Water drainage and pressure reduction anti-floating structure of underground foundation and construction method

Abstract

A drainage and pressure reduction anti-floating structure of an underground foundation is a layered structure and comprises a foundation pit, an original soil layer and a backfill soil layer, a waterproof curtain is arranged on one side of the original soil layer, underground water is intercepted through the waterproof curtain, the original soil layer is arranged on one side of the waterproof curtain, vertical shafts are arranged on the other side of the waterproof curtain, and the vertical shafts are matched with water pumps. The vertical shafts are evenly distributed along the side line of the foundation pit, the tops of the vertical shafts are connected with drainage pipes, the bottoms of the vertical shafts are connected with permeable blind pipes, the permeable blind pipes are located in the foundation pit and comprise multiple layers, and drainage holes are formed in the inner surfaces of the vertical shafts. A waterproof curtain is arranged on the periphery of the foundation pit, an external water source is blocked, and pressure brought by underground water is effectively reduced; multiple layers of permeable blind pipes are arranged, underground water under the basement is efficiently collected, water is conveyed to the vertical shaft through the permeable blind pipes, and the underground water is prevented from being accumulated on the lower portion of the basement; the invention further discloses a construction method of the underground foundation drainage and pressure reduction anti-floating structure.

Description

Technical Field

[0001] The invention belongs to the field of foundation construction of building engineering, and specifically relates to an underground foundation water-draining, pressure-reducing and anti-floating structure and a construction method. Background Art

[0002] With the continuous development of the construction market, the number of buildings with deep foundations is also increasing. In order to effectively solve the impact of groundwater on buildings, people have invented a variety of construction methods to solve the problem. Among them, people often use a construction method that combines anti-floating piles, anti-floating anchors and waterproof membranes to solve the anti-floating and waterproofing problems. However, the setting of anti-floating piles and anti-floating anchors belongs to passive anti-floating, and anti-floating is easy to fail. In recent years, people have begun to use water discharge and pressure reduction methods for anti-floating. The traditional water discharge and pressure reduction method requires the installation of a filter layer on the outside of the basement floor and side walls, and the pre-buried drainage pipe. The drainage pipe and the anti-filter layer work together to transport the groundwater around the underground structure to the drainage pipe in the building to prevent groundwater from accumulating and causing the underground structure to float.

[0003] However, after long-term use, the pre-buried drainage pipes are in direct contact with the soil layer and are prone to blockage. At the same time, indoor drainage pipes are used for drainage, which increases the burden on the indoor drainage pipes. In extreme weather events such as heavy rains, it is easy to exceed the limit of the drainage pipes, resulting in the inability to discharge groundwater in time, causing floating accidents. Summary of the invention

[0004] In order to solve the problem that the pre-buried pipes of conventional water drainage, pressure reduction and anti-floating structures are easily blocked and share drainage pipes with indoor drainage, resulting in the failure to discharge groundwater in time during heavy rainfall in extreme weather, leading to basement floating accidents, the present invention proposes an underground foundation water drainage, pressure reduction and anti-floating structure to solve the above problem.

[0005] A kind of underground foundation water drainage, pressure relief and anti-floating structure, the structure is a layered structure, including, a foundation pit, an original soil layer, and a backfill soil layer. A water-stop curtain is arranged on one side of the original soil layer, and groundwater is intercepted by the water-stop curtain. One side of the water-stop curtain is the original soil layer, and a vertical shaft is arranged on the other side of the water-stop curtain. The vertical shaft is equipped with a water pump. The vertical shaft includes multiple vertical shafts, and the multiple vertical shafts are evenly distributed along the edge line of the foundation pit. Backfill soil layers are arranged between the vertical shafts. Drain pipes are connected to the tops of the multiple vertical shafts, and permeable blind pipes are connected to the bottoms of the vertical shafts. The permeable blind pipes are located inside the foundation pit. The permeable blind pipes include multiple layers, and backfill gravel layers are arranged between the multiple layers of the permeable blind pipes. The bottom of the lowest layer of permeable blind pipes is a foundation layer.

[0006] The inner surface of the vertical shaft is provided with a drainage hole, and a plurality of drainage holes are provided. The drainage holes are evenly distributed on the inner wall of the vertical shaft. A drainage pipe is installed on the drainage hole, one end of the drainage pipe extends into the interior of the vertical shaft, and the other end of the drainage pipe extends into the backfill gravel layer. An anti-filter bag is provided at one end of the drainage pipe extending into the backfill gravel layer, and a water guide hole is opened on the surface of one end of the drainage pipe extending into the backfill gravel layer;

[0007] A water-stop curtain is set up around the foundation pit to block external water sources, effectively reduce the pressure brought by groundwater, and prevent heavy rain and other extreme weather from bringing heavy precipitation. A large amount of rainwater influx causes the anti-floating facilities to overload and fail to drain the groundwater in time, resulting in basement floating accidents;

[0008] A multi-layer permeable blind pipe is set under the basement floor to efficiently collect groundwater under the basement, and the water is sent to the vertical shaft through the permeable blind pipe to prevent groundwater from accumulating in the lower part of the basement. Furthermore, a plurality of drainage holes and matching drainage pipes are set on the inner wall of the vertical shaft. The drainage pipe extends into the backfill gravel layer to collect groundwater, further reducing the residual groundwater in the basement. At the same time, the drainage pipe is also wrapped with an anti-filter bag to intercept sediment and prevent large pieces of sediment from entering the vertical shaft. The collected groundwater is stored in the vertical shaft, pumped by a water pump and lifted to the drainage pipe, and then discharged to the recharging sand well or the municipal drainage network through the drainage pipe to avoid basement floating accidents caused by groundwater accumulation.

[0009] A construction method for an underground foundation water-draining and pressure-reducing anti-floating structure comprises the following steps:

[0010] S1. Water-stop curtain: Before excavation of foundation, install water-stop curtain around the foundation to surround the foundation;

[0011] S2. Excavation of blind ditches and shafts: excavation and support are carried out, and after the support is completed, blind ditches and shafts are excavated;

[0012] S3. Install permeable blind pipes: After the blind ditch is excavated, clean the blind ditch, install the bottom permeable blind pipe, lay the permeable blind pipe cushion before installation, and after the permeable blind pipe cushion is constructed, lay the gravel layer with a thickness of 15 cm. After laying, install the permeable blind pipe on the gravel layer, and backfill with gravel after installation. The gravel layer is 15 cm thick. Install the permeable blind pipe on the gravel layer, and backfill with gravel after installation. Repeat the steps to complete the installation of multiple layers of permeable blind pipes until the gravel is backfilled to the foundation excavation elevation;

[0013] S4, vertical shaft foundation construction: after the gravel backfill is completed, the foundation construction begins. During the foundation construction, the vertical shaft foundation construction is carried out simultaneously. The vertical shaft is connected to the water-permeable blind pipe, a drainage hole is set on the wall of the vertical shaft, and a drainage pipe is installed on the drainage hole. After S3-S4 is repeated to complete the installation and connection of all the water-permeable blind pipes and the vertical shaft, the earthwork is backfilled;

[0014] S5. Construction of drainage ditch and recharging manhole: When the earthwork is backfilled to the basement top plate elevation, the drainage ditch and recharging manhole are constructed. After the construction is completed, the drainage pipe is installed in the drainage ditch;

[0015] S6. Install supporting equipment: After the construction is completed, place the water pump in the shaft.

[0016] The influence of the blind ditch on the supporting structure is taken into consideration when designing the foundation pit, so as to avoid the occurrence of supporting collapse accidents.

[0017] The blind ditch excavation needs to be set with a horizontal plane inclination angle of 1°-5°. The permeable blind pipe is installed in a form of high in the middle and low on both sides. The permeable blind pipe cushion layer is a concrete cushion layer. The concrete cushion layer has a certain water-stopping effect, which is convenient for the collected groundwater to flow away through the blind pipe. The blind ditch set along the edge of the foundation pit is backfilled with gravel to the foundation excavation elevation and then stopped backfilling, and a geotextile is laid on top to prevent soil from entering.

[0018] Furthermore, when the vertical shaft is installed, the bottom of the vertical shaft is 50cm-80cm lower than the bottom of the blind ditch, so as to prevent the groundwater from flowing out due to insufficient space at the bottom of the vertical shaft, causing the groundwater to flow back into the permeable blind pipe and seep into the ground.

[0019] Furthermore, the blind ditch is provided with multiple layers, and the permeable blind pipes on both sides of the blind ditch at the bottom of the foundation pit can be constructed together with the foundation. Multiple layers of blind ditches are provided, and blind pipes are installed in the blind ditches. The multiple layers of blind pipes increase the water extraction efficiency, further reduce the accumulation of groundwater, prevent floating accidents, and at the same time enhance the resistance and buffering capacity to large amounts of precipitation caused by extreme weather.

[0020] Furthermore, the drainage outlet of the drainage pipe is connected to a recharge sand well or a municipal drainage pipe. The recharge sand well needs to be arranged outside the water-stop curtain. The design spacing of the recharge sand well is at least 15m-20m. The specific design spacing is designed and calculated based on the specific situation. Sand and gravel are backfilled between the recharge sand well and the original soil layer to form a backfill sand and gravel layer. The recharge sand well or the municipal pipeline is connected so that the discharged groundwater can be discharged quickly to avoid affecting subsequent drainage.

[0021] Furthermore, the drainage pipe is a PVC pipe with a diameter of 50 mm, one end of the drainage pipe extends into the interior of the vertical shaft by 100 mm, and the other end extends into the interior of the backfill gravel layer by 300 mm. The end extending into the backfill gravel layer is wrapped with a cylindrical anti-filter mesh bag with a diameter of 90 mm, and the drainage pipe is arranged at an angle as a whole; the drainage pipe is used to enhance the drainage capacity of the vertical shaft, and the vertical shaft is arranged around the foundation pit. While collecting groundwater in the lower part of the basement, it intercepts and collects surface seepage water, further reducing the impact of rainfall on the groundwater drainage structure. Furthermore, the drainage pipe is arranged at an angle, so that the collected rainwater or groundwater flows into the vertical shaft under the action of gravity, further preventing sediment accumulation from clogging the pipe.

[0022] The power source of the water pump can be set according to local conditions, and an external power supply, wind power generation or solar power generation can be selected; the application range is wider, and the water pump extracts groundwater and rainwater collected in the vertical shaft and sends them to the drainage pipe to prevent backflow.

[0023] Compared with the prior art, the present invention has the following technical effects:

[0024] A water-stop curtain is set up around the foundation pit to block external water sources, effectively reduce the pressure brought by groundwater, and prevent heavy rain and other extreme weather from causing a large amount of precipitation, which may cause the anti-floating facilities to overload.

[0025] A multi-layer permeable blind pipe is set under the basement floor to efficiently collect groundwater under the basement, and the water is sent to the shaft through the permeable blind pipe to prevent groundwater from accumulating in the lower part of the basement; a plurality of drainage holes and matching drainage pipes are set on the inner wall of the well, and the drainage pipe extends into the backfill gravel layer to collect groundwater, further reducing the residual groundwater in the basement. At the same time, the drainage pipe is also wrapped with an anti-filter bag to intercept sediment and prevent large pieces of sediment from entering the shaft to prevent blockage. The collected groundwater is temporarily stored in the shaft, pumped and lifted to the drainage pipe by a water pump, and discharged to the recharging sand well or the municipal drainage network through the drainage pipe to avoid the basement floating accident caused by groundwater accumulation; the drainage structure is separated from the indoor drainage structure to reduce the indoor drainage burden, and the groundwater will not overflow into the room to corrode the indoor facilities;

[0026] It can also cope with extreme situations. In extreme situations, the water pump fails to work normally due to heavy rainfall, causing the water level in the shaft to continue to rise. However, the upper part of the shaft is connected to a drainage pipe, and the drainage pipe outlet is connected to the municipal pipeline network. The rising water level reaches the drainage pipe and directly enters the municipal drainage pipeline network through the drainage outlet, avoiding floating accidents. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, for ordinary technicians in this field, other drawings can be obtained based on these drawings without paying any creative work.

[0028] Figure 1 It is the plan layout of the underground foundation water discharge pressure relief anti-floating structure;

[0029] Figure 2 It is the AA section view;

[0030] Figure 3 It is a BB cross-section;

[0031] Figure 4 It is a cross-sectional view of CC;

[0032] Figure 5 It is an enlarged view of part a;

[0033] Figure 6 It is the EE cross-section diagram;

[0034] Figure 7 Make a DD cutaway.

[0035] In the figure: 1. building, 2. foundation pit, 3. concrete cushion, 4. vertical shaft, 5. water-stop curtain, 6. drainage ditch, 7. drainage pipe, 8. drainage outlet, 9. geotextile, 10. backfill gravel layer, 11. permeable blind pipe, 12. foundation layer, 13. backfill sand and gravel layer, 14. original soil layer, 15. basement, 16. drainage hole, 1601. concrete well wall, 1602. drainage pipe, 1603. anti-filter bag, 1604. water diversion hole, 17. water pump, 18. ground, 19. backfill soil layer, 20. drainage ditch. DETAILED DESCRIPTION

[0036] Example 1

[0037] like Figure 1-7 As shown; an underground foundation water discharge pressure reduction and anti-floating structure, the structure is a layered structure, including, a foundation pit 2, an original soil layer 14, a backfill soil layer 19, a water-stop curtain 5 is arranged on one side of the original soil layer 14, one side of the water-stop curtain 5 is the original soil layer 14, a vertical shaft 4 is arranged on the other side of the water-stop curtain 5, the vertical shaft 4 is equipped with a water pump 17, the vertical shaft 4 includes a plurality of, and the plurality of vertical shafts 4 are evenly distributed along the edge of the foundation pit 2; distributed underground on both sides of the building 1, and a permeable blind pipe 11 is arranged between the underground of the building 1;

[0038] A backfill soil layer 14 is arranged between the vertical shafts 4, a plurality of vertical shafts 4 are connected to drainage pipes 7 at the top, a permeable blind pipe 11 is connected to the bottom of the vertical shaft 4, the permeable blind pipe 11 is located inside the foundation pit 2, the permeable blind pipe includes multiple layers, backfill gravel layers 10 are arranged between the multiple layers of the permeable blind pipes 11, the bottom of the lowest layer of the permeable blind pipes 11 is a foundation layer 12, and a permeable blind pipe 11 is also arranged at the edge of the foundation pit 2.

[0039] The inner surface of the vertical shaft 4 is provided with drainage holes 16, and the drainage holes 16 include multiple drainage holes 16, and the multiple drainage holes 16 are evenly distributed along the inner surface of the vertical shaft 4. A drainage pipe 1602 is installed on the drainage hole 16, and one end of the drainage pipe 1602 extends into the interior of the vertical shaft 4, and the other end of the drainage pipe 1602 extends into the backfill gravel layer 10. The end of the drainage pipe 1602 extending into the backfill gravel layer 10 is provided with an anti-filter net bag 1603, and the surface of the end of the drainage pipe 1602 extending into the backfill gravel layer 10 is provided with a water guide hole 1604.

[0040] Example 2

[0041] like Figure 1-7 As shown; S1, water-stop curtain 5: before setting the foundation excavation; install the water-stop curtain 5 around the foundation to surround the foundation;

[0042] S2. Excavation of blind ditch and shaft 4: excavation and support are carried out. After the support is completed, the blind ditch and shaft 4 are excavated. The influence of the blind ditch on the support structure is considered in the design of the foundation pit. The blind ditch excavation needs to be set at a horizontal plane inclination angle of 1°-5°;

[0043] S3, installation of permeable blind pipe 11: after the blind ditch is excavated, the blind ditch is cleaned, and the bottom permeable blind pipe 11 is installed. Before installation, the permeable blind pipe 11 cushion layer is laid. The permeable blind pipe 11 is installed in the form of high in the middle and low on both sides. The cushion layer of the permeable blind pipe 11 is a concrete cushion layer. The blind ditch set along the two sides of the foundation pit is backfilled with gravel to the foundation excavation elevation, and then the backfilling is stopped, and a geotextile is laid on top; after the permeable blind pipe 11 cushion layer is completed, the gravel layer is laid, and the gravel is The thickness of the layer is 15cm. After the laying is completed, the permeable blind pipe 11 is installed above the gravel layer. After the installation is completed, gravel is used for backfilling. The thickness of the gravel layer is 15cm. The permeable blind pipe 11 is installed on the gravel layer. After the installation is completed, gravel is used for backfilling. Repeat the steps to complete the installation of multiple layers of permeable blind pipes 11 until the gravel is backfilled to the foundation excavation elevation. The blind ditch is provided with multiple layers. The permeable blind pipes 11 on both sides of the blind ditch at the bottom of the foundation pit 2 can be constructed together with the foundation;

[0044] S4, foundation construction of shaft 4: after the gravel backfill is completed, the foundation construction begins. During the foundation construction, the foundation construction of shaft 4 is carried out simultaneously. When shaft 4 is installed, the bottom of shaft 4 is 50cm-80cm lower than the bottom of blind ditch. Shaft 4 is connected with permeable blind pipe 11. Drain hole 16 is arranged on the wall of shaft 4, and drainage pipe 1602 is installed on drainage hole 16. Drain pipe 1602 is a PVC pipe with a diameter of 50mm. One end of drainage pipe 1602 extends into shaft 4 by 100mm, and the other end extends into the backfill gravel layer 10 by 300mm. One end extending into the backfill gravel layer 10 is wrapped with a cylindrical anti-filter bag with a diameter of 90mm. The drainage pipe 1602 is arranged obliquely as a whole. After S3-S4 is repeated to complete the installation and connection of all permeable blind pipes 11 and shaft 4, earth backfill is carried out.

[0045] S5, construction of drainage ditch 20 and recharging sand well: When the earthwork is backfilled to the basement top plate elevation, the drainage ditch 20 and the recharging sand well are constructed. After the construction is completed, the drainage pipe 7 is installed in the drainage ditch. The drainage outlet 8 of the drainage pipe 7 is connected to the recharging sand well or the municipal drainage pipe. The recharging sand well needs to be arranged outside the water-stop curtain 5. The design spacing of the recharging sand well is at least 15m-20m. Sand and gravel are backfilled between the recharging sand well and the original soil layer 14 to form a backfill sand and gravel layer 13;

[0046] S6. Install supporting equipment: After the construction is completed, a water pump 17 is placed in the shaft 4. The power source of the water pump 17 can be set according to local conditions, and an external power supply, wind power generation or solar power generation can be selected.

[0047] Example 3

[0048] like Figure 1-7 As shown; when encountering extreme weather with a lot of rainfall, part of the rainwater is blocked by the water-stop curtain 5, and the other part infiltrates from the ground above the basement 2 and enters the underground. The rainwater entering the underground is the same as the groundwater. Part of it flows directly into the vertical shaft 4 through the drainage pipe 1602, and the other part enters the permeable blind pipe 11 through the permeable blind pipe 11. Since the permeable blind pipe 11 is arranged with a high middle and low sides, the rainwater and groundwater flow into the vertical shaft under the action of gravity, and are pumped into the drainage pipe by the water pump 17 for discharge;

[0049] Furthermore, in the event that the water pump 17 is damaged, the water level in the vertical shaft 4 begins to rise, and the water flows back into the permeable blind pipe 11. Since the permeable blind pipe 11 is surrounded by geotextiles 9 and concrete cushion layers 3, the water flow is delayed from seeping into the ground again. As the water level continues to rise, the water flows to the drainage pipe 7, and the water flows through the drainage pipe 7 outlet 8 into the recharging manhole or the municipal pipe network, thereby avoiding water accumulation and causing floating accidents.

Claims

1. An underground foundation water discharge and decompression anti-floating structure, characterized in that: The structure is a layered structure, comprising a foundation pit (2), an original soil layer (14), and a backfill soil layer (19); a water-stop curtain (5) is arranged on one side of the original soil layer (14); one side of the water-stop curtain (5) is the original soil layer (14); a vertical shaft (4) is arranged on the other side of the water-stop curtain (5); the vertical shaft (4) is equipped with a water pump (17); the vertical shaft (4) comprises a plurality of vertical shafts (4), and the plurality of vertical shafts (4) are arranged along the edge of the foundation pit (2). The vertical shafts (4) are evenly distributed, backfill soil layers (14) are arranged between the vertical shafts (4), the tops of the plurality of vertical shafts (4) are connected to drainage pipes (7), the bottoms of the vertical shafts (4) are connected to permeable blind pipes (11), the permeable blind pipes (11) are located inside the foundation pit (2), the permeable blind pipes include multiple layers, backfill gravel layers (10) are arranged between the multiple layers of the permeable blind pipes (11), and the bottom of the lowest layer of the permeable blind pipes (11) is a foundation layer (12).

2. The underground foundation water discharge and decompression anti-floating structure according to claim 1, characterized in that: The inner surface of the vertical shaft (4) is provided with a drainage hole (16), the drainage hole (16) includes a plurality of drainage holes (16), and the plurality of drainage holes (16) are evenly distributed along the inner surface of the vertical shaft (4). A drainage pipe (1602) is installed on the drainage hole (16), one end of the drainage pipe (1602) extends into the interior of the vertical shaft (4), and the other end of the drainage pipe (1602) extends into the backfill gravel layer (10). An anti-filtering net bag (1603) is provided at the end of the drainage pipe (1602) extending into the backfill gravel layer (10), and a water guide hole (1604) is opened on the surface of the end of the drainage pipe (1602) extending into the backfill gravel layer (10).

3. A construction method for an underground foundation water discharge and decompression anti-floating structure according to any one of claims 1 to 2, characterized in that: The following steps are involved: S1, water-stop curtain (5): before the foundation is excavated; install the water-stop curtain (5) around the foundation to surround the foundation; S2, excavating blind ditches and vertical shafts (4): excavating the earthwork and providing support, and after the support is completed, excavating blind ditches and vertical shafts (4); S3, installation of permeable blind pipe (11): after the blind ditch is excavated, the blind ditch is cleaned, and the bottom permeable blind pipe (11) is installed. Before installation, a cushion layer of the permeable blind pipe (11) is laid. After the cushion layer of the permeable blind pipe (11) is constructed, a crushed stone layer is laid. The crushed stone layer has a thickness of 15 cm. After laying, the permeable blind pipe (11) is installed on the crushed stone layer. After installation, crushed stone is used for backfilling. The crushed stone layer has a thickness of 15 cm. The permeable blind pipe (11) is installed on the crushed stone layer. After installation, crushed stone is used for backfilling. Repeat the steps to complete the installation of multiple layers of permeable blind pipes until the crushed stone is backfilled to the foundation excavation elevation; S4, foundation construction of the vertical shaft (4): after the gravel backfill is completed, the foundation construction is started. During the foundation construction, the foundation construction of the vertical shaft (4) is carried out simultaneously. The vertical shaft (4) is connected to the water-permeable blind pipe (11), a drainage hole (16) is provided on the wall of the vertical shaft (4), and a drainage pipe (1602) is installed on the drainage hole (16). After S3-S4 are repeated to complete the installation and connection of all the water-permeable blind pipes (11) and the vertical shaft (4), the earthwork is backfilled; S5, construction of drainage ditch (20) and recharging manhole: when the earthwork is backfilled to the basement top plate elevation, the drainage ditch (20) and recharging manhole are constructed, and after the construction is completed, the drainage pipe (7) is installed in the drainage ditch; S6. Installing supporting equipment: After the building construction is completed, a water pump (17) is placed in the shaft (4).

4. The construction method of an underground foundation water discharge and pressure reduction anti-floating structure according to claim 3, characterized in that: The influence of the blind ditch on the supporting structure is taken into consideration when designing the foundation pit.

5. The construction method of an underground foundation water discharge and pressure reduction anti-floating structure according to claim 3, characterized in that: The blind ditch excavation needs to be set at a horizontal plane inclination angle of 1°-5°. The permeable blind pipe (11) is installed in a form of high in the middle and low on both sides. The cushion layer of the permeable blind pipe (11) is a concrete cushion layer (3). The blind ditch set along the side of the foundation pit (2) is backfilled with gravel to the foundation excavation elevation and then stopped backfilling, and a geotextile is laid on top.

6. The construction method of an underground foundation water discharge and pressure reduction anti-floating structure according to claim 3, characterized in that: When the vertical shaft (4) is installed, the bottom of the vertical shaft (4) is 50 cm to 80 cm lower than the bottom of the blind ditch.

7. The construction method of an underground foundation water discharge and pressure reduction anti-floating structure according to claim 3, characterized in that: The blind ditch is provided with multiple layers, and the permeable blind pipes (11) on both sides of the blind ditch located at the bottom of the foundation pit (2) can be constructed together with the foundation.

8. The construction method of an underground foundation water-drainage and pressure-reducing anti-floating structure according to claim 3, characterized in that: The drainage outlet (8) of the drainage pipe (7) is connected to a recharging sand well or a municipal drainage pipe. The recharging sand well needs to be arranged outside the water-stop curtain (5). The designed spacing of the recharging sand well is at least 15m-20m. Sand and gravel are backfilled between the recharging sand well and the original soil layer (14) to form a backfill sand and gravel layer (13).

9. The construction method of an underground foundation water-drainage and pressure-reducing anti-floating structure according to claim 3, characterized in that: The drainage pipe (1602) is a PVC pipe with a diameter of 50 mm. One end of the drainage pipe (1602) extends 100 mm into the vertical shaft (4), and the other end extends 300 mm into the backfill gravel layer (10). The end extending into the backfill gravel layer (10) is wrapped with a cylindrical reverse filter bag with a diameter of 90 mm. The drainage pipe (1602) is arranged tilted as a whole.

10. The construction method of an underground foundation water-drainage and pressure-reducing anti-floating structure according to claim 3, characterized in that: The power source of the water pump (17) can be set according to local conditions, and can be selected from an external power supply, wind power generation or solar power generation.

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