Construction method and device based on permafrost CFG pile hole reinforcement

Abstract

The invention discloses a construction method and device based on permafrost CFG pile hole reinforcement, and is applied to the technical field of foundation construction. The construction method comprises the steps that in a construction area, a pile hole is drilled in the vertical direction; after a frozen soil layer is drilled, vertical drilling is suspended; drilling a group of transverse holes in the hole wall of the pile foundation corresponding to the frozen soil layer; the transverse holes are reinforced; continuously drilling the pile holes along the vertical direction, and repeatedly drilling transverse holes and reinforcing in the frozen soil layer at intervals of a certain depth in the vertical drilling process; and after pile hole drilling is finished, grouting is conducted in the pile hole, and curing forming is conducted. The construction device comprises a drilling tool mechanism and hoisting equipment, the hoisting equipment is used for hoisting the drilling tool mechanism to a frozen soil layer, and the drilling tool mechanism comprises a mechanism body, a rotating disc, a drilling tool assembly and a reinforcing assembly. The vertical and transverse composite reinforcing system is adopted, the reinforcing effect of the frozen soil roadbed is effectively improved, the transverse bonding performance of a frozen soil layer can be enhanced, the engineering cost is reduced, and the construction period of pile foundation hole forming and concrete pouring and curing is shortened.

Description

Technical Field

[0001] This invention relates to the field of foundation construction technology, specifically to a construction method and apparatus for reinforcing CFG pile holes in frozen soil. Background Technology

[0002] CFG piles are short for Cement Fly-ash Gravel Pile. They are variable-strength piles formed by mixing cement, fly ash, gravel, stone chips, or sand with water. Together with the soil between the piles and the cushion layer, they form a composite foundation used to improve the bearing capacity of the foundation and reduce settlement. The main construction method is the long auger drilling and grouting method: after drilling, the mixture is pumped in, and grouting is carried out while the drill is being lifted. A protective pile head is reserved at the top of the pile.

[0003] CFG piles (cement fly ash gravel piles) have demonstrated good reinforcement effects under ordinary geological conditions as a conventional method for foundation treatment. However, in the practice of roadbed reinforcement in permafrost areas, it has been found that the traditional CFG pile method has obvious limitations. The main limitations are that the reinforcement effect of traditional CFG piles on permafrost strata is limited, and the strength and stability of CFG piles are insufficient, failing to meet the requirements for foundation pile construction. Summary of the Invention

[0004] The purpose of this invention is to provide a construction method and apparatus for reinforcing frozen soil with CFG pile holes, in order to solve the problems mentioned in the background art. By adopting a vertical and horizontal composite reinforcement system, the reinforcement effect of frozen soil subgrade is effectively improved. It can enhance the lateral bonding performance of the frozen soil layer, increase the influence range of each CFG pile, and thus use fewer CFG piles to reinforce the same area of ​​frozen soil foundation. This also reduces engineering costs and saves the construction period for pile hole drilling and concrete pouring and curing.

[0005] To address the aforementioned technical problems, the first aspect of this invention provides a construction method for reinforcing frozen soil layers using CFG pile holes, comprising: In the construction area, drill vertically for pile holes; Vertical drilling will be suspended once the permafrost layer is reached. A set of transverse holes is drilled in the pile hole wall corresponding to the frozen soil layer using the transverse drilling method. Each set of multiple transverse holes is located in different directions of the pile hole wall. Reinforce the transverse holes; Continue drilling the pile holes vertically. During the vertical drilling process, repeat drilling and reinforcing the transverse holes at intervals in the frozen soil layer. Until the drilling of the pile hole is completed, grout is injected into the pile hole and cured to form the desired shape.

[0006] In some implementations, multiple sets of transverse holes corresponding to different depths of the permafrost layer are misaligned in the vertical projection.

[0007] In some embodiments, the ratio of the diameter of the transverse hole to the diameter of the pile hole is 0.4±0.1; the ratio of the depth of the transverse hole to the depth of the pile hole is 0.08±0.01.

[0008] In some implementations, when using transverse drilling, the pile hole wall is drilled horizontally using mechanical drilling, or the frozen soil layer is melted horizontally using thermal melting and propulsion methods to drill transverse holes.

[0009] In some implementations, mechanical drilling uses auger drill rods; or thermal drilling and propulsion use drill bits with heating devices to heat the drill bit.

[0010] In some embodiments, when reinforcing the transverse hole, the transverse hole is initially reinforced by grouting or by filling the transverse hole with a component.

[0011] In some embodiments, when using the grouting method, a slowing gel material is injected into the transverse hole to initially reinforce it; when grouting into the pile hole, concrete is injected into both the pile hole and the transverse hole simultaneously, so that the slowing gel material in the transverse hole solidifies together with the concrete.

[0012] The second aspect of the present invention provides a construction device for reinforcing CFG pile holes in frozen soil, which is applied to the transverse holes in the above-mentioned construction method for reinforcing CFG pile holes in frozen soil. The construction device includes a drilling mechanism and a hoisting device. The hoisting device is used to hoist the drilling mechanism to the frozen soil layer. The drilling mechanism includes a main body, a rotary table, a drilling assembly, and a reinforcement assembly. The drilling assembly and the reinforcement assembly are respectively connected to the rotary table. The rotary table is installed on the main body. The rotary table switches the positions of the drilling assembly and the reinforcement assembly by rotating to perform the construction of drilling transverse holes or reinforcing transverse holes.

[0013] In some embodiments, the reinforcement components include: A first driving element and a component, the first driving element being mounted on a rotating disk, the first driving element being used to push the component out of the rotating disk and place it into a transverse hole; Alternatively, a second drive unit and a dispensing tube are provided. The second drive unit is mounted on the rotating disk and is used to insert the dispensing tube into the transverse hole or retract the rotating disk. The dispensing tube is connected to the dispensing pump device at the hoisting equipment and is used to inject the retarder material into the transverse hole.

[0014] In some implementations, the drill assembly is a drill bit with a heating device or a auger drill pipe.

[0015] Compared with the prior art, the beneficial effects of the present invention are: 1. The construction method of this application involves drilling vertical pile holes and horizontal holes in the frozen soil layer to form a composite vertical and horizontal reinforcement system. Multiple horizontal holes of different directions and depths are drilled at different locations in the frozen soil layer, forming a three-dimensional framework of the main pile foundation and pile branches. This strengthens the bond strength between each pile foundation and the frozen soil layer. In this way, the pile branches at the horizontal holes form a tie with the frozen soil layer, sharing the load force transmitted from above. At the same time, the spacing between CFG piles can be increased to reduce disturbance to the frozen soil, effectively improving the reinforcement effect of the frozen soil subgrade. It can enhance the lateral bonding performance of the frozen soil layer, increase the influence range of each CFG pile, and thus use fewer CFG piles to reinforce the same area of ​​frozen soil foundation, reducing project costs and saving time for drilling, grouting and curing measures.

[0016] 2. The construction device of this application uses hoisting equipment to lower the drilling mechanism to the frozen soil layer, drills transverse holes using the drilling tool assembly, and then reinforces the interior of the transverse holes using the reinforcement assembly. During the two construction processes, a rotary table is used to switch between drilling and reinforcing the transverse holes, which can quickly realize the drilling of multiple transverse holes in the vertical pile hole, facilitating construction operations. This enables the drilling of pile foundations in strata with frozen soil layers. Attached Figure Description

[0017] To more clearly illustrate the technical solutions in the embodiments of this application, the accompanying drawings used in the description of the embodiments will be briefly introduced one by one below. Obviously, the accompanying drawings described below are some embodiments of this application. For those skilled in the art, other embodiments and drawings can be obtained based on these drawings without creative effort. The flowcharts shown in the accompanying drawings are merely illustrative and do not necessarily include all content and operations / steps, nor do they necessarily have to be performed in the described order. For example, some operations / steps can be decomposed, while some operations / steps can be combined or partially combined. Therefore, the actual execution order may change according to the actual situation.

[0018] Figure 1 This is a schematic diagram of the traditional CFG pile foundation construction method; Figure 2 This is a schematic diagram of the drilling process for the construction method of CFG pile hole reinforcement based on frozen soil layer according to the present invention; Figure 3 This is a final drilling schematic diagram of the construction method for CFG pile hole reinforcement based on frozen soil layer according to the present invention. Figure 4 This is a schematic diagram of the spiral drill pipe tool of the present invention; Figure 5 This is a schematic diagram of the drill bit and drilling tool with heating device of the present invention; Figure 6This is a schematic diagram of the rotary disk, drilling tool assembly, and reinforcement assembly of the present invention; Figure 7 This is a schematic diagram of the main body of the invention, the rotary disk, the drilling tool assembly, and the reinforcement assembly; Figure 8 This is a schematic diagram of the main body of the invention, the rotary disk, the drilling tool assembly, and the reinforcement assembly; Figure 9 This is a schematic diagram of the reinforcement component of the present invention; Figure 10 This is a schematic diagram illustrating the function of the internal components of the enclosure in this invention; Figure 11 This is a schematic diagram of the reinforcing component for adhesive injection according to the present invention; Figure 12 This is a diagram showing the distribution of pile foundation strength in a frozen soil region obtained using traditional pile foundation construction methods. Figure 13 This is a diagram showing the distribution of pile foundation strength in the frozen soil region obtained using the construction method described in this application. Figure 14 This is a comparison chart of the displacement-time curves of pile foundations under stress with and without lateral reinforcement.

[0019] Reference numerals: 101, pile hole; 102, transverse hole; 110, hoisting equipment; 120, drill rod; 200, drilling mechanism; 210, main body of the mechanism; 220, rotary table; 230, drilling assembly; 231, auger drill rod; 232, drill bit with heating device; 233, rotary actuator; 240, reinforcing assembly; 241, first driving component; 242, component; 243, output rod; 244, second driving component; 245, glue injection pipe; 246, positioning plate; 250, stabilizing frame; 260, glue tank. Detailed Implementation

[0020] The technical solutions in the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. The detailed description of the embodiments of this application provided in the drawings is not intended to limit the scope of the claimed application. The described embodiments are only a part of the embodiments of this application, not all of them. Based on the embodiments in this application, they can be arranged and designed in various different configurations. All other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0021] This application is described below with reference to the accompanying drawings and specific embodiments: Please refer to Figure 2 and Figure 3 The first aspect of this application provides a construction method for reinforcing frozen soil with CFG pile holes, comprising: S1. In the construction area, drill vertically for pile hole 101; if a longitudinal drilling rig is used, drill vertically to a specified depth of 3m.

[0022] S2. After drilling reaches the frozen soil layer, suspend vertical drilling; lift the longitudinal drilling rig and wait on the side, or move the rig to the next pile hole location to achieve cross-construction of different pile foundations.

[0023] S3. Using a transverse drilling method, drill a set of transverse holes 102 in the pile foundation hole wall corresponding to the frozen soil layer. Each set of multiple transverse holes 102 are located in different directions of the pile foundation hole wall. Replace the drill bit of the drilling rig with a transverse drilling tool, that is, remove the original drill bit, and then connect the rotary table 220 and the drilling tool mechanism 200. Lower the drilling tool mechanism 200 to the specified depth through the drilling rig. After determining the depth, start the drilling tool mechanism 200 to drill the transverse holes 102.

[0024] S4. Reinforce the transverse hole 102; using the reinforcement component 240 on the drilling mechanism 200, inject the support material into the transverse hole 102, or place the support material into the transverse hole 102. The material can be a fluid that initially solidifies in the transverse hole 102, or it can be a solid component 242 that provides direct support. Reinforcing the transverse hole 102 is to prevent hole collapse and ensure that the shape of the transverse hole 102 is maintained before the later pouring of concrete.

[0025] S5. Continue drilling the pile hole 101 vertically. During the vertical drilling process, repeat drilling the transverse hole 102 at intervals in the frozen soil layer and reinforce the transverse hole 102. If you change to a drilling rig for longitudinal drilling or replace the drill bit, remove the drilling tool mechanism 200 and rotary table 220 and replace them with a longitudinal drill bit to enter the vertical drilling. If you drill for 6m, repeat the above steps S3 and S4.

[0026] S6. Repeat step S5 above until the drilling of pile hole 101 is completed. If the designed depth of 15m is reached, move the machine to the edge of the construction area and then use concrete grouting to inject grout into pile hole 101. The concrete enters the vertical pile hole 101 and the horizontal hole 102 and is cured and formed, finally forming a pile foundation with a vertical and horizontal three-dimensional reinforcement system.

[0027] The aforementioned drilling mechanism 200 includes a drilling assembly 230 and a reinforcement assembly 240. The drilling assembly 230 drills to a certain depth into the pile foundation hole wall using a transverse drill bit, as determined by the design. Then, the drill bit retracts and switches to the reinforcement assembly 240. The reinforcement assembly 240 is used to inject or place support materials into the drilled transverse hole 102. The drilling assembly 230 and the reinforcement assembly 240 switch positions using a rotary disk 220 to complete the construction of drilling the transverse hole 102 and reinforcing the transverse hole 102.

[0028] Traditional CFG pile construction methods are unsuitable for permafrost layers, exhibiting significant limitations. This is because CFG pile foundations are primarily designed for homogeneous soils, while permafrost layers possess distinct stratification characteristics, comprising seasonal freeze-thaw layers, perennial frozen layers, and unfrozen layers from top to bottom, forming a typical layered anisotropic structure. This unique geological feature alters the load transfer mechanism of CFG piles, leading to a decrease in reinforcement effectiveness. More importantly, the differential expansion effect between permafrost and concrete materials during temperature changes further exacerbates stress concentration at the pile-soil interface.

[0029] Traditional CFG pile foundation drilling involves drilling vertical holes. This is because drilling in other directions is redundant, as the properties of soil in ordinary sites do not change significantly with depth. Geological survey profiles typically indicate the overall age of the soil mass. Another scenario involves backfilled sites that haven't reached the required settlement period; CFG piles are used for reinforcement in these cases, as the backfill can be considered a soil of similar properties. In summary, when using CFG piles in conventional soils, the force in a given area is transferred downwards through the pile. Through friction and other mechanisms, the surrounding soil and surface soil share the load, preventing excessive compression of the topsoil and thus minimizing surface settlement. Therefore, in this field, only vertical holes are typically drilled.

[0030] In cases where there is a frozen soil layer in the strata, if the CFG pile foundation is constructed in the same way as ordinary soil, the pile foundation strength requirements will not be met. Generally, the conventional construction method in this field is to densify the pile foundation. However, for frozen soil, driving the CFG pile foundation very densely will cause great disturbance to the frozen soil. The disturbance to the frozen soil will lead to changes in the mechanical properties of the frozen soil layer, resulting in inconsistencies between the soil mechanics during actual drilling and the soil mechanics in the original design and construction analysis. Thus, the impact of the disturbance on the mechanical properties of the frozen soil layer is very complex.

[0031] This application constructs a three-dimensional reinforcement system by drilling vertical pile holes 101 and multiple sets of horizontal transverse holes 102, effectively improving the reinforcement effect of frozen soil subgrades. It enhances the transverse bonding performance of the frozen soil layer, increases the influence range of each CFG pile, and allows for the reinforcement of the same area of ​​frozen soil foundation with fewer CFG piles. Compared to conventional practices in the field, this application, by adopting the above construction method, can increase the pile spacing of the CFG pile foundation, reducing disturbance to the frozen soil layer. The transverse holes 102 cause less disturbance than the pile holes 101, thus effectively reinforcing the frozen soil layer with reduced disturbance. Furthermore, the construction of the transverse holes 102 acts as a tie for the frozen soil layer. Since the frozen soil layer itself is hard due to the inclusion of ice crystals, but the force transmission between layers is even weaker, drilling the transverse holes 102 expands the force transmission of the frozen soil layer within the area of ​​the pile holes 101, allowing more frozen soil to share the load transmitted from above. At the same time, compared with the construction method of encrypted CFG pile foundation, it also reduces the project cost, thereby saving the construction period for pile foundation drilling and concrete pouring and curing.

[0032] In some embodiments, multiple sets of transverse holes 102 corresponding to different depths of the frozen soil layer are staggered in vertical projection; through the staggered setting, the transverse holes 102 at different depths of the entire frozen soil layer are staggered from top to bottom, in a plum blossom shape or radial shape, which can more effectively enhance the reinforcement effect of the pile foundation on the frozen soil layer. The direction of each transverse hole 102 and the angle between them can be selected according to the soil conditions.

[0033] In some embodiments, the diameters of the transverse hole 102 and the pile hole 101 are 0.2m and 0.5m, respectively, with a ratio of 0.4, or a ratio of 0.3 to 0.5; the depths of the transverse hole 102 and the pile hole 101 are 0.8m and 10m, respectively, with a ratio of 0.08, or a ratio of 0.07 to 0.09. Using the above-mentioned diameter and depth ratios for the transverse hole 102 can reduce disturbance to the frozen soil while ensuring sufficient pile foundation strength, thus achieving effective reinforcement of the frozen soil layer.

[0034] Please refer to Figure 4 and Figure 5In some embodiments, when using transverse drilling, the pile hole wall is drilled horizontally using mechanical drilling, or the frozen soil layer is melted horizontally using a thermal melting and propulsion method to drill the transverse hole 102. In some embodiments, the mechanical drilling method uses a auger drill bit 231; or the thermal melting and propulsion method uses a drill bit 232 with a heating device, which is used to heat the drill bit. When drilling the transverse hole 102, mechanical drilling is a conventional drilling method, with the auger drill bit 231 mounted on a rotary table 220, and its drilling direction is horizontal. The auger drill bit 231 gradually drills into the pile hole wall using a rotary drilling method. On the other hand, if a thermal melting and propulsion method is used, the drill bit is driven laterally, and the drill bit has a built-in heating device, such as resistance heating, which allows the drill bit to heat up quickly and melt the frozen soil at the location of the drilled transverse hole 102 by melting the frozen soil. The drill bit then advances and forms the transverse hole 102.

[0035] In some embodiments, when reinforcing the transverse hole 102, preliminary reinforcement is performed by grouting or by filling the transverse hole 102 with component 242. In some embodiments, when using grouting, a slow-setting gel material is injected into the transverse hole 102 to perform preliminary reinforcement. The slow-setting gel will slowly solidify, providing preliminary support and preventing collapse of the transverse hole 102. If the slow-setting gel is an acrylate grouting material, it undergoes a chemical reaction between acrylate monomers and crosslinking agents under the action of initiators and accelerators to generate a temporary closed support with a three-dimensional network structure. In step S6, when grouting into the pile hole 101, concrete is simultaneously injected into both the pile hole 101 and the transverse hole 102, causing the slow-setting gel material in the transverse hole 102 to solidify together with the concrete. The method of first injecting slow-setting gel for preliminary reinforcement and then finally reinforcing with concrete is because there is a possibility of collapse in the transverse hole 102 before directly grouting concrete; therefore, slow-setting gel is used for preliminary support first. The reinforcement method involves filling the transverse hole 102 with a component 242. This method uses a sheet-like structure with an outwardly convex arc-shaped surface. The reinforcement component 240 is used to place the component 242 into the transverse hole 102, so that the top surface of the component 242 is attached to the top of the inner wall of the transverse hole 102. Utilizing the cohesion of the frozen soil, the component 242 is tightly attached, and the component 242 provides support for the upper part of the transverse hole 102.

[0036] Please refer to Figure 6According to a second aspect of this application, a construction device for reinforcing CFG pile holes in frozen soil is provided. This device is applied to the transverse hole 102 in the above-mentioned construction method for reinforcing CFG pile holes in frozen soil. The construction device includes a drilling mechanism 200 and a hoisting device 110. If the hoisting device 110 is a longitudinal drilling rig, a drill rod 120 is connected to the hoisting position of the drilling rig, and the drilling mechanism 200 is connected to the end of the drill rod 120. The hoisting device 110 is used to hoist the drilling mechanism 200 to the frozen soil layer. The drilling mechanism 200 includes a main body 210, a rotary disk 220, a drilling assembly 230, and a reinforcement assembly 240. The drilling assembly 230 and the reinforcement assembly 240 are respectively connected to the rotary disk 220. The rotary disk 220 is installed on the main body 210. The rotary disk 220 switches the positions of the drilling assembly 230 and the reinforcement assembly 240 by rotation to perform the drilling of the transverse hole 102 or the reinforcement of the transverse hole 102.

[0037] Please refer to Figure 7 and Figure 8 The aforementioned rotary disk 220, drill assembly 230, and reinforcement assembly 240 have two assembly structures. For example, the rotary disk 220 rotates horizontally, and the outer diameter of the rotary disk 220 is equivalent to the outer diameter of the main body 210. Both the main body 210 and the rotary disk 220 are cylindrical. The rotary disk 220 is connected to the bottom of the main body 210 and is driven to rotate by a drive device. The drill assembly 230 and the reinforcement assembly 240 are installed on the side wall of the rotary disk 220. Both the drill assembly 230 and the reinforcement assembly 240 are built-in structures, built into the side wall of the rotary disk 220. During construction, the drill assembly 230 and the reinforcement assembly 240 extend from the side wall of the rotary disk 220 and perform construction on the pile hole 101 and the transverse hole 102. Another assembly structure is as follows: the rotary disk 220 is installed on the side wall of the main body 210. The main body 210 is cylindrical. The rotary disk 220 is built into the main body 210. The rotary disk 220 is driven to rotate by a drive device. When rotating, the rotary disk 220 rotates vertically on the side wall of the main body 210. The drill assembly 230 and the reinforcement assembly 240 are installed on the side wall of the rotary disk 220. Both the drill assembly 230 and the reinforcement assembly 240 are built-in structures, built into the surface of the rotary disk 220. The drill assembly 230 and the reinforcement assembly 240 only extend from the surface of the rotary disk 220 during construction and carry out construction on the pile foundation hole wall and the transverse hole 102.

[0038] Existing construction equipment can only be used for the construction of vertical pile holes 101 and is not suitable for pile foundation construction in frozen soil layers using the method of this application. However, the construction equipment of this application uses hoisting equipment 110 to hoist the drilling mechanism 200 to the frozen soil layer, drills horizontal holes 102 using drilling tool assembly 230, and then reinforces the interior of the horizontal holes 102 using reinforcement assembly 240. During the two construction processes, the rotary table 220 is used to switch between drilling horizontal holes 102 and reinforcing horizontal holes 102, which can quickly realize the drilling of multiple horizontal holes 102 in the vertical pile hole 101, which is convenient for construction operation. This enables the drilling of pile foundations in strata with frozen soil layers.

[0039] In some embodiments, the reinforcement component 240 includes two structural forms: Please refer to Figure 9 and Figure 10 Firstly, there is a first driving member 241 and a component 242. The first driving member 241 is mounted on the rotating disk 220. The first driving member 241 is used to push the component 242 out of the rotating disk 220 and into the transverse hole 102. The component 242 is an upwardly convex arc-shaped plate. The size of the component 242 is slightly smaller than the upper half of the designed transverse hole 102. The component 242 can also adopt a cylindrical structure. The size of the component 242 is slightly smaller than the inner diameter of the transverse hole 102. Multiple components 242 are stacked together, with locking pieces 246 between adjacent components 242. A wrapping compartment is provided inside the rotating disk 220, and the multiple components 242 are housed within the wrapping compartment. The first driving component 241 is a hydraulic cylinder with an output rod 243 built into the rotating disk 220. The output rod 243 is connected to the output end of the hydraulic cylinder. Initially, the end of the output rod 243 is flush with the side wall or surface of the rotating disk 220. The output rod 243 is a horizontal cylindrical rod. The arc-shaped concave surface of the component 242 is aligned with the top of the output rod 243. Initially, the bottommost component 242 is attached to the output rod 243. A limiting protrusion is also provided at the top of the output rod 243. The limiting protrusion is used for… The output rod 243 pushes the component 242 out of the rotating disk 220; the hydraulic cylinder drives the output rod 243 to extend outward and into the transverse hole 102. During the process of the output rod 243 carrying the component 242 outward, the second component 242 located in the package compartment falls to the bottom of the package compartment when the first component 242 just extends, and the second component 242 falls onto the output rod 243; after the output rod 243 is fully inserted, the position is slightly adjusted by the hoisting device, or after waiting a few minutes, the hydraulic cylinder is directly driven to retract the output rod 243, and the first component 242 remains in the transverse hole 102, providing support for the upper inner wall of the transverse hole 102.

[0040] Please refer to Figure 11Secondly, there is a second driving component 244 and a glue injection tube 245. The second driving component 244 is installed on the rotating disk 220. The second driving component 244 is used to insert the glue injection tube 245 into the transverse hole 102 or retract the rotating disk 220. The second driving component 244 is a hydraulic cylinder with an output rod 243 built into the rotating disk 220. The output rod 243 is specially designed. The end of the output rod 243 is provided with a glue outlet joint. The inside of the output rod 243 is provided with a glue injection channel. The glue injection tube 245 is connected to the outer wall of the output rod 243. The glue injection tube 245 is connected to the glue injection channel. One end of the glue injection tube 245 is connected to the glue container 260 on the ground. The glue container 260 is provided with a pumping device for pumping the retarder. The glue injection tube 245 is connected to the glue pumping device at the hoisting equipment 110. The glue injection tube 245 is used to inject the retarder material into the transverse hole 102.

[0041] To form a stable structure, a stabilizing frame 250 is also provided inside the rotating disk 220. The stabilizing frame 250 is concave. One end of the stabilizing frame 250 is equipped with a first driving member 241 or a second driving member 244, which is fixed by screws or interference fit. The other end of the stabilizing frame 250 is provided with a bearing hole. The output rod 243 passes through the bearing hole for assembly. The output rod 243 can move freely along the axial direction.

[0042] Please refer to Figure 4 and Figure 5 In some embodiments, the drill assembly 230 is a drill bit 232 with a heating device or a auger drill rod 231. Both the drill bit and drill rod 120 are internally mounted on the rotary table 220. The drill bit 232 with a heating device includes a hydraulic cylinder and a drill bit. The drill bit is connected to the output end of the hydraulic cylinder via a shaft. The drill bit has an internal electric heating device, such as an energized resistor, which can be connected via the drill rod 120 of the hoisting equipment 110. The drill bit can melt frozen soil by advancing. The auger drill rod 231 is a conventional auger drill rod 231 arranged horizontally and a rotary actuator 233 built into the rotary table 220. The rotary actuator 233 can be hydraulically driven, rotating and advancing the rotary table, thereby driving the auger drill rod 120 to drill horizontally into the transverse hole 102. The hydraulic pressure on the rotary table is connected to the ground via the drill rod 120 of the hoisting equipment 110.

[0043] Example Numerical simulations of soil settlement and displacement were performed using the construction method described in this application and traditional pile foundation construction methods. For example... Figure 12 This is a strength distribution map of pile foundations in a frozen soil area obtained using traditional pile foundation construction methods. A total of 10 pile foundations were constructed. Figure 13This diagram shows the pile foundation strength distribution in a frozen soil region obtained using the construction method described in this application. A total of eight piles were constructed, reducing the number of piles and increasing the spacing between them. Comparison shows that traditional pile foundations exhibit relatively larger displacements in the upper and middle sections during soil settlement and displacement simulations, while the pile foundations constructed using this application show generally smaller or no displacement. Therefore, the pile foundation reinforcement using the construction method described in this application significantly enhances pile foundation strength compared to traditional methods. Figure 14 The figures show the displacement-time curves of pile foundations without lateral reinforcement (in the case of transmission pile foundation construction) and pile foundations with lateral reinforcement (in the case of this application) under lateral force. Square lines represent the case without lateral reinforcement, and dotted lines represent the case with lateral reinforcement. Numerical simulation results show that, at the same loading time step, the displacement of the soil with lateral reinforcement is significantly smaller than that of the unreinforced soil. The displacement value of the unreinforced pile foundation is twice that of the laterally reinforced soil, verifying the effectiveness of the lateral reinforcement.

[0044] Regarding the specific implementation methods of this application, it should be noted that: In the description of this application, the terms "comprising," "including," or any other variations thereof are intended to cover a non-exclusive inclusion, such that a process, method, apparatus, or readable storage medium that comprises a list of elements includes not only those elements but also other elements not expressly listed that conform to the concept of this application, or elements inherent to such a process, method, apparatus, or readable storage medium. Without further limitation, an element defined by the phrase "comprising one..." does not exclude the presence of other elements in the process, method, apparatus, or readable storage medium that includes said element.

[0045] In the description of this application, the use of terms such as "some embodiments," "optional embodiments," "example," "specific example," "optional example," or "optional embodiment," etc., indicates that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of this application, but does not imply that these embodiments illustrate and describe all possible forms of the invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Furthermore, those skilled in the art can combine and integrate the different embodiments or examples described in this specification.

[0046] The present invention has been described in detail above with reference to specific embodiments and exemplary examples. The above description is exemplary and not exhaustive, and is not limited to the disclosed embodiments; the above description should not be construed as a limitation of the present invention. Technical solutions between various embodiments can be combined with each other, but must be based on the ability of those skilled in the art to implement them. When the combination of technical solutions is contradictory or cannot be implemented, it should be considered that such a combination of technical solutions does not exist and is not within the scope of protection claimed in this application. Although embodiments of the present application have been shown and described, various changes, modifications, substitutions, and variations can be made to these embodiments without departing from the principles and spirit of the present application. Those skilled in the art will understand that various other specific changes and combinations of embodiments based on the technical teachings disclosed in this application, without departing from the essence of the present application, are still within the scope of protection defined by the claims of the present invention and their equivalent technical solutions.

Claims

1. A construction method for reinforcing frozen soil layers using CFG pile holes, characterized in that, include: In the construction area, drill vertically along pile holes (101). Vertical drilling will be suspended once the permafrost layer is reached. A set of transverse holes (102) are drilled in the wall of the pile hole (101) corresponding to the frozen soil layer by means of transverse drilling. Each set of multiple transverse holes (102) are located in different directions of the pile hole (101) wall. The transverse hole (102) is reinforced; Continue drilling the pile hole (101) vertically. During the vertical drilling process, repeat drilling the transverse hole (102) at intervals in the frozen soil layer and reinforce the transverse hole (102). Until the drilling of the pile hole (101) is completed, grout is injected into the pile hole (101) and cured to form the desired shape.

2. The construction method for CFG pile hole reinforcement based on frozen soil layer according to claim 1, characterized in that, The multiple sets of transverse holes (102) corresponding to different depths of the permafrost layer are misaligned in the vertical projection.

3. The construction method for CFG pile hole reinforcement based on frozen soil layer according to claim 1, characterized in that, The diameter ratio of the transverse hole (102) to the pile hole (101) is 0.4±0.1; the depth ratio of the transverse hole (102) to the pile hole (101) is 0.08±0.

01.

4. The construction method for CFG pile hole reinforcement based on frozen soil layer according to claim 3, characterized in that, When using the transverse drilling method, the wall of the pile hole (101) is drilled in the horizontal direction by mechanical drilling, or the frozen soil layer is melted in the horizontal direction by thermal melting and propulsion to drill the transverse hole (102).

5. The construction method for CFG pile hole reinforcement based on frozen soil layer according to claim 4, characterized in that, The mechanical drilling method uses a spiral drill rod (231); or the thermal melting and propulsion method uses a drill bit (232) with a heating device, wherein the heating device is used to heat the drill bit.

6. The construction method and apparatus for CFG pile hole reinforcement based on frozen soil layer according to claim 1, characterized in that, When reinforcing the transverse hole (102), the transverse hole (102) is initially reinforced by grouting, or by filling the transverse hole (102) with a component (242).

7. The construction method for CFG pile hole reinforcement based on frozen soil layer according to claim 6, characterized in that, When using the grouting method, a slowing gel material is injected into the transverse hole (102) to initially reinforce the transverse hole (102); when grouting into the pile hole (101), concrete is injected into the pile hole (101) and the transverse hole (102) at the same time, so that the slowing gel material in the transverse hole (102) solidifies together with the concrete.

8. A construction device for reinforcing CFG pile holes in frozen soil, characterized in that, The transverse hole (102) applied in the construction method for reinforcing CFG pile holes in frozen soil as described in any one of claims 1-7, the construction device includes: a drilling mechanism (200) and a hoisting device (110), the hoisting device (110) is used to hoist the drilling mechanism (200) to the frozen soil layer, the drilling mechanism (200) includes a main body (210), a rotary disk (220), a drilling assembly (230) and a reinforcement assembly (240), the drilling assembly (230) and the reinforcement assembly (240) are respectively connected to the rotary disk (220), the rotary disk (220) is installed on the main body (210), the rotary disk (220) switches the position of the drilling assembly (230) and the reinforcement assembly (240) by rotation, so as to carry out the construction of drilling transverse holes (102) or reinforcing transverse holes (102).

9. The construction device for reinforcing CFG pile holes in frozen soil according to claim 8, characterized in that, The reinforcement component (240) includes: A first driving member (241) and a component (242), the first driving member (241) being mounted on the rotating disk (220), the first driving member (241) being used to push the component (242) out of the rotating disk (220) and into the transverse hole (102). Alternatively, a second drive unit (244) and a glue injection tube (245) may be used. The second drive unit (244) is mounted on the rotating disk (220). The second drive unit (244) is used to insert the glue injection tube (245) into the transverse hole (102) or to retract the rotating disk (220). The glue injection tube (245) is connected to the glue pumping device at the hoisting equipment (110). The glue injection tube (245) is used to inject the slow-release gel material into the transverse hole (102).

10. The construction device for reinforcing CFG pile holes in frozen soil according to claim 8, characterized in that, The drill assembly (230) is a drill bit (232) with a heating device or a auger drill rod (231).

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