrete cushion beam is located above the cast wall;

[0023] S7. Continue pouring the wall from position m to position n, burying steel bars and drainage pipes during the pouring process;

[0024] S8. Pass the anchor cable through the casing and anchor it to the bedrock, and then use anchor piers to seal the exposed portion of the anchor cable outside the first unloading plate;

[0025] S9. Fill the first unloading plate with sand, gravel and crushed soil from bottom to top.

[0026] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0027] One end of the unloading plate group of the present invention is located in the wall, and the other end is located in the backfill outside the wall. The pressure of the backfill on the unloading plate group can increase the vertical compressive stress and anti-overturning moment of the wall; the anchor cable connects the end of the unloading plate group located outside the wall with the bedrock, and the tension of the anchor cable on the unloading plate group can be divided into horizontal tension and vertical tension. The tension of the anchor cable on the unloading plate group acts on the wall to increase the vertical compressive stress and anti-overturning moment of the wall, thereby reducing the height of the wall, reducing the project cost, and reducing the difficulty of construction. BRIEF DESCRIPTION OF THE DRAWINGS

[0028] In order to more clearly illustrate the technical solutions of the exemplary embodiments of the present invention, the following briefly introduces the drawings required for use in the embodiments. It should be understood that the following drawings only illustrate certain embodiments of the present invention and should not be regarded as limiting the scope. For those of ordinary skill in the art, other relevant drawings can be obtained based on these drawings without creative work. In the drawings:

[0029] Figure 1 A schematic diagram of the structure of a retaining wall in an embodiment of the present invention;

[0030] Figure 2 is a top view of a retaining wall in an embodiment of the present invention;

[0031] Figure 3 It is a force analysis diagram of the retaining wall in an embodiment of the present invention.

[0032] Marks and corresponding parts names in the attached drawings:

[0033] 100, wall; 110, foundation; 200, unloading plate group; 210, first unloading plate; 220, second unloading plate; 230, casing; 300, anchor cable; 410, connection assembly; 420, vertical pipe; 500, drainage pipe; 600, concrete cushion beam; 710, ground surface; 720, covering layer; 730, base-covering boundary line; 740, bedrock; 750, fill; 760, sand and gravel. DETAILED DESCRIPTION

[0034] In order to make the objectives, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below in conjunction with embodiments and drawings. The exemplary embodiments of the present invention and their description are only used to explain the present invention and are not intended to limit the present invention.

[0035] Example

[0036] An embodiment of the present application provides a retaining wall, comprising: a wall 100, which is used to support fill 750; a unloading plate group 200, one end of which is located inside the wall 100, and the other end of which is located outside the wall 100; an anchor cable 300, one end of which is connected to one end of the unloading plate group 200 outside the wall, and the other end of which is obliquely downward away from the wall 100 and buried in the bedrock 740.

[0037] In some embodiments, reference Figure 1 and Figure 2 The height of the wall 100 can be greater than 20m, the top width of the wall 100 can be 2m, and the bottom width can be 5m (the width here refers to Figure 1 The left and right widths in the figure). The side of the wall 100 away from the fill 750 is an inclined surface, and the slope of the inclined surface can be 1:0.15; the side of the wall 100 close to the fill 750 can be a vertical surface. The number of walls 100 can be multiple and arranged along the extension direction of the road. One end of the unloading plate group 200 is located inside the wall 100, and the depth can be 2m, and the other end extends from the vertical surface of the wall 100. The part of the unloading plate group 200 located outside the wall can be arranged in a step shape but not limited to it, that is, the vertical cross-section of the unloading plate group 200 can be a step shape with a long top and a short bottom. This shape is similar to the multi-leaf spring structure of a car, so that the unloading plate group 200 has better force in the vertical direction. The unloading plate group 200 can also be a rectangular parallelepiped with a short top and a long bottom cross-section. After the construction of the retaining wall is completed, one side of the vertical surface of the wall 100 is filled with soil 750, which is higher than the height of the wall 100. The anchor cable 300 and the outer ends of the unloading plate group 200 are covered by the soil 750. The soil 750 above the unloading plate group 200 exerts downward pressure on it, and after the pressure is transmitted to the wall 100, it can increase the vertical compressive stress and anti-overturning moment of the wall 100. The upper end of the anchor cable 300 is connected to the end of the unloading plate group 200 located outside the wall, and the lower end is anchored to the bedrock 740. When the unloading plate group 200 is in a stepped shape with a longer upper part and a shorter lower part, the anchor cable 300 can be connected to the longer part of the unloading plate group 200. The anchor cable 300 can be arranged at an angle, that is, the lower end of the anchor cable 300 is away from the wall 100, so that the tension of the anchor cable 300 on the wall 100 can be decomposed into a vertical downward tension and a horizontal tension, and these two tensions will generate an anti-overturning moment after acting on the wall 100, and the vertical downward tension can also increase the vertical compressive stress of the wall 100. Therefore, the retaining wall of the present invention can reduce a certain height, thereby reducing the construction difficulty, increasing the safety of the construction, and reducing the project cost.

[0038] refer to Figure 1 and Figure 3, F1 is the pressure of the fill 750 on the wall 100, M1 is the overturning moment of the fill 750 on the wall 100; F2 is the tension of the anchor cable 300 on the unloading plate group 200, F21 is the horizontal component of F2, F22 is the vertical component of F2, M2 is the anti-overturning moment of the anchor cable 300 on the wall 100; F3 is the gravity of the retaining wall, M3 is the anti-overturning moment generated by the deadweight of the retaining wall; F4 is the anti-sliding force generated by the sum of the vertical pressures of the retaining wall; F4=F1+F22, M1=M2+M3.

[0039] In some embodiments, the unloading plate group 200 includes: a first unloading plate 210 and a second unloading plate 220 arranged up and down, the length of the first unloading plate 210 is greater than the length of the second unloading plate 220; the first unloading plate 210 is provided with a sleeve 230 for cooperating with the anchor cable 300; and a connecting assembly 410, which is used to connect the first unloading plate 210 and the second unloading plate 220.

[0040] In detail, the unloading plate group 200 can be composed of a first unloading plate 210 and a second unloading plate 220, which is easy to manufacture. The length of the first unloading plate 210 perpendicular to the road extension direction can be 15-17m (i.e. Figure 1 The length of the first unloading plate 210 parallel to the extension direction of the road can be 8-12m, the thickness can be 1m, and the depth of its embedding into the wall 100 can be 2m; the length of the second unloading plate 220 can be 6-8m, the thickness can be 1m, and the depth of its embedding into the wall 100 can be 2m; the end faces of the first unloading plate 210 and the second unloading plate 220 located in the wall 100 can be aligned or staggered, and the end face alignment facilitates positioning, because the first unloading plate 210 and the second unloading plate 220 can be prefabricated, and the mounting holes for installing the connecting assembly 410 need to be reserved during the manufacturing process. The position of the mounting hole on the unloading plate is generally unchanged, so the end faces of the first unloading plate 210 and the second unloading plate 220 can generally be aligned to assist in positioning the mounting hole. The sleeve 230 can also be pre-buried in the manufacturing process of the first unloading plate 210. One end of the anchor cable 300 is connected to the casing 230, and the other end is buried in the bedrock 740. The anchor cable 300 is arranged on the first unloading plate 210 instead of the second unloading plate 220 because the first unloading plate 210 is longer than the second unloading plate 220. The distance between the anchor cable 300 and the wall 100 is increased, which can increase the lever arm of the oblique tension force of the anchor cable 300 acting on the wall 100 and increase the anti-overturning moment of the wall 100.

[0041] In other embodiments, the unloading plate group 200 can be integrally formed, but the end of the unloading plate group 200 outside the wall 100 is still stepped. In this case, the volume of the unloading plate group 200 is relatively large and is generally formed by pouring cement. Compared with the combination of the first unloading plate 210 and the second unloading plate 220, the one-piece molding process is more difficult and the processing time is increased.

[0042] In some embodiments, the height of the unloading plate group 200 is 1 / 2-2 / 3 of the height of the wall 100. In detail, after the construction of the retaining wall is completed, the unloading plate group 200 is covered by the backfill 750. When the height of the unloading plate group 200 is 1 / 2-2 / 3 of the height of the wall 100, the amount of backfill 750 below the unloading plate group 200 is greater than the amount of backfill 750 above the unloading plate group 200, so as to avoid the backfill 750 above the unloading plate group 200 from collapsing the backfill 750 below, thereby causing the unloading plate group 200 to break. The height of the unloading plate group 200 can be the distance between the second unloading plate 220 and the ground.

[0043] In some embodiments, there are multiple connection components 410, and any connection component 410 includes a threaded steel bar and a nut; both ends of the threaded steel bar pass through the first unloading plate 210 and the second unloading plate 220 respectively and are connected to the nut.

[0044] Detailed, such as Figure 1 and Figure 2 As shown, three groups of connection components 410 can be arranged along the long side direction of the unloading plate group 200, and each group can be provided with four and arranged equidistantly along the extension direction of the road. During installation, the lower end of the threaded steel bar can be connected to the nut first, and then the upper end of the threaded steel bar can be passed through the second unloading plate 220 and the first unloading plate 210, and then the upper end of the threaded steel bar can be connected to the nut, thereby fixing the first unloading plate 210 and the second unloading plate 220.

[0045] In some embodiments, the number of anchor cables 300 is at least two, and adjacent anchor cables 300 are parallel to each other. Figure 1 and Figure 2 Each retaining wall may be provided with two rows of anchor cables 300 , and the number of anchor cables 300 in each row may be 3, so as to increase the connection stability between the unloading plate group 200 and the bedrock 740 in turn.

[0046] In some embodiments, a concrete cushion beam 600 is further included. The concrete cushion beam 600 is located in the wall 100 and the number is at least two; the concrete cushion beam 600 is arranged on the upper and lower sides of the unloading plate group 200. For details, refer to Figure 1The concrete cushion beam 600 is mainly used to reduce the stress concentration between the unloading plate group 200 and the wall 100. The length of the unloading plate group 200 located in the wall 100 is less than the length located in the fill 750. When the anchor cable 300 pulls the unloading plate group 200 obliquely downward, and the fill 750 presses down the unloading plate group 200, the unloading plate group 200 will rotate clockwise relative to the wall 100 ( Figure 1 The stress concentration occurs at the connection between the unloading plate group 200 and the wall 100, and is most obvious at the upper left end of the first unloading plate 210 and the joint between the second unloading plate 220 and the wall 100. Therefore, a concrete cushion beam 600 is arranged on the upper surface of the left end of the first unloading plate 210 and the lower surface of the second unloading plate 220 contacting the wall 100 to prevent the unloading plate group 200 and the wall 100 from being damaged. The number of concrete cushion beams 600 can be 2 and they are located on the upper surface of the first unloading plate 210 and the lower surface of the second unloading plate 220, respectively. The upper concrete cushion beam 600 is flush with the left end surface of the first unloading plate 210, and the lower concrete cushion beam 600 is flush with the vertical surface of the wall 100, so as to reduce stress concentration.

[0047] In some embodiments, a plurality of drainage pipes 500 are disposed in the wall 100 from top to bottom, and any drainage pipe 500 passes through the wall 100 .

[0048] In detail, there is a large amount of backfill 750 on one side of the vertical surface of the wall 100. When it rains, rainwater infiltrates the backfill 750 and accumulates downward, so that a large amount of water may accumulate on the first unloading plate 210 and the bedrock 740. The mass of the backfill 750 increases, which may easily lead to the breakage of the unloading plate group 200, the breakage of the connection between the anchor cable 300 and the bedrock 740, and the overturning of the wall 100. Therefore, it is necessary to drain the water in the backfill 750 in time. The drainage pipe 500 can be buried in the wall 100 during the pouring process of the wall 100. One end of the drainage pipe 500 contacts the backfill 750, and the other end passes through the wall 100 and extends from the inclined surface of the wall 100. The water in the backfill 750 can flow from the drainage pipe 500 to the road surface. The drainage pipe 500 can be made of plastic and its diameter can be 100 mm.

[0049] In some embodiments, a foundation 110 is disposed at the lower end of the wall 100, and the slope of the foundation 110 is 1:1. Figure 1 The operator may first dig a hole on the bedrock 740 and then use concrete to cast the foundation 110. The slope of the foundation 110 may be 1:1, and the vertical cross-section of the formed foundation 110 may be an inverted trapezoid, so that the connection between the foundation 110 and the bedrock 740 is more secure.

[0050] A method for constructing a retaining wall, comprising:

[0051] S1 excavation foundation 110, support formwork pouring concrete to form a wall 100, the pouring process buried steel bars and drainage pipes 500;

[0052] The foundation 110 is excavated from the ground surface 710 at a slope ratio of 1:1. Below the ground surface 710 are the covering layer 720 and the bedrock 740. The intersection of the covering layer 720 and the bedrock 740 is the foundation-covering boundary line 730. The wall 100 is cast to m, and the steel bars and the drainage pipe 500 are buried according to the designed quantity. The diameter of the drainage pipe 500 can be 100mm, and the axis of the drainage pipe 500 forms a certain angle with the horizontal plane. The two ends of the drainage pipe 500 pass through the two end faces of the wall 100. When the wall 100 solidifies, the top of the wall 100 at m needs to be roughened. The bottom width of the wall 100 can be 5m, the slope of the slope can be 1:0.15, and the length of the wall 100 along the extension direction of the road can be 8-12m.

[0053] S2. Hoisting concrete cushion beam 600 at m, the long side of the concrete cushion beam 600 is parallel to the direction of road extension;

[0054] At this time, each retaining wall corresponds to a concrete cushion beam 600, which is located above the wall 100, and the end surface of the concrete cushion beam 600 is flush with the vertical surface of the wall 100. The concrete cushion beam 600 is prefabricated and can be hoisted to the wall 100 with a height of m by a crane or other tools. The width of the concrete cushion beam 600 (referring to Figure 1 The left and right directions) can be 1m and the thickness can be 0.5m.

[0055] S3. Fill the wall 100 away from the slope with gravel to the m position in step S2;

[0056] Fill soil 750 on one side of the vertical surface of the wall 100, fill soil 750 to the wall 100 of m height, and fill soil 750 can be flush with the upper end surface of the concrete cushion beam 600. The ratio of m to the height of the wall 100 can be 1 / 2-2 / 3.

[0057] S4. Hoisting the second unloading plate 220 above the concrete cushion beam 600 in step S2, and connecting one end of the connecting assembly 410 to the second unloading plate 220;

[0058] The second unloading plate 220 is provided with a vertical tube 420 for installing the threaded steel bar during the manufacturing process. The vertical tube 420 can be made of plastic. The diameter of the vertical tube 420 can be 80 mm, the spacing of the vertical tube 420 along the road extension direction can be 2 m, and the spacing of the vertical tube 420 perpendicular to the road extension direction can be 0.5 m.

[0059] First, the lower end of the threaded steel bar is connected to the nut, and then the upper end of the threaded steel bar is passed through the vertical pipe 420 in the second unloading plate 220. The diameter of the threaded steel bar can be 25-32 mm, and the length can be 2.4 m. A steel gasket can be set between the nut and the second unloading plate 220.

[0060] At this time, the filling soil 750 can continue to be made flush with the upper end surface of the second unloading plate 220 .

[0061] The length of the second unloading plate 220 can be 6-8m ( Figure 1 The second unloading plate 220 may have a length equal to that of the wall 100 along the road extension direction, and the depth of the second unloading plate 220 embedded in the wall 100 may be 2 m.

[0062] S5. Hoisting the first unloading plate 210 to the top of the second unloading plate 220, so that the connecting assembly 410 passes through the first unloading plate 210 and is connected thereto;

[0063] During the hoisting process, the vertical tube 420 of the first unloading plate 210 is placed on the threaded steel bar, and then the steel gasket and nut are connected to the threaded steel bar. At this time, the left end surface of the first unloading plate 210 is flush with the left end surface of the second unloading plate 220. (The "left" here refers to Figure 1 The length of the first unloading plate 210 may be 15-17 m ( Figure 1 The left and right length in the figure), the thickness can be 1m, the first unloading plate 210 can be the same length as the wall 100 along the road extension direction, and the depth of the first unloading plate 210 embedded in the wall 100 can be 2m.

[0064] S6. A concrete cushion beam 600 is provided above the first unloading plate 210, and the concrete cushion beam 600 is flush with the end surface of the first unloading plate 210;

[0065] S7. Continue pouring the wall 100 from position m to position n, burying steel bars and drainage pipes 500 during the pouring process; position n is the top of the wall 100.

[0066] S8. The anchor cable 300 passes through the casing 230 and is anchored to the bedrock 740, and then the anchor cable 300 is closed with an anchor pier to expose the portion outside the first unloading plate 210;

[0067] During the manufacturing process, the first unloading plate 210 is provided with two rows of sleeves 230 with a diameter of 200 mm, and the sleeves 230 can be made of plastic. The backfill 750, the covering layer 720 and the bedrock 740 are drilled through the sleeves 230 by tools (drill bits, etc.), and the drilling needs to be deep into the bedrock 7408-10m. After drilling, the stone and soil in the hole are cleaned, and then the anchor cable 300 is inserted into the hole, and then cement mortar is poured into the hole. After the cement mortar reaches 70% of the design strength, the anchor cable 300 is tensioned step by step twice according to the design initial prestress value to achieve preliminary locking, and the anchor and the anchor cable 300 exposed on the first unloading plate 210 are temporarily protected, and then anchor piers are set to close the anchor and the exposed part of the anchor cable 300.

[0068] S9. Fill the first unloading plate 210 with sand, gravel, and crushed soil from bottom to top.

[0069] The thickness of the gravel 760 is not less than 1.5 m, and there are large gaps between the gravel 760. When rainwater infiltrates the fill 750 and falls above the first unloading plate 210, the rainwater can quickly flow from the gaps in the gravel 760 layer to the drain pipe 500, and then flow out from the drain pipe 500. The fill 750 with a height exceeding the top of the wall 100 can have a slope of 1:x, where the value of x is determined according to the construction environment.

[0070] The specific implementation methods described above further illustrate the objectives, technical solutions and beneficial effects of the present invention in detail. It should be understood that the above description is only a specific implementation method of the present invention and is not intended to limit the scope of protection of the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. A retaining wall, characterized in that: include: A wall for supporting earth fill; A load-relief plate group, one end of which is located inside the wall, and the other end of which is located outside the wall; An anchor cable, one end of which is connected to one end of the unloading plate assembly outside the wall, and the other end of which is obliquely downward away from the wall and buried in the bedrock; A first unloading plate and a second unloading plate are arranged up and down and are hoisted in steps, the length of the first unloading plate is greater than the length of the second unloading plate, and the end surfaces of the first unloading plate and the second unloading plate located in the wall are aligned, so that the vertical cross-section of the unloading plate group is stepped; the first unloading plate is provided with a sleeve for cooperating with the anchor cable; A connecting assembly is used to connect the first unloading plate and the second unloading plate.

2. The retaining wall according to claim 1, characterized in that: There are multiple connection components, and any one of the connection components includes a threaded steel bar and a nut; two ends of the threaded steel bar respectively pass through the first unloading plate and the second unloading plate and are connected to the nut.

3. The retaining wall according to claim 1, characterized in that: The height of the unloading plate group is 1 / 2-2 / 3 of the height of the wall.

4. The retaining wall according to claim 1, characterized in that: The number of the anchor cables is at least two, and adjacent anchor cables are parallel to each other.

5. The retaining wall according to claim 1, characterized in that: It also includes concrete cushion beams, which are located in the wall and the number of which is at least two; the concrete cushion beams are arranged on the upper and lower sides of the unloading plate group.

6. The retaining wall according to claim 1, characterized in that: A plurality of drainage pipes are arranged in the wall from top to bottom, and any of the drainage pipes passes through the wall.

7. The retaining wall according to claim 1, characterized in that: A foundation is provided at the lower end of the wall, and the slope ratio of the foundation is 1:

1.

8. A method for constructing a retaining wall according to any one of claims 1 to 7, characterized in that: It includes: S1. Excavate the foundation, set up the formwork and pour concrete to form the wall, pour the wall to m, and bury the steel bars and drainage pipes during the pouring process; S2. hoist the concrete cushion beam at m, with the long side of the concrete cushion beam parallel to the extension direction of the road; S3. Fill the wall with gravel and soil on one side away from the slope to the m position of step S2; S4. Hoisting the second unloading plate above the concrete cushion beam in step S2, and connecting one end of the connecting assembly to the second unloading plate; S5. Hoist the first unloading plate to the top of the second unloading plate, so that the connecting assembly passes through the first unloading plate and is connected thereto; S6. A concrete cushion beam is provided above the first unloading plate, and the concrete cushion beam is located above the cast wall; S7. Continue pouring the wall from position m to position n, burying steel bars and drainage pipes during the pouring process; S8. Pass the anchor cable through the casing and anchor it to the bedrock, and then use anchor piers to seal the exposed portion of the anchor cable outside the first unloading plate; S9. Fill the first unloading plate with sand, gravel and crushed soil from bottom to top.

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