Basement swimming pool structure soil body reinforcement construction method

Abstract

The invention discloses a basement swimming pool structure soil body reinforcement construction method, and belongs to the field of building construction, the basement swimming pool structure soil body reinforcement construction method comprises a warm-up pool and a competition pool which are related to in-field structures, and the construction method comprises the following steps: A1, pile foundation enclosure reinforcement construction is performed between the warm-up pool and the competition pool and around the warm-up pool and the competition pool, and double-shaft stirring piles are adopted for reinforcement treatment; a waterproof curtain is formed; a2, earth excavation construction of the warm-up pool and the match pool is conducted, excavation is conducted to the elevation position specified by the design, a foundation pit is formed, then soil body sloping treatment measures are conducted on the two sides of the foundation pit, and dewatering treatment is conducted on the foundation pit; a3, then, graded broken stone and light ceramsite are laid in the foundation pit; a5, then, bearing platform foundation construction is conducted, and the bearing platform foundation construction comprises foundation bolt pre-burying, bearing platform foundation pouring and steel column hoisting and fixing; and A6, underground diaphragm wall construction is conducted on the warm-up pool along the periphery of the field center, and a stable whole is formed. The method has the effect of solving the problems that in basement swimming pool construction, the soil body bearing capacity is low, and the permeation risk is high.

Description

Technical Field

[0001] The present application relates to the field of building construction technology, and in particular to a soil reinforcement construction method for a basement swimming pool structure. Background Art

[0002] With the acceleration of urbanization and the increasing scarcity of land resources, the utilization of basements has become a crucial issue in urban development. Basement swimming pools, as an emerging architectural form, not only effectively utilize underground space but also provide a comfortable environment for leisure and entertainment. The construction of basement swimming pools is crucial for alleviating urban land pressure and improving residents' quality of life. They enable more functional needs to be met within limited urban space, enriching both the city's architectural form and the residents' living experience.

[0003] Soil quality needs to be considered during construction. Silty soil has a high water content, high permeability, and significant plasticity, which can easily lead to uneven settlement of the swimming pool structure, sidewall deformation, cracking, and seepage. Traditionally, soil stability is maintained by driving piles into the soil to enhance its bearing capacity and ensure the stability of the soil around the basement swimming pool. Others use retaining wall structures, installing retaining walls on the side walls of the swimming pool space to resist the lateral pressure of the soil and prevent soil collapse. Furthermore, soil nailing walls are used to support the soil, where soil nails are driven into the soil to form a composite with the soil, thereby improving the soil's inherent stability. These methods can all, to a certain extent, strengthen the soil and were relatively common methods at the time.

[0004] However, these existing soil reinforcement methods have significant drawbacks. Traditional pile foundation reinforcement is time-consuming, costly, and requires stringent construction site conditions. While retaining walls can resist lateral pressure, they lack overall stability within the soil and are prone to localized instability. Soil nailing walls are significantly affected by soil properties, making their effectiveness difficult to guarantee under certain geological conditions, making them unable to meet the comprehensive soil reinforcement requirements of basement swimming pool structures. Summary of the Invention

[0005] In order to effectively solve the problems of low soil bearing capacity and high infiltration risk during the construction of a basement swimming pool, the present application provides a soil reinforcement construction method for a basement swimming pool structure.

[0006] This application provides a basement swimming pool structure soil reinforcement construction method using the following technical solutions: A soil reinforcement construction method for a basement swimming pool structure includes a warm-up pool and a competition pool. The construction steps are as follows: A1. Measure and lay out the lines on the construction ground according to the design drawings to determine the construction location and scope; A2. Carry out pile foundation reinforcement construction between the warm-up pool and the competition pool, as well as around the warm-up pool and the competition pool, using biaxial mixing pile reinforcement to form a water-stop curtain; A3. Excavation of the warm-up pool and the competition pool to the designated elevation to form a foundation pit. Then, soil slope treatment measures are performed on both sides of the foundation pit, and the foundation pit is dewatered. A4. After precipitation treatment, the bottom of the foundation pit is cleaned, leveled, compacted, and graded crushed stone and lightweight ceramsite are laid therein; A5. After the foundation pit is prepared, the foundation cap is constructed therein, which includes pre-embedded anchor bolts, foundation cap pouring, and steel column hoisting and fixing; A6. The warm-up pool is constructed with underground continuous walls around the center of the field to form a stable whole.

[0007] By adopting the above technical solution, the above construction method forms a water-stop curtain through the maintenance and reinforcement construction of the double-axis mixing pile foundation, effectively preventing groundwater from seeping into the foundation pit, improving the stability of the foundation pit, and reducing the risk of earth collapse; laying a combination of graded crushed stone and lightweight expanded clay at the bottom of the foundation pit not only enhances the bearing capacity of the base, but also reduces the infiltration pressure through the porous characteristics of the lightweight expanded clay, reduces settlement, and improves the overall stability of the structure; through the synergistic effect of multi-level reinforcement measures such as pile foundation reinforcement, soil slope, graded crushed stone and lightweight expanded clay laying, and underground continuous wall construction, the technical problems of high seepage risk, low soil bearing capacity, and enclosure cost are effectively solved, shortening the construction period and saving costs.

[0008] Preferably, in step A4, a layer of the graded gravel is first laid on the bottom of the foundation pit with a thickness of 10 cm, and then the lightweight ceramsite is laid on the graded gravel with a thickness of 10 cm.

[0009] By adopting the above technical solution, a dual-functional structure is formed by combining graded crushed stone with lightweight expanded clay; the graded crushed stone forms a rigid skeleton structure, enhances the bearing capacity of the base, and provides high-strength support; the lightweight expanded clay utilizes its porous structure to absorb and slowly release moisture, while reducing the overall bulk density and reducing the additional load on the soft soil foundation. The combination of graded crushed stone and lightweight expanded clay not only optimizes the mechanical properties, but also enhances the waterproof and anti-seepage capabilities; at the same time, the use of graded crushed stone and lightweight expanded clay has the characteristics of resource-efficient utilization and meets the requirements of green construction.

[0010] Preferably, in step A4, the slopes on both sides of the foundation pit are sloping in a 1:1 manner.

[0011] By adopting the above technical solution, a 1:1 slope reduction method is used to directly reduce the slope to the slope position, thereby dispersing soil pressure, reducing the risk of slope slippage, and facilitating the construction of the pedestal foundation.

[0012] Preferably, in step A6, the underground continuous wall bears soil pressure, water pressure and upper building load, and serves as the outer wall of the basement at the same time, with a "two-wall-in-one" design, realizing the integration of "support-load-bearing and anti-seepage".

[0013] By adopting the above technical solution, a dual-purpose wall can reduce repeated construction and save about 40% of support costs.

[0014] Preferably, in step A2, a spiral blade is provided on the stirring shaft of the double-shaft mixing pile, a grouting channel is provided in the stirring shaft, a spraying hole is provided on the spiral blade, the grouting hole is connected to the grouting channel, and the spraying hole is located near the edge of the non-working surface of the spiral blade.

[0015] By adopting the above technical solution, when the stirring shaft rotates, the back of the spiral leaf is subjected to less direct pressure and impact force from the soil, which can effectively reduce the risk of soil entering the shotcrete cavity and causing blockage; and the edge of the shotcrete cavity can be used to throw out the soil and cement slurry inside under the action of centrifugal force, further ensuring the smooth flow of the shotcrete hole.

[0016] Preferably, after step A4, the method further includes providing a supporting device on the slope for preventing soil from sliding.

[0017] By adopting the above technical solution, the support device can resist the sliding of the soil, prevent the possibility of overall sliding of the slope, improve the shear strength of the soil, maintain the personal safety of construction workers, and at the same time prevent damage to the pedestal foundation.

[0018] Preferably, the support device includes a first placement box, a second placement box and a protective net, the first placement box and the second placement box are each provided with a placement slot, a rotating rod is rotatably connected in the placement slot, and the two ends of the protective net are respectively wrapped around the two rotating rods; one end of the rotating rod is passed through and rotates on the inner wall of the placement slot, extending to the outside and fixedly connected with a handle; the first placement box and the second placement box and the are all in contact with the slope, and the first placement box and the second placement box are each provided with a plurality of sockets for anchor rods to be inserted, and the anchor rods are inserted into the slope.

[0019] By adopting the above technical solution, when the staff sets the protective net on the slope, the staff places the first placement box and the second placement box on both sides of the slope respectively. When the distance between the first placement box and the second placement box gradually increases, the protective net drives the rotating rod to rotate and release the protective net; then the staff inserts the anchor rod through the insertion hole on the slope to fix the first placement box or the second placement box, and at the same time fix the protective net; when the construction is completed and the slope needs to be filled, the anchor rod is pulled out, and the staff drives the rotating rod to rotate by turning the handle and put it into the placement groove through the protective net, thereby facilitating the storage and laying of the protective net.

[0020] Preferably, a plurality of anchor nails are fixedly connected to the first placement box and the second placement box, and the anchor nails are inserted into the slope.

[0021] By adopting the above technical solution, during the laying of the protective net, when the staff places the first placement box or the second placement box at the corresponding position, the anchor nails are inserted into the slope soil, which can reduce the movement of the first placement box or the second placement box.

[0022] Preferably, a pressure plate is hinged in the placement groove, the pressure plate abuts against the protective net, a connecting rod is fixedly connected in the placement groove, the pressure plate is rotatably sleeved on the connecting rod, and torsion springs are respectively sleeved at both ends of the connecting rod, and the two ends of the torsion spring are respectively fixedly connected to the side wall of the pressure plate and the inner wall of the placement groove, and a spring is arranged between the pressure plate and the inner wall of the placement groove.

[0023] By adopting the above technical solution, the pressure plate can press the protective net wrapped around the rotating rod to prevent the outer layer of the protective net on the rotating rod from loosening. When the rotating rod rotates to release the protective net, the torsion spring sleeved on the connecting rod and the spring connected to the pressure plate both push the pressure plate to rotate toward the rotating rod; when the rotating rod rotates to rewind the protective net, the protective net slides relatively to the bottom of the pressure plate and is wrapped around the rotating rod, so that the pressure plate is always in contact with and presses the outer layer of the protective net on the rotating rod.

[0024] In summary, this application includes at least one of the following beneficial technical effects: 1. Through the maintenance and reinforcement construction of biaxial mixing pile foundations, a water-stop curtain is formed, which effectively prevents groundwater from seeping into the foundation pit, improves the stability of the foundation pit, and reduces the risk of earthwork collapse. The laying of a combination of graded crushed stone and lightweight ceramsite at the bottom of the foundation pit not only enhances the bearing capacity of the base, but also reduces the seepage pressure through the porous properties of the lightweight ceramsite, reduces settlement, and improves the overall stability of the structure. Through the synergistic effect of multiple reinforcement measures such as pile foundation reinforcement, soil sloping, laying of graded crushed stone and lightweight ceramsite, and underground continuous wall construction, the technical problems of high seepage risk, low soil bearing capacity, and enclosure costs are effectively resolved, shortening the construction period and saving costs. 2. The combination of graded crushed stone and lightweight ceramsite creates a dual-functional structure. The graded crushed stone forms a rigid skeleton structure, enhancing the bearing capacity of the base and providing high-strength support. The lightweight ceramsite utilizes a porous structure to absorb and slowly release moisture, while reducing the overall bulk density and the additional load on the soft soil foundation. The combination of graded crushed stone and lightweight ceramsite not only optimizes mechanical properties but also enhances waterproofing and anti-seepage capabilities. Furthermore, the use of graded crushed stone and lightweight ceramsite maximizes resource utilization and meets green construction requirements. 3. Use a 1:1 slope reduction method to directly reduce the slope to the slope position, disperse the soil pressure, reduce the risk of slope slippage, and facilitate the construction of the foundation. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] Figure 1 2 is a diagram showing the positional relationship between the warm-up pool and the competition pool in an embodiment of the present application.

[0026] Figure 2 It is a structural schematic diagram of the stirring shaft in the embodiment of the present application.

[0027] Figure 3 It is a schematic cross-sectional diagram of the construction ground in an embodiment of the present application.

[0028] Figure 4 yes Figure 3 Enlarged view of point A in the middle.

[0029] Figure 5 It is a schematic diagram of the support device in an embodiment of the present application.

[0030] Figure 6 It is a cross-sectional schematic diagram of the first placement box in the embodiment of the present application.

[0031] Description of reference numerals: 1. Warm-up pool; 2. Competition pool; 3. Mixing shaft; 4. Spiral blade; 5. Underground continuous wall; 6. Soil slope; 7. Steel column; 8. Cap foundation; 9. Lightweight expanded clay; 10. Graded crushed stone; 11. Support device; 12. First placement box; 13. Second placement box; 14. Protective net; 15. Placement slot; 16. Contraction slot; 17. Turning rod; 18. Handle; 19. Inclined surface; 20. Anchor nail; 21. Pressure plate; 22. Anchor rod; 23. Connecting rod; 24. Torsion spring; 25. Spring; 26. Shotcrete hole; 27. Mixing pile body. DETAILED DESCRIPTION

[0032] The following is combined with Figure 1-6 This application is described in further detail.

[0033] like Figure 1As shown, the present invention discloses a soil reinforcement construction method for a basement swimming pool structure, including a warm-up pool 1 and a competition pool 2. The construction process is as follows: the construction site is cleaned and leveled to ensure smooth access and operation of construction machinery. Then, according to the design drawings, the construction site is measured and laid out on the construction ground to demarcate the locations of the competition pool 2 and the warm-up pool 1, and the construction location and scope are determined. A solid support structure is formed between the warm-up pool 1 and the competition pool 2, enhancing the integrity and stability of the soil, preventing slippage or collapse during subsequent construction, and providing safety for foundation pit excavation. Operation details: According to the design requirements, the construction location and spacing of the dual-shaft mixing piles are determined using measuring instruments. The mixing pile machine is started and the drill bit of the mixing shaft 3 is lowered to a depth of 33.6 meters. Cement slurry is sprayed in, stirring the soil and cement slurry as it is lowered to ensure thorough mixing. After the mixing drill bit is lowered to the designed depth, the drill bit is raised while spraying and stirring the slurry until it reaches the ground surface, completing the construction of a mixing pile body 27. After continuous construction of the mixing piles, a water-stop curtain is formed. The same operation is performed to reinforce the soil in the warm-up pool 1 area to improve the strength and stability of the soil and form a reliable water-stop curtain. The biaxial mixing piles are tightly combined with the subsequent underground continuous wall 5 to form a closed water-stop system, effectively preventing the infiltration of groundwater.

[0034] like Figure 2 As shown, a spiral blade 4 is fixedly welded on the peripheral side wall of the mixing shaft 3 of the mixing pile, a grouting channel is provided in the spiral mixing shaft 3, and a grouting hole 26 is provided on the non-working surface of the spiral blade 4 near the edge, and the grouting cavity is connected to the grouting channel. During the rotation process, the bolt blades can break up the soil clods and refine them into smaller particles, making them easier to mix with cement slurry. The cement blades can evenly wrap around the surface of the soil particles, thereby enhancing the bonding force between the soil particles and improving the overall performance of the cement soil. The grouting hole 26 is set on the non-working surface and is less directly subjected to the pressure and impact of the soil, which can effectively reduce the risk of soil entering the grouting cavity and causing blockage; even if a small amount of blockage occurs, it will be thrown out under the action of centrifugal force, thereby ensuring the smooth flow of the grouting hole 26.

[0035] While the mixing piles are working, dewatering wells can be set up simultaneously. The number and location of the dewatering wells are determined based on the shape, size, and geological conditions of the pre-excavated foundation pit. A drilling rig is used to drill the dewatering wells, and well pipes are installed in the boreholes. The well pipes are made of sandless concrete or steel pipes, and are surrounded by filter material such as gravel to prevent clogging. Pumping equipment installed in the dewatering wells allows for continuous extraction of groundwater, reducing the moisture content of the soil.

[0036] like Figure 3 and Figure 4As shown, the soil is excavated using a combination of mechanical excavation and manual excavation. During the excavation process, the deformation of the foundation pit is monitored at any time. When the excavation reaches the designated elevation, manual excavation is used to avoid mechanical disturbance of the foundation. After excavation is completed, a foundation pit is formed. Then, the soil is sloped at a 1:1 ratio on both sides of the foundation pit. Support devices 11 are installed on the slope to reduce the possibility of soil slippage. The foundation pit is then subjected to another dewatering treatment. After the dewatering treatment, the bottom of the foundation pit is cleaned, leveled, and compacted, and graded gravel 10 and lightweight ceramsite 9 are laid inside. A 10cm thick layer of graded gravel 10 is laid at the base to improve the stability of the foundation and reduce uneven settlement of the foundation. Next, a 10cm thick layer of lightweight ceramsite 9 is laid on top of the graded gravel 10, effectively improving the waterproofing ability of the base and further enhancing the bearing capacity of the foundation. The laying thickness of the graded gravel 10 and lightweight ceramsite 9 can be adjusted according to the soil quality and specific construction needs. The graded gravel 10 and lightweight ceramsite 9 are sintered from industrial waste, balancing structural strength and environmental protection requirements. They feature resource recycling and meet the requirements of green development. Furthermore, the chemical stability of the ceramsite reduces the risk of groundwater contamination. The combination of graded gravel 10 and lightweight ceramsite 9 creates a rigid skeleton structure, enhancing the bearing capacity of the base and providing high-strength support. The porous structure of the lightweight ceramsite 9 forms microscopic water storage units, which, combined with the macroscopic drainage channels of the gravel, create a three-dimensional "storage and drainage" waterproofing system, reducing seepage pressure and minimizing sedimentation. This significantly improves waterproofing performance. The combination of lightweight ceramsite 9 and gravel reduces reliance on compaction. The internal microstructure formed by the difference in elastic modulus can adapt to deformation in silty soils, reducing construction difficulty. Treatment of silty foundations achieves a trinity of optimization: drainage, bearing capacity, and environmental protection.

[0037] like Figure 3 As shown, after the foundation pit is prepared, the foundation cap 8 is constructed therein. The construction of the foundation cap 8 includes pre-embedded anchor bolts, pouring of the foundation cap 8, and hoisting and fixing of the steel column 7. The steps are as follows: B1. Position the foundation cap in the foundation pit and set fixed marker stakes around the foundation pit; B2. Rebar Binding: Place pads at the bottom of the foundation pit, lay the lower layer of rebar first, and use binding wire to secure the intersections of the rebars. Then, install the rebar brackets to support the upper layer of rebars. Finally, lay the upper layer of rebar on the brackets and install tie bars to strengthen the integrity of the rebar skeleton. B3. Insert the anchor bolts into the steel frame and weld the steel bars to prevent them from moving during pouring. B4. Select appropriate templates based on the shape and size of the foundation 8 for assembly; B5. Concrete the foundation 8 in layers. Each layer should not exceed 300-500mm thick. Use an insert vibrator for vibrating. Insert quickly and remove slowly, arranging insertion points evenly and moving them sequentially. Ensure uniform compaction. When pouring near anchor bolts, pay special attention to the quality of the vibration to avoid impact with the anchor bolts and prevent displacement. Use a small vibrating rod or manual vibration to ensure the concrete is compacted.

[0038] B6. After the concrete solidifies, remove the formwork and fix the steel column 7 on the cap foundation 8 by hoisting.

[0039] Afterwards, an underground continuous wall 5 is constructed around the center of the warm-up pool 1. At the same time, it serves as the outer wall of the basement. The underground continuous wall 5 is regarded as a part of the outer wall of the basement, and is connected and coordinated with other wall structures to form a stable whole, effectively reducing repeated construction and saving 40% of support costs. After the construction of the underground continuous wall 5 is completed, the connection between it and the outer wall of the basement is waterproofed.

[0040] like Figure 5 and Figure 6 As shown, after the slope is lowered, a support device 11 is installed on the slope. The support device 11 includes a first placement box 12, a second placement box 13, and a protective net 14. The first and second placement boxes 12, 13 are both rectangular and have a placement slot 15 formed therein. A rotating rod 17 is rotatably connected to the placement slot 15. The two ends of the protective net 14 are respectively wound around the two rotating rods 17. The bottoms of the opposing side walls of the first and second placement boxes 12, 13 have contraction slots 16 formed therein. The contraction slots 16 are connected to the placement slots 15. The inner wall of the placement slot 15 opposite the contraction slot 16 is provided with an inclined surface 19 to facilitate the transport of the protective net 14 from the contraction slot 16 to the bottom of the first placement slot 15. One end of the rotating rod 17 penetrates the inner wall of the placement slot 15 and rotates on it, extending to the outside. A handle 18 is fixedly welded to the rotating rod 17. The operator can use the handle 18 to rotate the rotating rod 17, thereby completing the reeling operation of the protective net 14. The first and second placement boxes 12, 13, and the protective net 14 are all abutted against the slope. Multiple anchors 20 are welded to the lower surfaces of the first and second placement boxes 12, 13. Inserting the anchors 20 into the slope provides a preliminary fixation of the first and second placement boxes 12, 13. Multiple sockets for anchor rods 22 are provided on each of the first and second placement boxes 12, 13. The anchor rods 22 are inserted through the sockets into the slope to enhance the fixation effect.

[0041] like Figure 6As shown, a pressure plate 21 is hingedly connected above the rotating rod 17 in the placement slot 15, and the pressure plate 21 abuts against the protective net 14 located on the outermost layer of the rotating rod 17. A connecting rod 23 is fixedly welded in the placement slot 15, and the two ends of the connecting rod 23 are respectively fixedly welded to the opposite inner walls of the placement slot 15. The pressure plate 21 is rotatably sleeved on the connecting rod 23, and the two ends of the connecting rod are respectively sleeved with torsion springs 24. The two ends of the torsion spring 24 are respectively fixedly welded to the pressure plate 21 and the inner wall of the placement slot 15. A spring 25 is provided between the upper surface of the pressure plate 21 and the top inner wall of the placement slot 15, and the two ends of the spring 25 are respectively fixedly welded to the upper end surface of the pressure plate 21 and the top inner wall of the placement slot 15.

[0042] like Figure 5 and Figure 6 As shown, when setting the protective net 14 on the slope, the staff first places the first placement box 12 at the edge of the slope and initially fixes it with the anchor 20. Then, the second placement slot 15 is driven to move away from the first placement box 12. As the distance between the first placement box 12 and the second placement box 13 gradually increases, the protective net 14 drives the rotating rod 17 to rotate and release the protective net 14, and the protective net 14 abuts against the soil. After the positions of the two ends of the protective net 14 are determined, the staff inserts the anchor rod 22 through the insertion hole into the slope to reinforce the first placement box 12 and the second placement box 13, and at the same time fix the protective net 14. When the construction is completed and the slope needs to be filled, the staff first pulls out the anchor rod 22. After the anchor 20 is pulled out, the rotating rod 17 is driven by the handle 18 to rotate through the protective net 14 and into the placement slot 15, thereby facilitating the storage and laying of the protective net 14. The pressure plate 21 can press the protective net 14 wound around the rotating rod 17 to prevent the outer layer of the protective net 14 on the rotating rod 17 from loosening. When the rotating rod 17 rotates to release the protective net 14, the torsion spring 24 sleeved on the connecting rod 23 and the spring 25 connected to the pressure plate 21 both push the pressure plate 21 to rotate toward the rotating rod 17; when the rotating rod 17 rotates to rewind the protective net 14, the protective net 14 slides relatively on the bottom of the pressure plate 21 and is wrapped around the rotating rod 17, so that the pressure plate 21 is always in contact with and presses the outer layer of the protective net 14 on the rotating rod 17.

[0043] The above are all preferred embodiments of the present application, and are not intended to limit the scope of protection of the present application. Therefore, any equivalent changes made based on the structure, shape, and principle of the present application should be included in the scope of protection of the present application.

Claims

1. A soil reinforcement construction method for a basement swimming pool structure, characterized by: The structures involved are the warm-up pool (1) and the competition pool (2). The construction steps are as follows: A1. Measure and lay out the lines on the construction ground according to the design drawings to determine the construction location and scope; A2, carrying out pile foundation reinforcement construction between the warm-up pool (1) and the competition pool (2) and around the warm-up pool (1) and the competition pool (2), adopting biaxial mixing pile reinforcement treatment to form a water-stop curtain; A3, excavation of the warm-up pool (1) and the competition pool (2) to the designed elevation to form a foundation pit, and then soil slope treatment (6) is carried out on both sides of the foundation pit, and the foundation pit is subjected to dewatering treatment; A4. After precipitation treatment, the bottom of the foundation pit is cleaned, leveled, compacted, and graded crushed stone (10) and lightweight ceramsite (9) are laid therein; A5. After the foundation pit is prepared, the foundation cap (8) is constructed therein. The foundation cap (8) construction includes pre-embedded anchor bolts, pouring of the foundation cap (8), and hoisting and fixing of the steel column (7); A6. The warm-up pool (1) is constructed with underground continuous walls (5) around the center of the field to form a stable whole.

2. The soil reinforcement construction method for a basement swimming pool structure according to claim 1 is characterized by: In the A4, a layer of the graded crushed stone (10) is first laid at the bottom of the foundation pit with a thickness of 10 cm, and then the lightweight ceramsite (9) is laid on the graded crushed stone (10) with a thickness of 10 cm.

3. The soil reinforcement construction method for a basement swimming pool structure according to claim 1 is characterized in that: In A4, the slope on both sides of the foundation pit adopts a 1:1 slope form.

4. The soil reinforcement construction method for a basement swimming pool structure according to claim 1 is characterized in that: In the A6, the underground continuous wall (5) bears the soil pressure, water pressure and upper building load, and serves as the outer wall of the basement at the same time. The "two walls in one" design realizes the integration of "support-load-bearing and anti-seepage".

5. The soil reinforcement construction method for a basement swimming pool structure according to claim 1 is characterized in that: In the A2, a spiral blade (4) is provided on the stirring shaft (3) on the double-shaft stirring pile, a grouting channel is provided in the stirring shaft (3), a grouting hole (26) is provided on the spiral blade (4), the grouting hole is connected to the grouting channel, and the grouting hole (26) is located near the edge of the non-working surface of the spiral blade (4).

6. The soil reinforcement construction method for a basement swimming pool structure according to claim 1 is characterized by: After A4, a supporting device (11) is provided on the slope for preventing the soil from sliding down.

7. The soil reinforcement construction method for a basement swimming pool structure according to claim 6 is characterized in that: The supporting device (11) comprises a first placement box (12), a second placement box (13) and a protective net (14); a placement slot (15) is provided in the first placement box (12) and the second placement box (13); a rotating rod (17) is rotatably connected in the placement slot (15); two ends of the protective net (14) are respectively wound around the two rotating rods (17); one end of the rotating rod (17) is passed through and rotated on the inner wall of the placement slot (15) to extend to the outside and is fixedly connected with a handle (18); the first placement box (12), the second placement box (13) and the protective net (14) are all in contact with the slope; a plurality of sockets for anchor rods (22) are provided on the first placement box (12) and the second placement box (13); the anchor rods (22) are inserted into the slope.

8. The soil reinforcement construction method for a basement swimming pool structure according to claim 7 is characterized by: A plurality of anchor nails (20) are fixedly connected to the first placement box (12) and the second placement box (13), and the anchor nails (20) are inserted into the slope.

9. The soil reinforcement construction method for a basement swimming pool structure according to claim 7, characterized in that: A pressure plate (21) is hinged in the placement groove (15), and the pressure plate (21) abuts against the protective net (14). A connecting rod (23) is fixedly connected in the placement groove (15). The pressure plate (21) is rotatably sleeved on the connecting rod (23). Both ends of the connecting rod (23) are sleeved with torsion springs (24). Both ends of the torsion spring (24) are fixedly connected to the side wall of the pressure plate (21) and the inner wall of the placement groove (15). A spring (25) is provided between the pressure plate (21) and the inner wall of the placement groove (15).

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