Prestressed pipe pile for slope reinforcement and slope reinforcement method
Through the combined method of prestressed pipe piles, grouting and heating pipes, the anti-slip ability of the slope is enhanced, the problems of large construction disturbance and insufficient rock and soil strength in the existing technology are solved, and the stable reinforcement of the slope is achieved.
Patent Information
- Application Number
- CN202511019187.4
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-07-23
- Publication Date
- 2025-09-16
AI Technical Summary
Existing slope reinforcement methods fail to effectively consider improving the strength of rock and soil and reducing construction disturbances, resulting in adverse effects on slope stability during construction. Traditional anti-slide pile reinforcement measures are prone to cause landslide instability.
Prestressed pipe piles are combined with grouting, heating and hydrophobic methods. Multiple groups of prestressed pipe piles are combined to enhance anti-slip performance, reduce the borehole diameter, apply pre-tightening force to form a reinforced concrete whole, use heating pipes to prevent freeze-thaw effects, and drain permeable concrete to reduce construction disturbances.
It enhances the anti-slip ability of the slope, reduces the softening and lubricating effect of water on the sliding surface, prevents freeze-thaw deterioration, reduces construction disturbance, and achieves effective reinforcement of the slope. It is particularly suitable for slopes containing water and affected by freeze-thaw.
Smart Images
Figure CN120649452A_ABST
Abstract
Description
Technical Field
[0001] The invention relates to a prestressed pipe pile used for reinforcing a rock slope, especially a weak sliding surface of a water-containing rock slope, and a slope reinforcement method, belonging to the technical field of slope protection. Background Art
[0002] A landslide is an unfavorable geological phenomenon in which, under certain geological conditions, the mechanical equilibrium of rock and soil is disrupted due to various natural or human factors, resulting in the slow, intermittent sliding of the rock and soil along a weak surface within the mountain under the action of gravity. Anti-slide piles are an effective retaining structure for preventing rock and soil collapse and are widely used in slope protection projects. Currently, the most commonly used anti-slide piles are circular and are often constructed by increasing the strength of concrete and steel bars, increasing the cross-sectional area of the pile, and improving the mechanical properties of the pile to enhance its anti-slide ability.
[0003] Landslides are essentially the result of the combined effects of rock and soil and anti-slide piles. Therefore, enhancing the anti-slide capacity of slopes with anti-slide piles should be considered comprehensively from three perspectives: improving rock and soil strength, enhancing the mechanical properties of the piles, and reducing construction disturbances. However, existing methods simply focus on enhancing the mechanical properties of the piles, without considering improving rock and soil strength or reducing construction disturbances. This fails to effectively reinforce slopes. Furthermore, increasing the cross-sectional area of the piles to enhance the mechanical properties of the piles requires larger boreholes, which negatively impacts slope stability during construction and can easily lead to landslide instability. Therefore, improvements to traditional slope reinforcement methods are crucial. Summary of the Invention
[0004] The purpose of the present invention is to address the shortcomings of the existing technology and provide a prestressed pipe pile for slope reinforcement and a slope reinforcement method to effectively reinforce rock slopes and prevent landslide disasters.
[0005] To achieve the above object, the present invention adopts the following technical solutions: A prestressed pipe pile for slope reinforcement includes a base, a pile body, a small tray, a large tray and multiple vertical steel bars. The pile body is tubular, the lower end of which is connected to the middle of the base, and the top is provided with a flange extending in all directions. Multiple radial holes are distributed on the side walls of the pile body, one end of the radial hole is connected to the vertical hole running through the middle of the pile body, and the other end is connected to the outside of the pile body. The large tray and the small tray are slidably mounted on the outside of the pile body through the center hole, and the large tray is located below the small tray. The diameter of the center hole of the small tray is smaller than the diameter of the flange on the top of the pile body. Multiple vertical steel bars are distributed around the pile body, their lower ends are connected to the base, and their upper ends pass through the steel bar mounting holes on the large tray and are screwed into nuts.
[0006] The above-mentioned prestressed pipe pile for slope reinforcement also includes multiple heating pipes, which are distributed around the pile body. The upper end of each heating pipe passes through the heating pipe installation hole on the large tray and is screwed into a nut.
[0007] The prestressed pipe pile for slope reinforcement has a plurality of conical spikes distributed on the outside of the pile body.
[0008] The above-mentioned prestressed pipe piles for slope reinforcement have eight vertical steel bars arranged in a square shape around the pile body, and multiple layers of square stirrups are welded around the eight vertical steel bars. The base is a circular flat plate with a diameter smaller than the diameter of the drilled hole on the slope. The small tray and the large tray are both square plates, and the side length of the large tray is larger than the diameter of the drilled hole on the slope. Four heating tubes are provided.
[0009] A slope reinforcement method, comprising the following steps: a. Exploration: Use geophysical exploration or drilling to determine the location of the slope that needs to be reinforced, the depth of the sliding surface and the water content; b. Drilling: Use a rotary drill to drill holes at the locations where the slope needs to be reinforced, with the holes arranged in a group of five in a plum blossom shape. c. Installation of prestressed pipe piles: Place a prestressed pipe pile in each borehole; d. One-time grouting: For slopes that do not require drainage, cement mortar is injected into the borehole through the vertical hole in the middle of each pile body, and the grouting height does not exceed the height of the potential sliding surface; e. Preload: Pass the upper end of the vertical steel bar through the large tray, place a jack between the large tray and the small tray, apply pre-tightening force through the jack, and then tighten the nuts at the upper end of each vertical steel bar and remove the jack; f. Secondary grouting: Following the single grouting method in step d, cement mortar is again injected into the borehole under high pressure through the vertical hole in the middle of the pile body to increase the grouting height and fill new cracks that may appear in the rock mass during the pre-tightening process; g. Concrete integral pouring: For each group of prestressed pipe piles, a steel cage is arranged between the large tray and the small tray, and concrete is poured integrally to connect them into a whole to form reinforced concrete.
[0010] In the above-mentioned slope reinforcement method, for slopes that require drainage, one of the four outer boreholes arranged in a plum blossom shape and located in the direction of water inflow is not injected with cement mortar during the first and second grouting processes, and the remaining boreholes are injected with cement mortar in accordance with the first and second grouting methods for slopes that do not require drainage. After the first grouting is completed, permeable concrete is poured between the borehole that has not been injected with cement mortar and the outer wall of the corresponding pile body. The water in the rock mass passes through the permeable concrete and flows into the vertical hole through the radial holes on the side wall of the pile body, and is then pumped out with a water pump.
[0011] In the above-mentioned slope reinforcement method, during the installation of prestressed pipe piles, for slopes affected by freeze-thaw, in each group of five plum blossom-shaped drill holes, multiple heating pipes distributed around the pile bodies are arranged in the prestressed pipe piles in the four outer drill holes. The upper end of each heating pipe is passed through the heating pipe installation hole on the large tray and then screwed into a nut. The heating pipe is turned on in winter to keep the rock temperature within the anti-freeze range above 0°C.
[0012] In the above slope reinforcement method, the diameter of the drill holes is φ380 mm, and the distance d between adjacent drill holes in the same group of drill holes is not greater than 500 mm.
[0013] In the above slope reinforcement method, the length of the heating pipe is not less than 80% of the thickness of the rock mass affected by freeze-thaw.
[0014] The above-mentioned slope reinforcement method adopts a separate hydraulic jack, which includes an oil pump, an oil pipe, a distributor and four oil cylinders. The four oil cylinders are placed between the large tray and the small tray and are evenly distributed around the pile body. The base of the oil cylinder is in vertical contact with the large tray, and the top is in vertical contact with the small tray. The four oil cylinders are connected to the manual oil pump through the distributor and the oil pipe.
[0015] The present invention strengthens the mechanical properties of the landslide rock mass by grouting and applying prestress, and enhances the bending strength of the pile body and reduces the borehole diameter by combining multiple prestressed pipe piles, thereby reducing the disturbing effect of construction on the slope, thereby achieving effective reinforcement of the slope and preventing landslide disasters.
[0016] The present invention also strengthens the mechanical properties of the landslide rock mass through water-repellent and antifreeze means, further improving the reinforcement effect of the slope, and is particularly suitable for slopes with high water content and requiring drainage, as well as slopes affected by freeze-thaw. BRIEF DESCRIPTION OF THE DRAWINGS
[0017] The present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.
[0018] Figure 1 It is a structural diagram of prestressed pipe piles, where Figure 1 (a) is the main view, Figure 1 (b) is the left view, Figure 1 (c) is a top view; Figure 2 It is a schematic diagram of the large pallet structure; Figure 3 It is a schematic diagram of the small tray structure; Figure 4 This is a schematic diagram of the pile and base structure; Figure 5 It is a schematic diagram of plum blossom drilling arrangement; Figure 6 It is a schematic diagram of a split hydraulic jack; Figure 7 This is a schematic diagram of the installation of prestressed pipe piles; Figure 8 This is the effect diagram after one-time grouting and pre-tightening of the slope that needs drainage; Figure 9 This is the effect diagram after the integral pouring of the slope concrete that needs drainage; Figure 10 This is the effect diagram after one-time grouting and pre-tightening of the slope that does not require drainage; Figure 11 This is the effect diagram after the integral pouring of slope concrete that does not require drainage.
[0019] The numbers in the figure are as follows: 1. Base, 2. Pile body, 3. Stirrups, 4. Vertical steel bars, 5. Large tray, 6. Small tray, 7. Nut, 8. Heating pipe, 9. Spike, 10. Radial hole, 11. Vertical hole, 12. Center hole, 13. Steel bar mounting hole, 14. Heating pipe mounting hole, 15. Sliding body, 16. Sliding surface, 17. Reinforced concrete, 18. Water pump, 19. Drain pipe, 20. Permeable concrete, 21. Concrete, 22. Antifreeze range, 23. Drill hole, 24. Oil pump, 25. Oil pipe, 26. Oil cylinder, 27. Distributor. DETAILED DESCRIPTION
[0020] In response to the problems existing in the prior art, the present invention provides a prestressed pipe pile and a slope reinforcement method for slope reinforcement, which enhances the anti-slip performance of the sliding surface and surrounding rock by applying prestress, water diversion and grouting; avoids the deterioration of the strength of the water-containing slope rock mass caused by freeze-thaw effects by heating and maintaining a constant temperature; enhances the mechanical properties of the anti-slip pile body 2 by arranging a square steel cage, a pipe pile combination and grouting outside the pipe; and reduces the disturbance effect of construction on the slope by combined construction of small-diameter drilling holes. It effectively solves the problems of insufficient surrounding rock performance enhancement, weak hydrophobicity, low shear strength, and large construction disturbance in the prior art, and can meet the reinforcement needs of slopes, especially water-containing slopes, and ensure the stability of the slope.
[0021] See Figures 1-4The prestressed pipe pile for slope reinforcement provided by the present invention mainly includes a pile body 2, a base 1, vertical steel bars 4, stirrups 3, a single-head heating tube 8, a large square tray 5, a small square tray 6 and a nut 7. The pile body 2 is a T-shaped steel pipe of a certain thickness, that is, the top of the pile body 2 is provided with a flange extending to the four sides, the middle is provided with a vertical hole 11 passing through from top to bottom, the side wall of the pile body 2 is provided with a through radial hole 10, and a conical spike 9 is arranged on the outside of the pile body 2. The bottom of the pile body 2 is connected to the base 1, and eight vertical steel bars 4 of a certain length are connected to the top of the base 1. The vertical steel bars 4 are arranged in a square shape around the pile body 2 (that is, arranged along the edge of the square), and multiple layers of square stirrups 3 are welded around the eight vertical steel bars 4. Four single-ended heating tubes 8 of a certain length are arranged around the pile body 2. The center of each of the large tray 5 and the small tray 6 is provided with a center hole 12 that matches the pile body 2. The diameter of the center hole 12 is smaller than the diameter of the flange at the top of the pile body 2. The pile body 2 slides through the center holes 12 of the large tray 5 and the small tray 6, with the large tray 5 located below the small tray 6. Eight steel bar mounting holes 13 and four heating tube mounting holes 14 are arranged around the center hole 12 of the large tray 5, which are used to install eight vertical steel bars 4 and four heating tubes 8, respectively. The upper ends of the eight vertical steel bars 4 are respectively passed through the eight steel bar mounting holes 13 and fixed by nuts. The upper ends of the four heating tubes 8 are respectively passed through the four heating tube mounting holes 14 and fixed by nuts. The vertical steel bars 4, the large tray 5, and the nuts are used to apply preload to the slope. After the preload is applied and fixed with nuts, a steel cage is arranged between the large tray 5 and the small tray 6 and concrete is poured to form reinforced concrete 17.
[0022] The specific steps of using the above-mentioned prestressed pipe piles to reinforce the slope are as follows: Step one: exploration.
[0023] Use geophysical exploration or drilling to determine basic geological data such as the location of the slope that needs to be reinforced, the depth of the sliding surface, and the water content.
[0024] Step 2: Drilling.
[0025] Use a rotary drill to drill holes 23 of φ380mm and a certain depth at the location where reinforcement is required. The holes 23 are arranged in a plum blossom shape (e.g. Figure 5 As shown), that is, five drill holes 23 form a group, and the distance d between adjacent drill holes 23 is not greater than 500 mm.
[0026] Step 3: Installation of prestressed pipe piles.
[0027] A pre-processed prestressed pipe pile is placed in each borehole 23. Since the side length of the large tray 5 is greater than the diameter of the borehole 23, the large tray 5 covers the borehole 23 under its own weight. The small tray 6 is connected to the top flange of the pile body 2 or falls on top of the large tray 5 under its own weight. For slopes affected by freeze-thaw, single-ended heating pipes 8 are installed in the prestressed pipe piles in the four outer boreholes 23. The length of the heating pipes 8 depends on the range of freeze-thaw impact and is required to penetrate no less than 80% of the thickness of the rock mass affected by freeze-thaw. For slopes not affected by freeze-thaw, heating pipes 8 are not required.
[0028] Step 4: Grouting once.
[0029] Cement mortar is injected into the borehole 23 under high pressure through the vertical hole 11 in the middle of the pile body 2 (the advantage of this grouting method is that even if the rock mass is relatively broken and local collapse occurs after the prestressed pipe pile is placed in the borehole, resulting in local blockage of the borehole 23, the cement mortar can still fill the bottom of the borehole). The cement mortar is made of concrete of C25 or above. For slopes with low water content and no need for drainage, all five boreholes 23 are grouted from deep to shallow, and the grouting height does not exceed the height of the potential sliding surface 16. After grouting, the cement mortar flows into the borehole 23 through the radial holes 10 of the pile body 2 and fills the borehole 23 and the interior of the pile body 2. The conical spikes 9 distributed on the outer wall of the pile body 2 can enhance the shear strength between the pile body 2 and the slurry; for slopes with high water content and need to be drained, based on the direction of water flow, one borehole 23 in the water inlet direction of the four outer boreholes 23 arranged in a plum blossom shape is left ungrouted, and the remaining boreholes 23 are grouted in the same manner as for non-drainage slopes.
[0030] Step 5: Casting in the hole.
[0031] For slopes with high water content and requiring drainage, permeable concrete 20 is poured between the remaining drilled hole (not filled with cement mortar) from step 4 and the outer wall of the pile body 2 (the pouring is done after the large tray 5 is moved upward to expose the drilled hole opening). After pouring, the permeable concrete 20 fills the gap between the pile body 2 and the drilled hole, with the upper surface of the permeable concrete 20 flush with the opening of the drilled hole 23. The permeable concrete 20 bonds the pile to the surrounding rock, allowing water in the rock mass to flow through the permeable concrete 20 and into the pile body 2 through the radial holes 10 in the sidewalls of the pile body 2. Water is then pumped out using a small water pump 18. It should be noted that coarse aggregate is used for permeable concrete 20. Because the aggregate is larger, it will not enter the vertical hole 11 through the radial holes 10 in large quantities. Even if a small amount of slurry does enter, it will settle at the bottom of the vertical hole 11 due to gravity, not completely filling the vertical hole 11 and not affecting drainage. For slopes that do not require drainage, this step can be omitted.
[0032] Step 6: Pretighten.
[0033] Put the upper end of the vertical steel bar 4 and the single-head heating tube 8 through the large tray 5, and place a jack between the large tray 5 and the small tray 6. Figure 6 The split hydraulic jack shown includes an oil pump 24, an oil pipe 25, a distributor 27, and four oil cylinders 26. The four oil cylinders 26 are placed between the large tray 5 and the small tray 6, avoiding the vertical steel bars 4 and the heating tube 8. The base of the oil cylinder 26 is in vertical contact with the large tray 5, and the top is in vertical contact with the small tray 6. The four oil cylinders 26 are connected to the manual oil pump 24 through the distributor 27 to ensure consistent and synchronous loading. A preload of 40 tons is applied by the jack. After the application is completed, the nut 7 is tightened at the upper end of each vertical steel bar 4 and the single-head heating tube 8, and then the jack is removed. At this time, the preload application is completed, and the preload in the pile body 2 is shared by the vertical steel bars 4, the nut 7, and the large tray 5.
[0034] Step 7: Secondary grouting.
[0035] After the preload is applied, cement mortar is injected again under high pressure into borehole 23 through vertical hole 11 in the middle of pile body 2, following the single grouting method described in step 4. This increases the grouting height and fills any new cracks that may have formed within the rock mass during the preload process. For slopes with high water content and requiring drainage, one of the four outer boreholes 23 arranged in a plum blossom pattern, located in the direction of the incoming water, is left ungrouted.
[0036] Step 8: pouring concrete as a whole.
[0037] Every five prestressed pipe piles arranged in a plum blossom shape form a group. A steel cage is arranged between the large tray 5 and the small tray 6 , and concrete is poured integrally to connect them into a whole, forming reinforced concrete 17 .
[0038] Step 9: Drain and heat to prevent frost.
[0039] After the water in the rock mass passes through the permeable concrete 20 and flows into the interior of the pile body 2 through the radial holes 10 on the side wall of the pile body 2, it is pumped out by a small water pump 18. For slopes that need to be protected from freezing, the heating pipe 8 is turned on in winter. The heating pipe 8 heats the concrete and transfers the heat to the rock mass, ensuring that the rock temperature within the antifreeze range 22 is above 0°C to prevent freezing.
[0040] Technical Effects The present invention mainly strengthens the mechanical properties of the landslide rock mass through grouting, applying prestress, water-repellent and anti-freezing measures. The bending strength of the pile body is enhanced by combining multiple groups of steel pipes and square steel bars and forming a small-diameter pipe pile group through grouting. The disturbance effect of construction on the slope is reduced through small-diameter drilling construction, thereby achieving effective reinforcement of the slope, especially the water-containing slope. Its technical advantages are as follows: (1) Effectively increase the shear strength of the potential sliding surface. By applying preload to the slope surface, the normal stress of the sliding surface is enhanced, and the bonding force of the sliding surface is increased by grouting, thereby improving the shear strength of the potential sliding surface.
[0041] (2) The softening and lubricating effect of water on the potential sliding surface 16 of the slope and the rock mass is reduced. Using pipe piles filled with permeable concrete 20, water in the rock layer can flow through the concrete and into the pile body through the radial holes on the pile sidewall, and then be pumped out by a small water pump 18, thereby reducing the water content of the slope and weakening the softening and lubricating effect of water.
[0042] (3) The deterioration of the surface rock mass due to freeze-thaw is reduced. After being heated by the heating pipe 8, the heat is transferred to the rock mass of the slope through the concrete body, thereby maintaining the temperature of the rock mass within a certain range without freezing. By heating multiple groups of pipe piles, the purpose of anti-freezing the rock mass of a large area of the slope can be achieved.
[0043] (4) Enhanced bending strength of the pipe pile. A square steel cage consisting of eight vertical steel bars is laid out on the outside of the pile body 2. After grouting, a square cross-section is formed inside the drilled hole, giving the pile the bending strength characteristics of a square anti-slip pile. In addition, the hole mouth is integrally cast with reinforced concrete 17, connecting multiple pipe piles to form a composite structure, which enhances the bending resistance of the top of the pipe pile.
[0044] (5) Reduced disturbance during construction. Small-aperture mechanical drilling is used for construction, eliminating the need for blasting. This results in a small range of rock disturbance and minimal damage to the surrounding rock.
Claims
1. A prestressed pipe pile for slope reinforcement, characterized in that: The invention comprises a base (1), a pile body (2), a small tray (6), a large tray (5) and a plurality of vertical steel bars (4), wherein the pile body (2) is tubular, the lower end of which is connected to the middle of the base (1), and the top is provided with a flange extending in all directions, a plurality of radial holes 10 are distributed on the side wall of the pile body (2), one end of the radial hole 10 is connected to a vertical hole (11) passing through the middle of the pile body (2), and the other end is connected to the outside of the pile body (2), the large tray (5) and the small tray (6) are slidably mounted on the outside of the pile body (2) through the center hole, and the large tray (5) is located below the small tray (6), the diameter of the center hole of the small tray (6) is smaller than the diameter of the flange on the top of the pile body (2), and a plurality of vertical steel bars (4) are distributed around the pile body (2), the lower ends of which are connected to the base (1), and the upper ends pass through the steel bar mounting holes (13) on the large tray (5) and are screwed into nuts.
2. The prestressed pipe pile for slope reinforcement according to claim 1, characterized in that: It also includes a plurality of heating pipes (8) distributed around the pile body (2), and the upper end of each heating pipe (8) passes through the heating pipe installation hole (14) on the large tray (5) and is screwed into a nut.
3. The prestressed pipe pile for slope reinforcement according to claim 2, characterized in that: A plurality of conical spikes (9) are distributed on the outside of the pile body (2).
4. The prestressed pipe pile for slope reinforcement according to claim 3, characterized in that: Eight vertical steel bars (4) are provided and arranged in a square shape around the pile body (2). Multiple layers of square stirrups (3) are welded around the eight vertical steel bars (4). The base (1) is a circular flat plate with a diameter smaller than the diameter of the drill hole (23) on the slope. The small tray (6) and the large tray (5) are both square plates. The side length of the large tray (5) is larger than the diameter of the drill hole (23) on the slope. Four heating pipes (8) are provided.
5. A slope reinforcement method using the prestressed pipe piles according to claim 1, characterized in that: The method comprises the following steps: a. Exploration: Use geophysical exploration or drilling to determine the location of the slope that needs to be reinforced, the depth of the sliding surface and the water content; b. Drilling: A rotary drill is used to drill holes (23) at the position where the slope needs to be reinforced, and the holes (23) are arranged in a group of five in a plum blossom shape; c. Installation of prestressed pipe piles: placing a prestressed pipe pile in each borehole (23); d. One-time grouting: For slopes that do not require drainage, cement mortar is injected into the borehole (23) through the vertical hole (11) in the middle of each pile body (2), and the grouting height does not exceed the height of the potential sliding surface (16); e. Preload: Pass the upper end of the vertical steel bar (4) through the large tray (5), place a jack between the large tray (5) and the small tray (6), apply a pre-tightening force through the jack, and then tighten the nut (7) at the upper end of each vertical steel bar (4) and remove the jack; f. Secondary grouting: According to the one-time grouting method in step d, cement mortar is again injected into the borehole (23) through the vertical hole (11) in the middle of the pile body (2) under high pressure to increase the grouting height and fill new cracks that may appear in the rock mass during the pre-tightening process; g. Concrete integral pouring: For each group of prestressed pipe piles, a steel cage is arranged between the large tray (5) and the small tray (6), and concrete is poured integrally to connect them into a whole, forming reinforced concrete (17).
6. A slope reinforcement method according to claim 5, characterized in that: For the slope requiring drainage, one of the four outer boreholes (23) arranged in a plum blossom shape and located in the direction of the incoming water is not injected with cement mortar during the primary grouting and secondary grouting processes, and the remaining boreholes (23) are injected with cement mortar in accordance with the primary grouting and secondary grouting methods for the slope requiring no drainage. After the primary grouting is completed, permeable concrete 20 is poured between the borehole (23) not injected with cement mortar and the outer wall of the corresponding pile body (2). The water in the rock mass passes through the permeable concrete 20 and flows into the vertical hole (11) through the radial hole 10 on the side wall of the pile body (2), and is then pumped out by a water pump 18.
7. A slope reinforcement method according to claim 6, characterized in that: During the installation of the prestressed pipe piles, for slopes affected by freezing and thawing, a plurality of heating pipes (8) distributed around the pile body (2) are arranged in the prestressed pipe piles in the four outer holes (23) of each group of five drill holes (23) arranged in a plum blossom shape. The upper end of each heating pipe (8) passes through the heating pipe installation hole (14) on the large tray (5) and is screwed into a nut. The heating pipe (8) is turned on in winter to keep the rock temperature within the antifreeze range (22) above 0°C.
8. A slope reinforcement method according to claim 7, characterized in that: The diameter of the drill holes (23) is φ380 mm, and the distance d between adjacent drill holes (23) in the same group of drill holes (23) is not greater than 500 mm.
9. A slope reinforcement method according to claim 8, characterized in that: The length of the heating pipe (8) is not less than 80% of the thickness of the rock mass affected by freeze-thaw.
10. A slope reinforcement method according to claim 9, characterized in that: The jack adopts a separate hydraulic jack, including an oil pump (24), an oil pipe (25), a distributor (27) and four oil cylinders (26). The four oil cylinders (26) are placed between the large tray (5) and the small tray (6) and are evenly distributed around the pile body (2). The base of the oil cylinder (26) is in vertical contact with the large tray (5), and the top is in vertical contact with the small tray (6). The four oil cylinders (26) are connected to the manual oil pump (24) through the distributor (27) and the oil pipe (25).