Deep hole anchor cable pile construction method and cushion pier mold

Abstract

The invention relates to the technical field of road construction, and provides a deep hole anchor cable pile construction method and a cushion pier mold. The deep hole anchor cable pile construction method comprises the following steps that a to-be-constructed area is determined, and the to-be-constructed area is pretreated; drilling construction is conducted on the to-be-constructed area, and a construction hole is obtained; the construction hole is pretreated; concrete pouring is conducted on the pretreated construction hole, and an anchor cable pile is obtained; according to the step of drilling construction on the area to be constructed, when the hole depth enters a weak weathered rock stratum, tunneling is conducted in a weak loosening blasting excavation mode. According to the deep hole anchor cable pile construction method, when the hole depth enters a weak weathered rock stratum, tunneling is conducted in a weak loosening blasting excavation mode, the weak loosening blasting excavation mode is simple in construction process, convenient to operate, safe and reliable in construction and high in construction efficiency, unnecessary construction investment can be effectively avoided, cost is reduced, and the construction efficiency is improved. The construction method has good economic benefits and is high in applicability aiming at the condition of the deep hole anchor cable pile.

Description

Technical Field

[0001] This invention relates to the field of road construction technology, and in particular to a method for constructing deep-hole anchored piles and a pier mold. Background Technology

[0002] Anchored piles are a common structural support technology used in bridge and roadbed engineering. They enhance the soil's support capacity through the interaction between the support pile and the anchor cable, thereby reinforcing the soil and ensuring project safety. Currently, anchored piles are typically excavated using pneumatic picks, with the reinforcing cage hoisted and concrete poured using a dry-work tremie pipe. However, when dealing with deep-hole, large-section anchored piles (hole depth greater than 30m), the increased density and hardness of the rock strata make ordinary pneumatic pick construction inefficient, prone to delays, and resulting in low economic benefits. Summary of the Invention

[0003] The first aspect of this invention provides a method for constructing deep-hole anchored piles, which addresses the shortcomings of low efficiency in manual pneumatic pick construction in the prior art. When the hole depth enters a weakly weathered rock layer, a weak loosening blasting excavation method is adopted for excavation. The weak loosening blasting excavation method has a simple construction process, is easy to operate, is safe and reliable, and has high construction efficiency. It can effectively avoid unnecessary construction investment, reduce costs, and has good economic benefits. The method is highly applicable to deep-hole anchored piles.

[0004] A second aspect of the present invention provides a pier mold.

[0005] The deep-hole anchor pile construction method provided by this invention includes: Identify the area to be constructed and preprocess the area to be constructed; Drilling is performed on the area to be constructed to obtain construction holes; The construction holes are pretreated; Concrete is poured into the pretreated construction hole to obtain anchor piles; The step of drilling in the area to be constructed includes: when the hole depth enters the weakly weathered rock layer, the hole is excavated by weak loosening blasting.

[0006] According to the deep-hole anchor pile construction method provided by the present invention, before the step of excavating by weak loosening blasting when the hole depth enters the weakly weathered rock layer, the step of drilling the area to be constructed further includes: Core samples were taken from the area to be constructed using a water-cooled drill, and the broken rock was then transported away.

[0007] According to the deep-hole anchor pile construction method provided by the present invention, before the step of drilling the area to be constructed using a water-jet drill, the step of drilling the area to be constructed further includes: The locking mechanism is then applied to the area to be constructed.

[0008] According to the deep-hole anchor pile construction method provided by the present invention, the step of excavating by means of weak loosening blasting when the hole depth enters the weakly weathered rock layer includes: Clean the area to be constructed, and determine the drilling operation area within the area to be constructed according to the blasting design; According to the blasting design, deploy and drill holes to obtain explosive holes; According to the blasting design, explosives are filled into the explosive holes, and clay is used to plug the explosive holes; According to the blasting design, the explosive holes are laid out in a blasting network, and the blasting operation is carried out.

[0009] According to the deep-hole anchor pile construction method provided by the present invention, when the excavation depth of the area to be constructed exceeds the preset depth, a gas detector is used to detect the oxygen content and toxic gases before the construction personnel enter the area to be constructed.

[0010] According to the deep-hole anchor pile construction method provided by the present invention, the step of pre-treating the construction hole includes: The pier mold is fixed in the construction hole at the preset position.

[0011] The pier mold provided by the present invention includes: The mold body has a molding cavity for forming a pad, and a positioning hole is provided at the bottom of the molding cavity for anchor cable pulling; the opening of the molding cavity is provided with at least one flange, and the mold body is adapted to be fixed to the protective wall body by the flange; A limiting member is provided at the positioning hole, and the limiting member is used to guide and limit the pulling of the anchor cable.

[0012] According to the pad mold provided by the present invention, the limiting member includes: A connecting pipe section is attached to the positioning hole; A cantilever section is connected to the side of the connecting pipe section away from the positioning hole. The cantilever section includes multiple cantilevers, which are evenly spaced along the circumferential distance of the cantilever section.

[0013] According to the pad mold provided by the present invention, the mold body includes a bottom wall, a first side wall, a second side wall, a third side wall and a fourth side wall. The first side wall and the second side wall are disposed opposite to each other on both sides of the bottom wall, and the third side wall and the fourth side wall are disposed opposite to each other between the first side wall and the second side wall. The bottom wall, the first side wall, the second side wall, the third side wall and the fourth side wall together form the molding cavity. The positioning hole is located on the bottom wall.

[0014] According to the pad mold provided by the present invention, four flanges are provided, and the four flanges are respectively provided on the side of the first side wall, the second side wall, the third side wall and the fourth side wall away from the bottom wall; The four flanges are located on the same plane, and the bottom wall is arranged at a preset angle to the plane, the preset angle being α, where the value of α ranges from 24° to 30°.

[0015] Currently, anchor piles are typically excavated manually using pneumatic picks. However, this method is unsuitable for deep-hole anchor piles with large cross-sections, as it increases unnecessary costs, reduces economic efficiency, hinders project completion, and compromises safety. The deep-hole anchor pile construction method provided by this invention employs a weak loosening blasting excavation method when the hole depth reaches weakly weathered rock layers. This method is simple, easy to operate, safe, reliable, efficient, and ensures timely completion. It effectively avoids unnecessary construction inputs, reduces costs, and offers good economic benefits. This method is highly applicable to deep-hole anchor piles. Attached Figure Description

[0016] To more clearly illustrate the technical solutions in this invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of this invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0017] Figure 1 This is a schematic flowchart of the deep-hole anchor pile construction method provided in the embodiments of the present invention.

[0018] Figure 2 This is a schematic diagram illustrating the specific process of the deep-hole anchor pile construction method provided in this embodiment of the invention.

[0019] Figure 3 This is a flowchart of the blasting operation construction process provided in the embodiment of the present invention.

[0020] Figure 4 This is a side view of the pier mold provided in an embodiment of the present invention.

[0021] Figure 5 This is a front view of the pier mold provided in an embodiment of the present invention.

[0022] Figure 6 This is a schematic diagram of the protective wall structure provided in an embodiment of the present invention from one perspective.

[0023] Figure 7 This is a schematic diagram of the protective wall structure provided in an embodiment of the present invention from another perspective.

[0024] Figure 8 This is a schematic diagram of the anchor pile provided in an embodiment of the present invention from one perspective.

[0025] Figure 9 This is a schematic diagram of the anchor pile provided in an embodiment of the present invention from another perspective.

[0026] Figure 10 yes Figure 8 A magnified view of the local structure at point A in the middle.

[0027] Figure label: 10: Anchor pile; 11: Body; 12: Bearing pad; 13: Guide steel pipe; 14: Positioning steel bar; 15: First straight section; 16: Second straight section; 17: End cap component; 18: Steel pad plate; 19: End cap; 20: Retaining wall structure; 21: Main body of retaining wall; 22: First retaining wall; 23: Second retaining wall; 25: Shaping space; 24: Pad mold; 240: Mold body; 241: Flanged edge; 242: Bottom wall; 2421: Positioning hole; 243: First side wall; 244: Second side wall; 245: Third side wall; 246: Fourth side wall; 247: Shaping cavity; 248: Limiting component; 2481: Connecting pipe section; 2482: Cantilever section. Detailed Implementation

[0028] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of this invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this invention. All other embodiments obtained by those skilled in the art based on the embodiments of this invention without creative effort are within the scope of protection of this invention.

[0029] In the description of the embodiments of this application, it should be noted that, unless otherwise explicitly specified and limited, the terms "connected" and "linked" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium. Those skilled in the art can understand the specific meaning of the above terms in the embodiments of this application based on the specific circumstances.

[0030] In the embodiments of this application, unless otherwise expressly specified and limited, "above" or "below" the second feature can mean that the first feature is in direct contact with the second feature, or that the first feature is in indirect contact with the second feature through an intermediate medium. Furthermore, "above," "on top of," and "over" the second feature can mean that the first feature is directly above or diagonally above the second feature, or simply that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature can mean that the first feature is directly below or diagonally below the second feature, or simply that the first feature is at a lower horizontal level than the second feature.

[0031] In the description of this specification, the references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., refer to specific features, structures, materials, or characteristics described in connection with that embodiment or example, which are included in at least one embodiment or example of the embodiments of this application. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Moreover, without contradiction, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples.

[0032] Figure 1 This is a schematic flowchart of the deep-hole anchor pile construction method provided in the embodiments of the present invention.

[0033] See Figure 1 The first aspect of the present invention provides a method for constructing deep-hole anchor piles, which specifically includes the following steps.

[0034] S100: Determine the area to be constructed and perform pre-treatment on the area.

[0035] S200: Drill holes in the area to be constructed to obtain construction holes.

[0036] S300: Pre-treatment of construction holes.

[0037] S400: Concrete is poured into the pre-treated construction hole to obtain anchor piles.

[0038] It should be noted that the deep-hole anchor pile construction method provided in this embodiment of the invention is mainly used for the construction of deep-hole, large-section roadbed anchor piles. Here, "deep hole" refers to an anchor pile with a hole depth greater than 30m, and "large section" refers to a pile cross-sectional area greater than 3... 4m anchor pile.

[0039] Figure 2 This is a schematic diagram illustrating the specific process of the deep-hole anchor pile construction method provided in this embodiment of the invention.

[0040] See Figure 1 and Figure 2 The steps in S100 include determining the area to be constructed, conducting on-site investigation, site leveling, measurement and layout, and on-site verification. These steps can be adapted to existing technologies. The following is a detailed explanation of the on-site investigation step.

[0041] 1) Before conducting an on-site investigation, design documents and geological survey data related to the area to be constructed should be reviewed.

[0042] 2) Based on the site topography, features, alignment, and elevation of the area to be constructed, further verify whether the design drawings are consistent with the actual site conditions of the area to be constructed.

[0043] 3) Take samples of surface water and groundwater in the construction area for testing, and verify whether the corrosion type and grade of surface water and groundwater on concrete are consistent with the design.

[0044] 4) Verify the high-voltage lines, water pipes, oil and gas pipelines, and national defense optical cables in the area to be constructed within the railway's influence range, and take reinforcement and protection measures for pipeline projects that have not been relocated.

[0045] 5) Verify the on-site geology of the construction area, including the lithology, occurrence, stratigraphic boundaries, unfavorable structural surfaces, and whether groundwater is developed.

[0046] 6) Strengthen ventilation and detect toxic and harmful gases in the area to be constructed.

[0047] Understandably, conducting on-site investigations of the construction area can pave the way for subsequent drilling and concrete pouring, ensuring the smooth progress of subsequent construction steps, reducing the occurrence of unexpected working conditions, and improving the overall construction efficiency and safety of deep-hole anchor piles.

[0048] Figure 3 This is a flowchart of the blasting operation construction process provided in the embodiment of the present invention.

[0049] See Figure 1 and Figure 3 The steps of S200 include: when the hole depth enters the weakly weathered rock layer, the tunneling is carried out by weak loosening blasting.

[0050] See Figure 3It is understandable that currently, anchor piles are typically excavated manually using pneumatic picks. However, this method is unsuitable for deep-hole anchor piles with large cross-sections, as it increases unnecessary costs, reduces economic efficiency and effectiveness, easily delays the construction period, and is not very safe. The deep-hole anchor pile construction method provided in this invention employs a weak loosening blasting excavation method when the hole depth reaches weakly weathered rock layers. This method is simple, easy to operate, safe, reliable, efficient, and ensures timely completion. It effectively avoids unnecessary construction investment, reduces costs, and offers good economic benefits. This method is highly applicable to deep-hole anchor piles.

[0051] In an optional embodiment of the present invention, before the step of excavating by means of weak loosening blasting when the hole depth enters the weakly weathered rock layer, the step of drilling the area to be constructed further includes: drilling the area to be constructed by water-jet drilling to obtain core samples and transporting the crushed rock away.

[0052] Specifically, a water-grinding drill mainly consists of three parts: a water-grinding drill rig, a water-grinding drill barrel, and a special water pump. During the excavation process, strata such as gravel and pebble layers can be excavated layer by layer from top to bottom using picks and shovels, while harder, strongly weathered sandstone and moderately weathered sandstone can be excavated using the water-grinding drill technique.

[0053] The water-jet drilling method mainly involves drilling several holes along the inner diameter of the anchor pile to be constructed using a water-jet drilling rig. These holes are connected, and core samples are taken after drilling. Once all the water-jet drilled holes are connected to form a rectangle, the pile core separates from the pile wall, forming a free surface for the pile core. Then, the remaining pile core is divided into blocks, and a row of small holes is drilled in each block. Steel wedges are then inserted into the small holes, and the wedges are hammered to compress the rock. The rock is pulled and cracked along the vertical surface and sheared from the bottom, breaking into several small pieces. These pieces are then lifted out of the hole using a winch, and the broken rock pieces are removed. This completes the purpose of water-jet drilling. Furthermore, by following the cyclical process of layered core taking, cracking, and rock piece removal, the purpose of hole formation can be achieved.

[0054] The following illustrates the specific steps for core drilling using a water-jet drill in an embodiment of the present invention.

[0055] (1) Drill holes and extract cores using a water-based drill.

[0056] After measurement and layout, fix the position of the drilling rig. It is necessary to ensure that the drilling rig sleeve is tilted outward at a certain angle to the side wall of the pile hole. This way, in the next cycle, the starting point of the sleeve can be placed on the side line of the designed pile hole after the drilling rig is in place, so as not to cause hole shrinkage. This measure can make the pile hole a segmented inverted body and ensure the cross-sectional dimensions of the hole.

[0057] After the above steps are completed, core drilling can begin. The water-powered drill is used to make holes around the pile hole, with a diameter of 16cm and a depth of 35-70cm, to ensure that the pile diameter remains unchanged during cyclic construction. Core sampling points are arranged along the pile hole wall, with the core sampling circle tangent to the inner wall of the lock. Core samples are drilled sequentially from the outer periphery, with each core sample being approximately 350-700mm high. After all the outer periphery core samples are taken, a free surface is formed around the pile core body.

[0058] (2) Transporting the core through the hole.

[0059] When water-jet drilling is being carried out, the drill cores that are removed need to be transported out simultaneously. The drill cores can be transported out using a winch and a hoisting bucket.

[0060] (3) Piling and breaking of pile core.

[0061] After all drilling and core sampling are completed, the remaining pile cores are crushed, and rock cores are drilled along the pile radius to divide the pile core rock mass into four equal parts.

[0062] (4) Drilling holes with an electric drill.

[0063] Drill holes in the core rock using an electric drill, and then divide the core rock into six or eight equal parts.

[0064] (5) Insert steel wedges and strike the steel wedges to split the rock.

[0065] Steel wedges are driven into holes drilled radially along the pile foundation using a hand drill. A sledgehammer is used to strike the steel wedges to apply a horizontal impact force to the rock mass. Under the action of the horizontal impact force, the rock is pulled apart along the vertical surface of the hammer, and horizontal shear fractures will occur at the bottom. The rock mass is split in sequence according to the above method until the entire core rock mass of that layer is fractured.

[0066] (6) Transporting stones out of the area.

[0067] The broken stones are further crushed using an electric hammer or pneumatic pick to ensure that the diameter is less than 20cm. They are then transported away using a winch and a bucket. After the stones are cleared away, the next round of drilling, core sampling, and crushing and transportation can begin.

[0068] It should be noted that, to ensure the safety of personnel inside the wellbore, a protective canopy must be erected above the working face during the removal of the rocks. The area of ​​the canopy must be less than half the area of ​​the borehole. This will allow for the smooth removal of the rocks while ensuring the safety of the operators. If water leaks during drilling, a water pump must be used to drain the water.

[0069] (7) Piling hole correction and construction of the next cycle.

[0070] Because the pile hole wall is serrated after core drilling with a water-jet drill, in order to ensure that the effective pile diameter is consistent with the design pile diameter, it is necessary to knock off the rock serrations that encroach on the pile foundation space, mark the design pile center in the pile hole by locking the pile, check the deviation of the bottom of the pile foundation and correct it in time, and mark the core drilling position of the next cycle of water-jet drilling, and then enter the next cycle of bored pile construction.

[0071] See Figure 2 In an optional embodiment of the present invention, before the step of drilling the area to be constructed using a water-jet drill, the step of drilling the area to be constructed includes: locking the area to be constructed.

[0072] Specifically, based on the surveyed and laid-out pile positions, the interlocking excavation is carried out. It should be noted that the excavation must follow the principle of intermittent pile excavation; construction of adjacent pile positions can only proceed after the adjacent anchor piles have been poured. After the pile hole excavation is completed, the reinforcing steel for the interlocking and retaining walls is tied according to the design requirements. After the reinforcing steel is tied, formwork is erected, checked, and reinforced. Finally, the interlocking and retaining wall concrete are constructed. It should also be noted that the interlocking and retaining wall joints cannot be located at the bottom layer boundary or sliding surface to avoid affecting construction safety. Detailed construction steps for the interlocking can be adapted from existing technologies; this embodiment of the invention will not elaborate on these details.

[0073] See Figure 3 In an optional embodiment of the present invention, when the hole depth enters a weakly weathered rock layer, the step of excavating by weak loosening blasting specifically includes the following steps.

[0074] (1) Construction preparation.

[0075] The bottom of the borehole in the area to be blasted is cleaned to meet the needs of the drilling equipment, and the scope and depth of the drilling operation are determined, that is, the operating area of ​​the drilling equipment in the area to be blasted is determined.

[0076] (2) Drilling operation to obtain the explosive hole.

[0077] The control and drilling operations are carried out in accordance with the blasting design. The control is carried out in a quincunx pattern. When drilling the explosive holes, the holes are drilled according to the hole positions, pile well sizes, drilling depths and borehole inclination angles in the blasting design. At the same time, the gravel and debris around the explosive hole openings are cleared to prevent blockage of the boreholes. In addition, the broken and unstable sections around the explosive hole openings need to be maintained.

[0078] It should be noted that after drilling is completed, the holes for explosives should be inspected to determine whether there is water accumulation and the depth of water accumulation. For unqualified explosive holes, they should be repaired, drilled again, and cleaned.

[0079] (3) Loading explosives.

[0080] According to the blasting design, check whether there is water in the explosive holes, the depth of water accumulation, and whether there is any blockage. Only after the inspection is qualified can the explosives be loaded. The original records of the loading should be made, including the amount of explosives loaded in each hole, any problems that occurred and the handling measures.

[0081] The plugging material is made of drilled clay and tamped down with a wooden rod. During plugging, the plug should be prevented from being suspended in the air to ensure the compactness of the plugging material. The wire should not be pulled too tight to prevent it from being broken or damaged. The explosive can be an emulsion waterproof explosive.

[0082] (4) Demolishing network installations.

[0083] After loading the explosives and sealing the site, connect the network according to the blasting design to prevent omissions or incorrect connections, and wrap the joints with insulating tape.

[0084] (5) Explosion protection.

[0085] After the network connection is completed and inspected and approved, protection should be carried out in accordance with the protection range and protection measures in the blasting design. During protection, care should be taken not to damage the electric blasting network.

[0086] ⑹ Detonate.

[0087] Set up a safety perimeter according to the warning range of the blasting design, and detonate when it is confirmed that the conditions for safe detonation are met.

[0088] It should be noted that after each blast, a 15-minute waiting period must be observed before entering the blast site to check for misfires or other unsafe factors. If any loose rocks or misfires are found, they should be dealt with immediately.

[0089] It should also be noted that when the excavation depth exceeds 6.0 to 10.0m, the blasting should continue for more than half an hour afterward to allow the dust to dissipate before excavation can continue. For piles with a construction hole depth exceeding 10m, ventilation should be provided to ensure the safety of construction personnel.

[0090] In an optional embodiment of the present invention, when the excavation depth of the construction hole exceeds a preset depth, a gas detector is required to test the oxygen content and toxic gases before the construction personnel enter the construction hole. Specifically, the preset depth ranges from 4 to 6 meters. Taking 5 meters as an example, when the pile hole excavation depth exceeds 5 meters, a gas detector should be used to test the oxygen content and toxic gases before operation.

[0091] When the excavation depth exceeds 10m or the carbon dioxide content exceeds 0.3%, ventilation equipment should be added for ventilation, with an air volume not less than 25L / S. A ventilation fan connected to a ventilation duct near the wellhead should be used to deliver fresh air into the well, with the duct pointing towards the bottom of the hole. When blasting is required in rock formations, shallow-hole blasting should be used, with strict control over the amount of explosives used. Support and wall protection should be reinforced near the blast hole to prevent collapse of the hole wall. After blasting inside the hole, ventilation and smoke removal should be carried out first. Only after confirming the absence of toxic gases should the crew continue working inside the well.

[0092] In an optional embodiment of the present invention, before the step of drilling and core sampling in the construction area using a water-jet drill and transporting the crushed rock away, and after the step of locking the construction area, the step of pre-treating the construction hole further includes: constructing the first section of the pile hole in the construction area.

[0093] Specifically, the construction of the first section of the pile hole includes the following steps.

[0094] (1) Excavation of the first section of the pile hole.

[0095] When excavating pile holes, first excavate the soil and rock in the middle part of the pile hole, and then expand the excavation to the periphery. Control the cross-sectional dimensions of the pile hole and determine the height of the excavation segment according to the different soil conditions. When the soil is good, each segment is 1m; when the soil layer is loose, the height of the excavation segment can be reduced to 0.5-0.8m.

[0096] It should be noted that when several pile holes are excavated at the same time, attention should be paid to the excavation sequence. Two adjacent pile holes should not be excavated at the same time. They should be excavated in a skip-pile manner or in a skip-two-pile manner. The excavation of adjacent piles can only be carried out when the concrete of the cast-in-place piles reaches more than 75% of the design strength.

[0097] (2) Detection of the center position of the pile.

[0098] After the first segment of the pile hole is excavated, a plumb bob is suspended at the intersection of the cross-shaped piles to check the hole diameter, verticality, and center deviation. This ensures that the center of the formed hole is on the same vertical line as the center of the pile.

[0099] (3) Wall protection construction.

[0100] Steel composite formwork is used, with each section of the retaining wall being 1-2m long. When the soil layer of the pile well wall has poor stability, sections of 0.5-1m are used. If necessary, the reinforcement is increased and the retaining wall is thickened to ensure safety.

[0101] It should be noted that the retaining wall reinforcement is constructed using a unified prefabricated installation method within the processing area. The vertical reinforcement of the retaining wall is connected by single-sided lap welding with a weld length of not less than 10d. The connection between the circumferential reinforcement and the vertical reinforcement is achieved by binding. The retaining wall formwork is assembled using small steel formwork with a steel plate thickness of not less than 3mm. It is made in sections according to the cross-sectional size of the pile hole and the excavation progress, assembled inside the hole, and connected and fixed with the pre-assembled steel pipe frame in conjunction with top support, bottom support, and fasteners to achieve the purpose of rapid construction.

[0102] It should also be noted that the retaining wall concrete should be tightly adhered to the surrounding rock, and the supports for the retaining wall concrete formwork should not be removed until 12 hours after pouring. The next section of excavation should be carried out after the previous section of retaining wall concrete has fully set, excavating the central part of the pile hole first, followed by the perimeter near the retaining wall. The pouring of the retaining wall concrete should be continuous between sections, avoiding any separation. The reinforced concrete retaining wall should be continuously installed, and the retaining wall reinforcement should be connected to the reinforcement already constructed in the previous section. The retaining wall formwork should be installed only after the retaining wall reinforcement mesh has been tied. After the retaining wall formwork is installed, the joints should be checked for tightness, and the clear dimensions should meet the design drawings. Adjustments should be made as needed, and then the retaining wall formwork should be secured.

[0103] It should also be noted that when pouring the retaining wall concrete, it is necessary to ensure symmetrical pouring and uniform compaction around the perimeter to prevent displacement of the formwork due to eccentric pressure. The retaining wall concrete should be compacted using an immersion vibrator to guarantee its quality. For each section of the retaining wall being constructed, a plumb bob should be used to center the pile and locate the axis control points. The pile axis should be determined on the excavation face to ensure that the pile structure dimensions are not less than the design requirements and that the pile axis deviation does not exceed the specified value.

[0104] In an optional embodiment of the present invention, after the step of constructing the first section of the pile hole, the step of drilling the area to be constructed further includes: installing lifting equipment and climbing equipment.

[0105] Specifically, after the first section of the bored pile is completed, a gantry crane lifting device or a winch lifting device is installed. The lifting equipment should be equipped with a power failure protector, a leakage current protector, a limit switch, and an automatic switch.

[0106] The climbing equipment includes hard ladders and soft ladders. Hard ladders can be obtained by pre-embedding U-shaped steel into the retaining wall, while soft ladders are fixed by pre-embedding steel bars in the pile top locking joint.

[0107] In an optional embodiment of the present invention, the step of pre-treating the construction hole includes: fixing the pier mold into the construction hole according to a preset target.

[0108] Specifically, before the construction of anchor piles, according to the design drawings, the corresponding pier mold box is made. When the excavation reaches the corresponding position, the pier mold box is installed in the design position according to the pier angle shown in the design drawings. Then, the retaining wall concrete is poured to connect the pier mold box and the retaining wall concrete into a whole and fix it firmly.

[0109] During the installation of the anchored pile reinforcement, anchor steel pipes are pre-embedded and positioned at the center of the pier mold to securely fix the anchor steel pipes to the pile reinforcement, preventing displacement during the concrete pouring process. A steel mesh is installed 3cm from the top of the pier mold box, and the pier is connected to the pile body via tie bars.

[0110] It is understandable that during the excavation of anchor piles, the formwork box for the anchor pile pad is poured together with the retaining wall at the designed location. This ensures the integrity of the pad and the anchor pile. Furthermore, during the pouring of the pile body, the anchor steel pipe is pre-embedded to ensure that it is located in the center of the pad and is firmly fixed. This ensures that the top surface of the anchor base is perpendicular to the borehole axis and that the tension force of the jack and the anchor cable are on the same axis when the anchor cable is tensioned.

[0111] In an optional embodiment of the present invention, the deep-hole anchor pile construction method further includes: installing a construction fall protection device inside the construction hole.

[0112] Specifically, when the anchor pile is excavated to a depth of 2 meters or more, a fall protection device is installed at the bottom of the hole, using four steel pipes as support legs and bamboo planks as the top surface. When the elevator is unloading excavated soil, workers can move under this protective device to avoid injury from falling objects.

[0113] In an optional embodiment of the present invention, before the step of pouring concrete into the pre-treated construction hole, the deep hole anchor pile construction method further includes: pre-tying and installing the anchor pile reinforcement in the construction hole.

[0114] Specifically, the pile reinforcement is installed from bottom to top, first installing the stirrups, then the main reinforcement. The stirrups are tied and the main reinforcement is mechanically sleeved inside the well. When splicing the anchor pile reinforcement, the joint sections must be staggered to ensure that the number of joints at each section does not exceed 50% of the total number. The main reinforcement of the anchor pile is mechanically sleeved, and the joints must be staggered within a range of 35d (d is the diameter of the main reinforcement) and not less than 50cm. When the main reinforcement of the anchor pile is tied to the anchor cable position, the anchor cable pipe needs to be pre-embedded.

[0115] When the reinforcing bars of the anchor pile conflict with the anchor pipe, the position of the anchor pile reinforcing bars can be adjusted appropriately. The anchor pile pad pier mold box is equipped with a reinforcing mesh to provide a firm foundation for the subsequent prestressed anchor tensioning. The pad pier is connected to the anchor pile as a whole by setting tie bars.

[0116] When installing sonic logging tubes on anchor piles, the lower end of the tube should be sealed, and the upper end sealed with a wooden plug to facilitate later inspection. The tubes are made of seamless steel pipe with an inner diameter of 50mm and a wall thickness of 3mm. Every 2m, the tubes are welded to the main reinforcement with φ8 steel bars, extending 10cm-30cm above the design elevation of the pile top. The height of each tube opening should be consistent. One tube is installed at each of the four corners of each pile, positioned inside the reinforcement cage. The tubes should be vertical and not bent in the middle, as this will affect subsequent inspection. The lower end is sealed, and the upper end is sealed with a wooden plug. There should be no foreign objects inside the tube, and the joints should be smooth and leak-proof. After installation, water can be injected to check for leaks at the joints. If leaks are found, the tubes should be replaced.

[0117] In an optional embodiment of the present invention, the step of pouring concrete into the pre-treated construction hole to obtain the anchor pile further includes underwater concrete pouring.

[0118] Specifically, when there is a lot of water in the construction hole, such as when the construction area is near a river, the commonly used dry-operation tremie pipe method for concrete pouring during the pile body concrete construction process cannot guarantee the quality of the anchor pile. Therefore, the tremie pipe method is used for concrete pouring.

[0119] Before use, in addition to carefully checking its specifications, quality and splicing structure, the guide pipe should be assembled and pressure test and water seepage test should be carried out. The pressure test pressure is 1.5 times the static water pressure at the bottom of the hole. The length of the guide pipe for the pressure test and water seepage test should meet the needs of the longest pile (≥42m). The guide pipes should be numbered and segmented sequentially from bottom to top, and the assembly order of the guide pipes should be maintained. Each group of guide pipes should not be mixed.

[0120] The guide pipe is connected with a roller nut and sealed with a rubber "O" ring to prevent water leakage. The length of the guide pipe should be determined according to the hole depth and the height of the working platform. For the section from the bottom of the funnel to the top of the borehole, a non-standard section guide pipe should be used. It should be lowered vertically and gently to avoid colliding with the reinforcing cage. The number of sections lowered should be recorded. After it is lowered to the bottom of the hole, the theoretical length and the actual length should be compared to see if they match. After the guide pipe is completely lowered to the bottom of the hole and checked to be correct, the guide pipe should be gently lifted, controlling the bottom opening to be 0.4m from the bottom of the hole and located in the center of the hole.

[0121] Before pouring concrete, the concrete tremie pipe and storage hopper should be moistened with water, then the baffle system should be installed and a water-tight plug should be set. After the storage hopper is full of concrete, pouring should begin. The initial pour of concrete should be sufficient to meet the requirement that the initial embedment depth of the tremie pipe is no less than 1m and to fill the bottom of the tremie pipe. During the pouring process, the embedment depth of the tremie pipe should be controlled between 2-6m. The mixed concrete is transported to the pile foundation opening using a concrete truck and poured into the storage hopper. The baffle is then used to seal the bottom, and steel plates are used as isolation bolts. Concrete pouring should be carried out promptly. If the time is too long, the sediment should be measured again. If the sediment thickness exceeds the design requirements, the hole must be cleaned again. During the concrete pouring process, a measuring hammer weighing no less than 4kg should be used to frequently measure the rise of the concrete surface in the hole. After the tremie pipe reaches a certain embedment depth, it should be disassembled quickly and gradually, and the concrete surface height in the hole should be measured before each lifting of the tremie pipe. The measuring rope should be checked with a steel ruler before and after pouring each pile to avoid errors.

[0122] The second aspect of this invention provides a pier mold as described in the foregoing embodiments. The pier for roadbed protection anchor piles is a tensioning platform set up when prestressed anchor cables are installed on the pile body of the roadbed protection anchor pile. The center line of the top surface of the pier must be perpendicular to the axis of the anchor cable hole. Its position and angle are subject to particularly strict requirements during construction, with an allowable positional deviation of ±50mm and an inclination angle deviation of 1%. Therefore, the position and angle of the pier must be accurately positioned during the construction of the roadbed protection anchor piles. However, in the prior art, the pier is a prefabricated product. The pier needs to be connected to the anchor pile through a secondary assembly method after the anchor pile is cast. This molding method results in severe delamination between the pier and the anchor pile, poor overall integrity, and the pier is prone to assembly deviations, leading to serious problems in subsequent construction.

[0123] Figure 4 This is a side view of the pier mold provided in an embodiment of the present invention; Figure 5 This is a front view of the pier mold provided in an embodiment of the present invention.

[0124] The pier mold 24 includes a mold body 240 and a limiting member 248. The mold body 240 has a molding cavity 247. In use, concrete and other materials are poured into the molding cavity 247, and the pier 12 is obtained after the concrete cools. The bottom of the molding cavity 247 is provided with a positioning hole 2421, which is used for anchor cable pulling. During construction, the position of the guide steel pipe 13 can be determined through the positioning hole 2421. That is, the guide steel pipe 13 needs to be aligned with the positioning hole 2421. For example, the guide steel pipe 13 can be riveted to the bottom wall 242 of the pier mold 24. The anchor cable is extended into the mountain on the other side of the anchor pile 10 through the guide steel pipe 13 and the positioning hole 2421, and the anchor cable is pulled.

[0125] The mold body 240 has at least one flange 241 at its opening. Specifically, during construction, the position of the pier mold 24 on the concrete of the retaining wall can be determined first according to the measurement and layout of the construction drawing. Then, using the pre-set anchoring holes on the flange 241 of the pier mold 24, the pier mold 24 is firmly connected to the reinforcing steel of the retaining wall with fasteners such as screws or bolts. After that, the retaining wall body 21 is formed by pouring concrete. During the construction of the retaining wall body 21, the pier mold 24 is filled and compacted with the surrounding concrete to obtain the retaining wall body 21 with the pier mold 24. The limiting member 248 is provided at the positioning hole 2421. The limiting member 248 is used to guide and limit the pulling of the anchor cable.

[0126] See Figure 4 and Figure 5 It is understood that the pier mold 24 provided in the embodiments of the present invention, by setting a mold body 240 with a molding cavity 247 and setting a flange 241 at the opening of the mold body 240, can install the pier mold 24 on the retaining wall body 21. In this way, when casting the anchor pile 10, the pier 12 and the anchor pile 10 can be cast into an integral structure. The anchor pile 10 and the pier 12 of the integral structure have better strength, stronger bearing capacity and better overall integrity.

[0127] Compared to existing technologies, the pier mold 24 provided in this embodiment of the invention, by having a flange 241, can be placed on the retaining wall body 21 during construction, thereby casting an integrated structure of the pier 12 and the anchor pile 10. This eliminates the need for secondary assembly of the prefabricated pier 12 after the anchor pile 10 is formed, preventing delamination and solving the problem of assembly errors that easily occur during secondary assembly of the pier 12, thus avoiding the impact of this problem on subsequent construction. Secondly, the limiting component 248 effectively guides and limits the anchor cable during the pulling process, reducing the difficulty of anchor cable pulling and improving construction efficiency.

[0128] Continue reading Figure 4 In an optional embodiment of the present invention, the limiting member 248 includes a connecting pipe section 2481 and a cantilever section 2482. The connecting pipe section 2481 is connected to the positioning hole 2421. The cantilever section 2482 is connected to the side of the connecting pipe section 2481 away from the positioning hole 2421. The cantilever section 2482 includes multiple cantilevers, which are evenly spaced along the circumferential distance of the cantilever section 2482.

[0129] Understandably, the multiple cantilever arms have a certain amount of room to maneuver. This allows for fine-tuning of the guide pipe 13 during its fixing process. For example, if the guide pipe 13 deviates in one direction, it can be pulled in the opposite direction. During this process, the multiple cantilever arms have a certain elastic contraction capacity, which can compensate for the positional changes of the guide pipe 13 through their own deformation. Compared to a direct fixing method, this greater flexibility facilitates actual construction, making it easier for construction workers to set up the guide pipe 13, thereby improving construction efficiency.

[0130] Continue reading Figure 5 In an optional embodiment of the present invention, the mold body 240 includes a bottom wall 242, a first side wall 243, a second side wall 244, a third side wall 245, and a fourth side wall 246. The first side wall 243 and the second side wall 244 are disposed opposite to each other on both sides of the bottom wall 242, and the third side wall 245 and the fourth side wall 246 are disposed opposite to each other between the first side wall 243 and the second side wall 244. A positioning hole 2421 is provided in the bottom wall 242. The bottom wall 242, the first side wall 243, the second side wall 244, the third side wall 245, and the fourth side wall 246 surround the aforementioned molding cavity 247. The shape of the molding cavity 247 corresponds to the shape of the pad 12 and can be adaptively adjusted according to actual needs.

[0131] The bottom wall 242, the first side wall 243, the second side wall 244, the third side wall 245, and the fourth side wall 246 can be independent plates, which reduces the manufacturing difficulty and facilitates the processing and manufacturing of the mold body 240. Of course, the bottom wall 242, the first side wall 243, the second side wall 244, the third side wall 245, and the fourth side wall 246 can also be made as a single piece, such as by casting, which reduces the assembly steps.

[0132] Continue reading Figure 5 In an optional embodiment of the present invention, four flanges 241 are provided. The four flanges 241 are respectively provided on the side of the first sidewall 243, the second sidewall 244, the third sidewall 245, and the fourth sidewall 246 away from the bottom wall 242. Taking the first sidewall 243 as an example, the flange 241 can be a folded plane formed by folding the first sidewall 243 outward. The flange 241 can also be obtained by splicing it with the first sidewall 243 through a plate. Specifically, it can be arranged adaptively according to the actual situation. The flanges 241 corresponding to the second sidewall 244, the third sidewall 245, and the fourth sidewall 246 are similar, and will not be described in detail here.

[0133] See Figure 5It is understood that the pier mold 24 provided in the embodiments of the present invention has corresponding flanges 241 on the side of the first side wall 243, the second side wall 244, the third side wall 245 and the fourth side wall 246 away from the bottom wall 242. In this way, when installing the pier mold 24, the pier mold 24 can be firmly fixed to the protective wall body 21 by the four flanges 241, which can greatly improve the stability of the pier mold 24 and its integration with the protective wall body 21.

[0134] Continue reading Figure 5 In an optional embodiment of the present invention, a positioning hole 2421 is provided on the bottom wall 242. During construction, the position of the guide steel pipe 13 can be determined through the positioning hole 2421, that is, the guide steel pipe 13 needs to be aligned with the positioning hole 2421. During actual construction, the guide steel pipe 13 can be riveted to the bottom wall 242 of the pier mold 24. During construction, the anchor cable can be extended into the mountain on the other side of the anchor pile 10 through the guide steel pipe 13 and the positioning hole 2421, and the anchor cable can be pulled.

[0135] See Figure 1 In an optional embodiment of the present invention, the four flanges 241 are located on the same vertical plane, and the bottom wall 242 is arranged at a preset angle with the vertical plane, the preset angle being α, wherein the value of α ranges from 24° to 30°, for example, α can be set to 24°, 26°, 28° or 30°; it is understood that the required angle of the pier 12 is different at different positions. By adaptively limiting the angle between the bottom wall 242 and the vertical plane within the above-mentioned value range, the actual construction needs can be guaranteed. Compared with the secondary assembly method on site, the pier mold 24 provided in the embodiment of the present invention has higher accuracy in the angle between the bottom wall 242 and the vertical plane, which can ensure that the angle of the pier 12 after molding is more accurate.

[0136] Figure 6 This is a schematic diagram of the protective wall structure provided in an embodiment of the present invention from one perspective; Figure 7 This is a schematic diagram of the protective wall structure provided in an embodiment of the present invention from another perspective.

[0137] See Figure 6 and Figure 7A third aspect of the present invention provides a retaining wall structure 20, which includes a retaining wall body 21 and a pier mold 24 as described in any of the foregoing embodiments. The retaining wall body 21 includes a first retaining wall 22, a second retaining wall 23, a third retaining wall, and a fourth retaining wall. The first retaining wall 22 and the second retaining wall 23 are disposed opposite to each other, and the third retaining wall and the fourth retaining wall are disposed opposite to each other between the first retaining wall 22 and the second retaining wall 23. The first retaining wall 22, the second retaining wall 23, the third retaining wall, and the fourth retaining wall enclose a shaping space 25 for forming an anchor pile 10. The pier mold 24 is embedded in at least one of the first retaining wall 22, the second retaining wall 23, the third retaining wall, and the fourth retaining wall, with the opening of the pier mold 24 facing the shaping space 25.

[0138] Specifically, before constructing the retaining wall structure 20, the interlocking construction needs to be carried out first. During the interlocking construction, the interlocking excavation should be carried out based on the surveyed and laid-out pile positions. To facilitate construction, the retaining wall structure 20 can be divided into different construction segments along the length of the pile hole, such as the first segment, the second segment, etc. Taking the first segment of the retaining wall structure 20 as an example, when excavating the pile hole, the soil and rock in the middle part of the pile hole are excavated first, and then the excavation is expanded to the periphery. The cross-sectional dimensions of the pile hole are controlled, and the height of the excavation segment is determined according to the different soil conditions. When the soil quality is good, each segment can be excavated to a depth of 1m; when the soil layer is loose, the height of the excavation segment can be reduced to 0.5-0.8m.

[0139] When pouring the concrete for the main retaining wall 21, the first retaining wall 22, the second retaining wall 23, the third retaining wall, and the fourth retaining wall need to be constructed simultaneously and cast as a whole, ensuring symmetrical pouring and uniform compaction around the perimeter to prevent displacement of the formwork due to eccentric pressure. It should be noted that when excavating to the corresponding position, the support pier mold 24 should be installed in the designed position according to the angle of the support pier 12 shown in the design drawings, and then the retaining wall concrete should be poured, connecting the support pier mold 24 and the retaining wall concrete into a whole and fixing it securely. The retaining wall concrete should be compacted using an immersion vibrator to ensure its quality. For each section of the retaining wall structure 20 being constructed, a plumb bob should be used to center the pile and locate the axis control points. The pile axis should be determined on the excavation face to ensure that the pile structure dimensions are not less than the design requirements and the pile axis deviation is not greater than the specification value.

[0140] After the retaining wall structure 20 is poured, the anchor piles 10 can be poured. After the anchor piles 10 have reached a certain strength, the pier mold 24 can be recycled and reused when breaking the concrete of the retaining wall structure 20 and constructing the prestressed anchor cables.

[0141] Figure 8 This is a schematic diagram of the anchor pile provided in an embodiment of the present invention from one perspective. Figure 9 This is a schematic diagram of the anchor pile provided in an embodiment of the present invention from another perspective; Figure 10 yes Figure 8A magnified view of the local structure at point A in the middle.

[0142] See Figures 8 to 10 The fourth aspect of this invention provides an anchor pile 10 manufactured from the aforementioned retaining wall structure 20, i.e., an anchor pile 10 obtained according to the deep-hole anchor pile construction method described above. The anchor pile 10 includes a body 11, and protruding pads 12 are formed on the surface of the body 11. The number and position of the pads 12 can be adaptively set according to actual conditions. It is understood that the anchor pile 10 provided by this utility model embodiment has a stronger load-bearing capacity and better overall integrity because it has integrally formed pads 12. Compared with the structure in the prior art that requires secondary assembly, this setting avoids the delamination problem between the body 11 and the pads 12 of the anchor pile 10, which can solve the problem of assembly errors that are easy to occur during the secondary assembly of the pads 12, and avoid the impact of this problem on subsequent construction.

[0143] Continue reading Figures 8 to 10 In an optional embodiment of the present invention, the anchor pile 10 further includes a guide steel pipe 13, which passes through the body 11 and the pad 12. As mentioned above, when the guide steel pipe 13 is laid out, it needs to be aligned with the positioning hole 2421 on the bottom wall 242 of the pad mold 24. If necessary, the guide steel pipe 13 can be fixed to the bottom wall 242 of the pad mold 24 by riveting. It should be noted that during the installation of the pile reinforcement of the anchor pile 10, the guide steel pipe 13 needs to be firmly fixed to the pile reinforcement to prevent displacement during the concrete pouring process. The aforementioned limiting member 248 is used to guide and limit the pulling of the guide steel pipe 13, as described above.

[0144] Continue reading Figures 8 to 10 In an optional embodiment of the present invention, the anchor pile 10 further includes a positioning steel bar 14, which includes a first straight segment 15 and a second straight segment 16. The first straight segment 15 passes through the body 11 and the pier 12, and the second straight segment 16 is located at the end of the first straight segment 15 facing the pier 12 and is parallel to the bottom surface of the pier 12. It can be understood that by setting the positioning steel bar 14 and making the second straight segment 16 parallel to the bottom surface of the pier 12, the stress transfer area between the positioning steel bar 14 and the pier 12 can be increased, which can further improve the integrity of the pier 12 and the anchor pile 10 and its structural strength.

[0145] Continue reading to section 8 Figure 10In an optional embodiment of the present invention, the anchor pile 10 further includes a head end component 17. The head end component 17 is disposed on the side of the pier 12 away from the main body 11. The head end component 17 includes a steel pad 18 and a head 19. The steel pad 18 is provided with a through hole for the anchor cable to pass through. Specifically, the steel pad 18 can be first disposed on the side of the pier 12 away from the main body 11, and the two can be fixed together by fasteners such as screws or bolts. After the anchor cable is pulled, the head 19 is then sealed on the side of the steel pad 18 away from the pier 12 using a mold. It can be understood that by setting the head end component 17, the guide steel pipe and the internal anchor cable and other rigid structures can be protected to prevent rainwater and air from corroding them.

[0146] It should be noted that the technical solutions in the various embodiments of the present invention can be combined with each other, but the basis for such combination is that they can be implemented by those skilled in the art; when the combination of technical solutions is contradictory or cannot be implemented, it should be considered that such combination of technical solutions does not exist, that is, it is not within the protection scope of the present invention.

[0147] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A method for constructing a deep hole anchor pile, characterized in that, The method comprises the following steps: determining a region to be constructed, and pretreating the region to be constructed; drilling the region to be constructed to obtain a construction hole; pretreating the construction hole; pouring concrete into the pretreated construction hole to obtain an anchor pile; wherein, when the hole depth enters a weakly weathered rock layer, the drilling step comprises excavating by weak loose blasting.

2. The method of construction of a deep hole anchor pile according to claim 1, wherein, Before the step of excavating by weak loose blasting when the hole depth enters a weakly weathered rock layer, the drilling step further comprises: opening a hole and taking a core of the region to be constructed by water mill drilling, and transporting the broken rock outside.

3. The method of construction of a deep hole anchor pile according to claim 2, wherein, Before the step of opening a hole and taking a core of the region to be constructed by water mill drilling, the drilling step further comprises: locking the region to be constructed.

4. The method of construction of a deep hole anchor pile according to claim 1, wherein, The step of excavating by weak loose blasting when the hole depth enters a weakly weathered rock layer comprises: cleaning the region to be constructed, and determining a drilling operation area in the region to be constructed according to a blasting design; performing drilling operation and obtaining explosive holes according to the blasting design; filling explosives into the explosive holes according to the blasting design, and blocking the explosive holes by clay; performing blasting network laying on the explosive holes according to the blasting design, and performing blasting operation.

5. The method of construction of a deep hole anchor pile according to any one of claims 1 to 4, characterized in that, When the excavation depth of the region to be constructed exceeds a preset depth, detecting the oxygen content and toxic gas by using a gas detector before a construction worker enters the region to be constructed.

6. The method of construction of a deep hole anchor pile according to any one of claims 1 to 4, wherein The pretreating step of the construction hole comprises: fixing a pad footing mold in the construction hole according to a preset position.

7. A gasket mold as defined in claim 6, wherein The mold body (240) has a shaping cavity (247) for forming a pad footing (12), the bottom of the shaping cavity (247) is provided with a positioning hole (2421) for anchor cable pulling, and the opening of the shaping cavity (247) is provided with at least one flange (241), and the mold body (240) is suitable for being fixed to a retaining wall body (21) through the flange (241). The limiting piece (248) is arranged at the positioning hole (2421), and the limiting piece (248) is used for guiding and limiting the pulling of the anchor cable. The limiting piece (248) comprises:

8. The gasket mold of claim 7, wherein, a connecting pipe section (2481) connected to the positioning hole (2421); a cantilever section (2482) connected to the side of the connecting pipe section (2481) away from the positioning hole (2421), and the cantilever section (2482) comprises a plurality of cantilevers, and the plurality of cantilevers are uniformly arranged along the circumference of the cantilever section (2482). ​ 9. The gasket mold of claim 8, wherein, The mold body (240) comprises a bottom wall (242), a first side wall (243), a second side wall (244), a third side wall (245) and a fourth side wall (246), the first side wall (243) and the second side wall (244) are oppositely arranged on both sides of the bottom wall (242), the third side wall (245) and the fourth side wall (246) are oppositely arranged between the first side wall (243) and the second side wall (244), and the bottom wall (242), the first side wall (243), the second side wall (244), the third side wall (245) and the fourth side wall (246) surround the shaping cavity (247). The positioning hole (2421) is arranged on the bottom wall (242).

10. The gasket mold of claim 8, wherein, The flange (241) is provided with four, four flanges (241) are respectively arranged on the first side wall (243), the second side wall (244), the third side wall (245) and the fourth side wall (246) away from the bottom wall (242) side; Four flanges (241) are located in the same plane, the bottom wall (242) and the plane are arranged at a preset included angle, the preset included angle is a, wherein the value range of a is 24°-30°.

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