Basement structure decompression and anti-floating system based on slope areas and its construction method

Abstract

The present invention relates to a decompression and anti-floating system for basement structures in sloped areas and a construction method thereof. The decompression and anti-floating system for basement structures in sloped areas includes a basement outer wall and a foundation pit retaining wall for being set on the mountain side. A first foundation pit fertilizer trough is provided between one side of the basement outer wall and the foundation pit retaining wall, and a second foundation pit fertilizer trough is provided on the other side of the basement outer wall. By controlling the height difference between the backfill elevation in the first foundation pit fertilizer trough and the backfill elevation in the second foundation pit fertilizer trough within 2m, the soil pressure on both sides of the basement outer wall can be basically kept balanced, so there is no need to calculate the slip and overturning safety factor of the basement main structure. In addition, by controlling the backfill type of the backfill layer, burying an overflow pipe in the backfill layer, and forming a corridor for groundwater drainage on the basement outer wall, the foundation pit retaining wall and the backfill layer, the groundwater level can be controlled, the water buoyancy on the basement main structure can be reduced, and the anti-floating cost can be reduced at the same time.

Description

Technical Field

[0001] The invention relates to the technical field of rock and soil foundation of civil engineering, in particular to a basement structure decompression and anti-floating system based on a slope area and a construction method thereof. Background Art

[0002] During the construction process, for buildings with multi-story basements located at the foot of the mountain, a foundation pit support system consisting of support piles and anchor cable systems is usually used. After the basement construction is completed, gray soil, graded sand and gravel, and plain soil with good compaction properties are used for layered compaction to backfill the foundation pit fertilizer trough between the main structure of the basement and the foundation pit support structure. Due to the terrain of the mountain, after the foundation pit fertilizer trough is backfilled, the soil pressure on both sides of the basement is unbalanced. Therefore, during the structural design, it is necessary to review and calculate the resistance of the main structure of the basement to the unbalanced soil pressure, and if necessary, adopt measures such as anti-slip piles. However, the use of anti-slip piles will increase the amount of materials used, increase the construction cost, and increase the amount of work. Summary of the Invention

[0003] Based on this, it is necessary to provide a basement structure decompression and anti-floating system based on slope areas and its construction method, which does not require anti-slip and anti-overturning calculations, while saving material usage and reducing construction costs and engineering workload.

[0004] A decompression and anti-floating system for basement structures in sloped areas comprises a basement outer wall and a foundation pit retaining wall for being arranged on the mountain side, wherein the foundation pit retaining wall is located between the mountain side and the basement outer wall; a first foundation pit fertilizer trough is arranged between one side of the basement outer wall and the foundation pit retaining wall, and a second foundation pit fertilizer trough is arranged on the other side of the basement outer wall, and the height difference between the backfill elevation in the first foundation pit fertilizer trough and the backfill elevation in the second foundation pit fertilizer trough does not exceed 2m.

[0005] The above-mentioned basement structure decompression and anti-floating system based on slope areas has at least the following advantages:

[0006] The above-mentioned basement structure decompression and anti-floating system based on sloped areas has a first foundation pit fertilizer trough set between the basement outer wall and the foundation pit retaining wall, and a second foundation pit fertilizer trough set on the other side of the basement outer wall. During construction, the first foundation pit fertilizer trough and the second foundation pit fertilizer trough are respectively filled with backfill. By controlling the height difference between the backfill elevation in the first foundation pit fertilizer trough and the backfill elevation in the second foundation pit fertilizer trough within 2m, the soil pressure on both sides of the basement outer wall is basically balanced, so there is no need to calculate the slip and overturning safety factor of the basement main structure. Since the soil pressure on both sides of the basement outer wall is basically balanced, the use of anti-slip piles can be reduced, which can save material consumption and reduce construction costs and engineering workload.

[0007] The technical solution is further described below:

[0008] In one embodiment, the first foundation pit fertilizer trough is filled with a backfill layer, and the backfill layer includes a crushed stone hydrophobic layer, a geotextile, a clay waterproof layer and a concrete floor layer arranged in sequence, and the crushed stone hydrophobic layer is located at the bottom of the first foundation pit fertilizer trough.

[0009] In one embodiment, the basement structure decompression and anti-floating system in a sloped area further includes a cover plate, a corridor is formed between the top surface of the backfill layer, the basement outer wall and the foundation pit retaining wall, and the cover plate is arranged above the corridor.

[0010] In one embodiment, the basement structure decompression and anti-floating system based on the slope area also includes an overflow pipe, which is arranged in the backfill layer; one end of the overflow pipe is connected to the corridor, and the other end of the overflow pipe is arranged in the gravel hydrophobic layer.

[0011] In one embodiment, the overflow pipe includes a connected blind pipe and a sewer pipe, the blind pipe is buried in the gravel hydrophobic layer, the blind pipe is covered with a geotextile filter membrane, and the sewer pipe is buried in the clay aquiclude.

[0012] In one embodiment, the foundation pit retaining wall includes a first foundation pit retaining wall and a second foundation pit retaining wall, the first foundation pit retaining wall corresponds to the position of the backfill layer, and the second foundation pit retaining wall is arranged above the first foundation pit retaining wall; the first foundation pit retaining wall is provided with a water outlet hole, and the second foundation pit retaining wall is provided with a drainage hole.

[0013] In one embodiment, a transverse slope is provided on the top surface of the backfill layer, and the lowest point of the transverse slope is located between the outer wall of the basement and the foundation pit retaining wall.

[0014] In one embodiment, the basement structure decompression and anti-floating system in sloped areas further includes a waterproof layer, which is arranged along the height direction of the basement outer wall.

[0015] A construction method for a basement structure decompression and anti-floating system in a sloped area, comprising:

[0016] Build the basement outer wall along the slope of the mountain, and set a waterproof layer along the height direction of the basement outer wall;

[0017] A first foundation pit retaining wall is set up on the mountain side, and first steel bars are reserved on the top of the first foundation pit retaining wall to facilitate secondary construction;

[0018] After the construction of the first foundation pit retaining wall is completed, a plurality of water outlet holes are provided on the first foundation pit retaining wall;

[0019] The overflow pipe is buried in the fertilizer tank of the first foundation pit, one end of the overflow pipe is connected to the corridor, the corridor is connected to the site drainage system, and the other end of the overflow pipe is buried in the gravel hydrophobic layer;

[0020] Fill the first foundation pit fertilizer trough with a crushed stone hydrophobic layer, a geotextile, a clay water-blocking layer, and a concrete floor layer in sequence. The crushed stone hydrophobic layer, geotextile, clay water-blocking layer, and concrete floor layer form the backfill layer of the first foundation pit fertilizer trough. Fill the second foundation pit fertilizer trough with soil. The difference in height between the backfill elevations of the first foundation pit fertilizer trough and the second foundation pit fertilizer trough shall not exceed 2m.

[0021] A horizontal slope is set on the backfill level of the first foundation pit fertilizer trough, and the lowest point of the horizontal slope is located between the basement outer wall and the foundation pit retaining wall;

[0022] A second steel bar is connected to the first steel bar reserved for the first foundation pit retaining wall, and the first steel bar and the second steel bar are cast with concrete to form a second foundation pit retaining wall;

[0023] Set drainage holes on the retaining wall of the second foundation pit;

[0024] A cover is provided above the corridor.

[0025] In the above-mentioned construction method for a basement structure decompression and anti-floating system in a sloped area, a first foundation pit fertilizer trough is provided between the basement exterior wall and the foundation pit retaining wall, and a second foundation pit fertilizer trough is provided on the other side of the basement exterior wall. During construction, the first foundation pit fertilizer trough and the second foundation pit fertilizer trough are respectively filled with backfill. By controlling the height difference between the backfill elevation in the first foundation pit fertilizer trough and the backfill elevation in the second foundation pit fertilizer trough to within 2m, the soil pressure on both sides of the basement exterior wall remains essentially balanced, eliminating the need to calculate the slip and overturning safety factors of the basement main structure. Since the soil pressure on both sides of the basement exterior wall remains essentially balanced, the use of anti-slip piles can be reduced, which can save material consumption, reduce construction costs, and reduce engineering workload.

[0026] In one embodiment, the first foundation pit retaining wall and the second foundation pit retaining wall are designed as permanent retaining structures, with a structural importance coefficient of not less than 1.1 and a slope stability safety factor of not less than 1.35. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Figure 1 A cross-sectional schematic diagram of a basement structure decompression and anti-floating system for a sloped area according to an embodiment of the present invention;

[0028] Figure 2 This is a three-dimensional schematic diagram of a basement structure decompression and anti-floating system for sloped areas according to an embodiment of the present invention.

[0029] Description of reference numerals:

[0030] 10. Basement exterior wall, 20. Foundation pit retaining wall, 21. First foundation pit retaining wall, 22. Second foundation pit retaining wall, 221. Drain hole, 23. Cover plate, 30. First foundation pit fertilizer trough, 31. Second foundation pit fertilizer trough, 40. Corridor, 50. Backfill layer, 51. Gravel hydrophobic layer, 52. Geotextile, 53. Clay aquifer, 54. Concrete floor layer, 60. Overflow pipe, 61. Blind pipe, 62. Sewer pipe, 63. Pipe cap, 70. Waterproof layer, 80. Bare soil. DETAILED DESCRIPTION

[0031] To make the above-mentioned objects, features, and advantages of the present invention more readily apparent, specific embodiments of the present invention are described in detail below with reference to the accompanying drawings. The following description sets forth numerous specific details to facilitate a full understanding of the present invention. However, the present invention can be implemented in many other ways than those described herein, and those skilled in the art may make similar modifications without departing from the scope of the present invention. Therefore, the present invention is not limited to the specific embodiments disclosed below.

[0032] It should be noted that when an element is referred to as being "fixed to" another element, it may be directly attached to the other element or there may be an intermediate element. When an element is referred to as being "connected to" another element, it may be directly connected to the other element or there may be an intermediate element. The terms "vertical," "horizontal," "left," "right," and similar expressions used herein are for illustrative purposes only and do not represent the only implementation methods.

[0033] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by those skilled in the art to which the present invention pertains. The terms used herein in the specification of the present invention are for the purpose of describing specific embodiments only and are not intended to limit the present invention. The various technical features of the embodiments described above may be combined arbitrarily. To simplify the description, not all possible combinations of the various technical features in the embodiments described above are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.

[0034] See also Figure 1 A decompression and anti-floating system for basement structures in sloped areas, according to one embodiment, includes a basement exterior wall 10 and a foundation pit retaining wall 20 for installation on the mountainside. The foundation pit retaining wall 20 is positioned between the mountainside and the basement exterior wall 10. A first foundation pit fertilizer trough 30 is located between the basement exterior wall 10 and the foundation pit retaining wall 20. A second foundation pit fertilizer trough 31 is located on the other side of the basement exterior wall 10. The difference in height between the backfill elevation H in the first foundation pit fertilizer trough 30 and the backfill elevation h in the second foundation pit fertilizer trough 31 does not exceed 2 meters.

[0035] In the aforementioned decompression and anti-floating system for basement structures in sloped areas, a first foundation pit fertilizer trough 30 is provided between the basement exterior wall 10 and the foundation pit retaining wall 20, and a second foundation pit fertilizer trough 31 is provided on the other side of the basement exterior wall 10. During construction, the first foundation pit fertilizer trough 30 and the second foundation pit fertilizer trough 31 are each filled with backfill. By controlling the height difference between the backfill elevation H in the first foundation pit fertilizer trough 30 and the backfill elevation h in the second foundation pit fertilizer trough 31 to within 2m, the soil pressure on both sides of the basement exterior wall 10 remains essentially balanced, eliminating the need to calculate the slip and overturning safety factors of the basement main structure. Since the soil pressure on both sides of the basement exterior wall 10 remains essentially balanced, the use of anti-slip piles can be reduced, thereby saving material usage, reducing construction costs, and reducing engineering workload.

[0036] It should be noted that, during the actual construction process, since the first foundation pit fertilizer trough 30 and the second foundation pit fertilizer trough 31 are respectively located on both sides of the foundation pit retaining wall 20, it is difficult to fill the first foundation pit fertilizer trough 30 and the second foundation pit fertilizer trough 31 with fillers to make the backfill elevation H in the first foundation pit fertilizer trough 30 and the backfill elevation h in the second foundation pit fertilizer trough 31 equal. Calculations show that if the height difference between the backfill elevation H in the first foundation pit fertilizer trough 30 and the backfill elevation h in the second foundation pit fertilizer trough 31 is controlled within 2m, the soil pressure on both sides of the basement outer wall 10 can be basically balanced. It should be understood that there are three implementation methods for the backfill elevation H in the first foundation pit fertilizer trough 30 and the backfill elevation h in the second foundation pit fertilizer trough 31, all of which can keep the soil pressure on both sides of the basement outer wall 10 basically balanced. Specifically, in a first embodiment, the backfill elevation H within the first foundation pit fertilizer trough 30 is equal to the backfill elevation h within the second foundation pit fertilizer trough 31. In a second embodiment, the backfill elevation H within the first foundation pit fertilizer trough 30 is lower than the backfill elevation h within the second foundation pit fertilizer trough 31, and the height difference between the backfill elevation H within the first foundation pit fertilizer trough 30 and the backfill elevation h within the second foundation pit fertilizer trough 31 does not exceed 2 meters. In a third embodiment, the backfill elevation H within the first foundation pit fertilizer trough 30 is higher than the backfill elevation h within the second foundation pit fertilizer trough 31, and the height difference between the backfill elevation H within the first foundation pit fertilizer trough 30 and the backfill elevation h within the second foundation pit fertilizer trough 31 does not exceed 2 meters. In this embodiment, the backfill elevation H within the first foundation pit fertilizer trough 30 is lower than the backfill elevation h within the second foundation pit fertilizer trough 31, and the height difference between the backfill elevations of the first foundation pit fertilizer trough 30 and the second foundation pit fertilizer trough 31 is 1 meter.

[0037] In this embodiment, the mountain building is arranged along the gentle slope of the mountain, with the terrain gradually descending from east to west. The building has three basement floors. The ground floor is connected to the mountain road on the side closest to the mountain, and the first and second basement floors on the other side are connected to the outdoor ground. The ground elevation difference on both sides of the building is approximately 4m to 10m.

[0038] Further, see Figure 1and Figure 2 , the first foundation pit fertilizer trough 30 is filled with a backfill layer 50. The backfill layer 50 includes a crushed stone hydrophobic layer 51, a geotextile 52, a clay aquiclude 53 and a concrete floor layer 54 arranged in sequence, and the crushed stone hydrophobic layer 51 is located at the bottom of the first foundation pit fertilizer trough 30. By filling the above-mentioned backfill layer 50 in the first foundation pit fertilizer trough 30, the groundwater level on the mountain side can be lowered, so there is no need to set the anti-floating water level in different areas, and the anti-floating measures such as anti-floating piles and anti-floating anchors can be reduced to reduce the amount of engineering work. By filling the bottom layer of the first foundation pit fertilizer trough 30 with a crushed stone hydrophobic layer 51, when the groundwater level is higher than the backfill elevation in the first foundation pit fertilizer trough 30, the groundwater can overflow from the overflow pipe 60 to the corridor 40, and then be discharged into the site drainage system. Since the geotextile 52 is arranged between the clay aquiclude 53 and the crushed stone hydrophobic layer 51, the loss of fine-grained soil in the clay aquiclude 53 can be prevented. By arranging the clay waterproof layer 53 below the concrete floor layer 54 , water on the surface of the concrete floor layer 54 can be effectively prevented from penetrating downwards.

[0039] In one embodiment, a layered compaction method is used to fill gravel so that the gravel hydrophobic layer 51 reaches a sufficient density, thereby improving the stability of the gravel hydrophobic layer 51. Specifically, a layer of gravel is first filled at the bottom of the first foundation pit fertilizer trough 30, and the layer of gravel is compacted; after the layer of gravel is compacted, another layer of gravel is laid on top of the layer of gravel, and the layer of gravel is compacted; the gravel is filled according to the above-mentioned layered compaction method until the filled gravel reaches a preset height. The particle size of the gravel in the above-mentioned gravel hydrophobic layer 51 ranges from 5mm to 20mm, and the thickness of each layer of gravel does not exceed 50cm. Similarly, the clay aquiclude 53 is also filled by a layered compaction method until the clay aquiclude 53 reaches a preset height, and the thickness of each layer of clay does not exceed 30cm. The geotextile 52 is laid between the gravel hydrophobic layer 51 and the clay aquiclude 53, and the unit area mass of the geotextile 52 is not less than 300g / m 2 By disposing the geotextile 52 below the clay aquiclude 53, the loss of fine particles in the clay aquiclude 53 can be prevented. In this embodiment, the geotextile 52 is a non-woven geotextile 52, and the thickness of the crushed stone hydrophobic layer 51 and the thickness of the clay aquiclude 53 are substantially the same.

[0040] Furthermore, the concrete floor layer 54 is provided with a transverse slope, with the lowest point located between the basement exterior wall 10 and the foundation pit retaining wall 20, forming a shallow longitudinal ditch to facilitate the drainage of accumulated water on the concrete floor layer 54. Specifically, the concrete floor layer 54 is cast using fine stone concrete and has a thickness of 100 mm. A single layer of 6@200 steel mesh is laid within the concrete floor layer 54, with dividing joints spaced less than 6 mm apart and with a width ranging from 10 mm to 20 mm. The joints are caulked with polyethylene foam and sealant.

[0041] In this embodiment, the first foundation pit fertilizer trough 30 is located on one side of the mountain. By filling the first foundation pit fertilizer trough 30 with a crushed stone hydrophobic layer 51, geotextile 52, clay water-repellent layer 53, and concrete floor layer 54 in layers, the groundwater level on the mountain side can be lowered. This eliminates the need to set anti-floating water levels in different zones, reduces the need for anti-floating measures such as anti-floating piles and anti-floating anchors, and thus reduces the amount of engineering work. The second foundation pit fertilizer trough 31 is located on the other side of the basement exterior wall 10. The second foundation pit fertilizer trough 31 is filled with raw soil 80 using a layered compaction method. The elevation of the raw soil 80 in the second foundation pit fertilizer trough 31 and the backfill elevation in the first fertilizer trough do not differ by more than 2 meters.

[0042] Further, see Figure 1 The basement structure decompression and anti-floating system based on the slope area also includes a cover plate 23. In order to ensure the waterproof quality of the basement, after the waterproof layer 70 is set on the basement outer wall 10, the cover plate 23 can be poured. The surface of the backfill layer 50, the basement outer wall 10 and the foundation pit retaining wall 20 are surrounded to form a corridor 40, and the cover plate 23 is set above the corridor 40. By arranging the cover plate 23 above the corridor 40, the entry of external water into the corridor 40 can be reduced to lower the groundwater level on the mountain side. In this embodiment, the cover plate 23 is set on the top of the basement outer wall 10 and the foundation pit retaining wall 20, and the cover plate 23 is connected to the basement outer wall 10 and the foundation pit retaining wall 20 respectively. The polystyrene board thermal insulation layer is not used at the position where the basement outer wall 10 contacts the cover plate 23, so as to avoid the cover plate 23 from crushing the thermal insulation layer.

[0043] Specifically, an inspection port is provided on the cover plate 23. Maintenance personnel can enter the corridor 40 through the inspection port to inspect and maintain the decompression anti-floating system.

[0044] Further, see Figure 1 and Figure 2 The decompression and anti-floating system for basement structures in sloped areas also includes an overflow pipe 60. The overflow pipe 60 is buried in the backfill layer 50 of the first foundation pit fertilizer trough 30. One end of the overflow pipe 60 is connected to the corridor 40, and the other end of the overflow pipe 60 is set in the gravel hydrophobic layer 51. The corridor 40 is connected to the site drainage system to discharge the accumulated water in the corridor 40 into the site drainage system to lower the groundwater level on the mountain side, reduce the uplift pressure of groundwater on the basement floor, and reduce the number of anti-floating anchors and anti-floating piles used. Specifically, a plurality of overflow pipes 60 are arranged in the first foundation pit fertilizer trough 30, and the interval between two adjacent overflow pipes 60 is 4m to 10m. In this embodiment, the interval between two adjacent overflow pipes 60 is 8m. The number of overflow pipes 60 and the interval between two adjacent overflow pipes 60 can be set according to actual needs, and are not limited thereto.

[0045] Specifically, see Figure 2 The overflow pipe 60 includes a blind pipe 61 and a downpipe 62. The blind pipe 61 is buried in the gravel hydrophobic layer 51 and is coated with a non-woven geotextile 52 filter membrane. The downpipe 62 is buried in the clay aquifer 53. One end of the downpipe 62 is connected to the blind pipe 61, and the other end of the downpipe 62 is connected to the corridor 40. When the groundwater level is higher than the backfill elevation, the groundwater in the gravel hydrophobic layer 51 overflows from the blind pipe 61 through the downpipe 62 and enters the corridor 40. The groundwater flows into the site drainage system through the corridor 40 to lower the groundwater level on the mountain side, playing an anti-floating role. Since the blind pipe 61 is coated with the geotextile 52 filter membrane, the loss of tiny soil particles can be reduced. In this embodiment, a blind pipe 61 is connected to a downpipe 62 within the gravel hydrophobic layer 51. The distance between the connection between the blind pipe 61 and downpipe 62 and the clay aquiclude 53 is 20 cm. Specifically, the blind pipe 61 is embedded within the downpipe 62 to a depth of 20 cm. The diameter of the blind pipe 61 is 200 mm.

[0046] In one embodiment, the blind pipe 61 is a plastic blind pipe 61, and the downpipe 62 is a PVC downpipe 62. Due to the durability of the plastic blind pipe 61 and the PVC downpipe 62, the service life of the overflow pipe 60 can be increased, reducing the number of inspections and repairs. Furthermore, the plastic blind pipe 61 and the PVC downpipe 62 are lightweight, making them easy to install and reducing material costs. Of course, the blind pipe 61 and the downpipe 62 can also be made of other materials.

[0047] Further, see Figure 1 and Figure 2 The overflow pipe 60 also includes a pipe cap 63, which is arranged at the top of the overflow pipe 60 to prevent debris from falling into the overflow pipe 60 and affecting the drainage effect of the overflow pipe 60. Specifically, the above-mentioned pipe cap 63 is a side-opening type pipe cap 63. The groundwater in the gravel hydrophobic layer 51 overflows through the overflow pipe 60 and is discharged into the corridor 40 from the holes on the side of the pipe cap 63, and then discharged into the site drainage system. In this embodiment, the end of the downpipe 62 of the overflow pipe 60 extends into the corridor 40, and the distance between the top of the overflow pipe 60 and the concrete floor layer 54 is 20 cm, so that the pipe cap 63 can be easily set at the top of the overflow pipe 60. Of course, the height of the overflow pipe 60 extending into the corridor 40 can be set according to actual conditions and is not limited to this.

[0048] In one embodiment, see Figure 1Before the main basement structure is constructed, a first foundation pit retaining wall 21 is required to be installed on the mountainside. This first foundation pit retaining wall 21 resists the lateral earth pressure of the slope and maintains soil stability before the first foundation pit fertilizer trough 30 is backfilled. The portion of the first foundation pit retaining wall 21 below the elevation of the first foundation pit fertilizer trough 30 can be installed based on the service life of a conventional foundation pit retaining wall 20.

[0049] In order to facilitate the pouring of the second foundation pit retaining wall 22, steel bars are reserved at the top of the crown beam of the first foundation pit retaining wall 21. At the same time, during the construction process, cement slurry can be brushed on the steel bars to protect the steel bars and prevent them from rusting. After the construction of the first foundation pit retaining wall 21 is completed, an overflow pipe 60 can be arranged in the first foundation pit fertilizer trough 30. After the construction of the main structure of the basement and the waterproof layer 70 of the basement exterior wall 10 is completed, the construction of the first foundation pit fertilizer trough 30 is carried out, and the crushed stone hydrophobic layer 51, geotextile 52, clay waterproof layer 53 and concrete floor layer 54 are filled in layers in sequence. After the backfill layer 50 is laid, the second foundation pit retaining wall 22 can be set. Specifically, when the height difference between the first foundation pit retaining wall 21 and the cover plate 23 is within 2 meters, the reserved steel bars are poured with concrete to form the above-mentioned second foundation pit retaining wall 22. When the height difference between the first foundation pit retaining wall 21 and the cover plate 23 is larger, the second foundation pit retaining wall 22 can be set as a retaining wall structure independent of the first foundation pit retaining wall 21. The specific structure of the second foundation pit retaining wall 22 can be set according to actual conditions and is not specifically limited here.

[0050] Specifically, the basement outer wall 10 located above the top surface of the backfill layer 50 corresponds to the position of the corridor 40, so that the soil pressure acting on the basement outer wall 10 above the top surface of the backfill layer 50 is relatively small, and the thickness and reinforcement of this part of the basement outer wall 10 only need to meet the structural requirements of general filling walls.

[0051] In addition, in order to maintain the stability of the slope, the structural importance coefficient γ0 of the first foundation pit retaining wall 21 and the second foundation pit retaining wall 22 is not less than 1.1, and the slope stability safety factor F st Not less than 1.35. When anchor rods or anchor cables are used to support the slope, the anchor rods or anchor cables should be treated with anti-corrosion measures, and the tensile safety factor K of the anchor rods should be b Not less than 2.2, and the anchor body pull-out safety factor K is not less than 2.6.

[0052] Further, see Figure 1 and Figure 2The first foundation pit retaining wall 21 is provided with a water outlet, and the second foundation pit retaining wall 22 is provided with a drainage hole 221. The drainage hole 221 can drain the accumulated water in the corridor 40, and the water in the backfill layer 50 can be drained into the site drainage system through the drainage hole, which can effectively reduce the soil pressure and thus reduce the construction cost. In this embodiment, the drainage hole 221 is the drainage hole 221 of the filter bag, and the distance between two adjacent drainage holes 221 in the horizontal and vertical directions does not exceed 2m.

[0053] To facilitate drainage, the backfill layer 50 is provided with a transverse slope, the lowest point of which is located between the basement exterior wall 10 and the foundation pit retaining wall 20. Specifically, the cross-section of the backfill layer 50 is high on both sides and low in the middle, avoiding the phenomenon of reverse slope, thereby ensuring that groundwater overflowing from the gravel hydrophobic layer 51 can be drained smoothly within the corridor 40.

[0054] Further, see Figure 1 The decompression and anti-floating system for basement structures in sloped areas also includes a waterproof layer 70. Before the backfill layer 50 is filled in the first foundation pit fertilizer tank 30, a waterproof layer 70 needs to be set along the height direction of the basement outer wall 10. By setting the waterproof layer 70 on the basement outer wall 10, it is possible to effectively prevent accumulated water from entering the basement through the basement outer wall 10. Specifically, the above-mentioned waterproof layer 70 is a waterproof roll, which is set upward from the bottom of the basement outer wall 10, and the height of the waterproof roll is higher than the height of the backfill layer 50. In this embodiment, the waterproof roll is more than 500 mm higher than the backfill layer 50.

[0055] In one embodiment, see Figure 1 and Figure 2 , a construction method of a basement structure decompression and anti-floating system based on a slope area, comprising:

[0056] The basement outer wall 10 is constructed along the slope of the mountain, and a waterproof layer 70 is provided along the height direction of the basement outer wall 10;

[0057] A first foundation pit retaining wall 21 is set up on the mountain side, and a first steel bar is reserved on the top of the first foundation pit retaining wall 21 for secondary construction;

[0058] After the construction of the first foundation pit retaining wall 21 is completed, a plurality of water outlet holes are provided on the first foundation pit retaining wall 21;

[0059] An overflow pipe 60 is buried in the first foundation pit fertilizer tank 30. One end of the overflow pipe 60 is connected to the corridor 40, and the corridor 40 is connected to the site drainage system. The other end of the overflow pipe 60 is buried in the gravel hydrophobic layer 51.

[0060] A crushed stone hydrophobic layer 51, a geotextile 52, a clay water-blocking layer 53, and a concrete floor layer 54 are sequentially filled into the first foundation pit fertilizer trough 30. The crushed stone hydrophobic layer 51, the geotextile 52, the clay water-blocking layer 53, and the concrete floor layer 54 form the backfill layer 50 of the first foundation pit fertilizer trough 30. Soil is then filled into the second foundation pit fertilizer trough 31. The difference in height between the backfill elevations of the first foundation pit fertilizer trough 30 and the second foundation pit fertilizer trough 31 does not exceed 2 meters.

[0061] A horizontal slope is provided on the backfill layer 50 of the first foundation pit fertilizer trough 30, and the lowest point of the horizontal slope is located between the basement outer wall 10 and the foundation pit retaining wall 20;

[0062] The second steel bar is connected to the first steel bar reserved in the first foundation pit retaining wall 21, and the first steel bar and the second steel bar are cast in concrete to form the second foundation pit retaining wall 22;

[0063] A drainage hole 221 is provided on the second foundation pit retaining wall 22;

[0064] A cover plate 23 is provided above the corridor 40 .

[0065] The above-mentioned construction method for a basement structure with a decompression and anti-floating system for sloped areas includes a first foundation pit fertilizer trough 30 disposed between the basement exterior wall 10 and the foundation pit retaining wall 20, and a second foundation pit fertilizer trough 31 disposed on the other side of the basement exterior wall 10. During construction, the first and second foundation pit fertilizer troughs 30 and 31 are each filled with backfill. By controlling the height difference between the backfill elevation H in the first foundation pit fertilizer trough 30 and the backfill elevation h in the second foundation pit fertilizer trough 31 to within 2 meters, the earth pressure on both sides of the basement exterior wall 10 remains essentially balanced, eliminating the need to calculate the slip and overturning safety factors of the basement main structure. Furthermore, since the earth pressure on both sides of the basement exterior wall 10 remains essentially balanced, measures such as anti-slip piles can be reduced, thereby saving material, reducing construction costs, and reducing the amount of work. Furthermore, the decompression and anti-floating system can also lower the groundwater level on the mountainside, eliminating the need to set anti-floating water levels in different zones, and reducing anti-floating measures such as anti-floating piles and anti-floating anchors, thereby reducing the amount of work.

[0066] In one embodiment, in order to maintain the stability of the slope, the first foundation pit retaining wall 21 and the second foundation pit retaining wall 22 are designed as permanent retaining structures, the structural importance coefficient γ0 of the first foundation pit retaining wall 21 and the second foundation pit retaining wall 22 is not less than 1.1, and the slope stability safety factor F st Not less than 1.35.

[0067] The above-described embodiments merely illustrate several implementations of the present invention, and while their descriptions are relatively specific and detailed, they should not be construed as limiting the scope of the patent. It should be noted that a person skilled in the art would be able to make numerous variations and improvements without departing from the spirit of the present invention, all of which fall within the scope of protection of the present invention. Therefore, the scope of protection of the patent for this invention shall be determined by the appended claims.

Claims

1. A basement structure decompression and anti-floating system based on slope areas, characterized by: The invention comprises a basement outer wall, a foundation pit retaining wall for being set on the mountain side, a cover plate and an overflow pipe, wherein the foundation pit retaining wall is located between the mountain side and the basement outer wall; a first foundation pit fertilizer trough is arranged between one side of the basement outer wall and the foundation pit retaining wall, and a second foundation pit fertilizer trough is arranged on the other side of the basement outer wall, and the height difference between the backfill elevation in the first foundation pit fertilizer trough and the backfill elevation in the second foundation pit fertilizer trough does not exceed 2m; the first foundation pit fertilizer trough is filled with a backfill layer, and the backfill layer includes the area from the bottom of the first foundation pit fertilizer trough to the bottom of the trough A crushed stone hydrophobic layer, geotextile, clay water-proof layer and concrete floor layer are arranged in sequence. A transverse slope is provided on the concrete floor layer. The lowest point of the transverse slope is located between the outer wall of the basement and the foundation pit retaining wall. A corridor is formed between the concrete floor layer, the outer wall of the basement and the foundation pit retaining wall. The cover plate is arranged above the corridor. The overflow pipe is arranged in the backfill layer. One end of the overflow pipe is located in the crushed stone hydrophobic layer, and the other end of the overflow pipe is connected to the corridor. The corridor is used to connect the site drainage system.

2. The basement structure decompression and anti-floating system based on slope areas according to claim 1 is characterized in that: The overflow pipe includes a connected blind pipe and a downpipe, the blind pipe is buried in the gravel hydrophobic layer, the downpipe is buried in the clay aquiclude, and one end of the downpipe away from the blind pipe is connected to the corridor.

3. The basement structure decompression and anti-floating system based on slope areas according to claim 2 is characterized in that: The overflow pipe further comprises a pipe cap, which is arranged at one end of the sewer pipe away from the blind pipe and is located in the corridor.

4. The basement structure decompression and anti-floating system based on slope areas according to claim 2 is characterized in that: The blind pipe is covered with a geotextile filter membrane.

5. The basement structure decompression and anti-floating system based on slope areas according to claim 1 is characterized in that: The cover plate is provided with an inspection opening.

6. The basement structure decompression and anti-floating system based on slope areas according to any one of claims 1 to 5, characterized in that: The foundation pit retaining wall includes a first foundation pit retaining wall, the first foundation pit retaining wall corresponds to the position of the backfill layer, and a water outlet is provided on the first foundation pit retaining wall.

7. The basement structure decompression and anti-floating system based on slope areas according to claim 6 is characterized in that: The foundation pit retaining wall also includes a second foundation pit retaining wall, which is arranged above the first foundation pit retaining wall. The second foundation pit retaining wall is provided with drainage holes, which are used to drain groundwater on the mountain side into the corridor.

8. The basement structure decompression and anti-floating system based on slope areas according to any one of claims 1 to 5, characterized in that: It also includes a waterproof layer, which is arranged along the height direction of the basement outer wall.

9. A construction method for a basement structure decompression and anti-floating system in a sloped area, characterized in that: A basement structure decompression and anti-floating system for sloped areas according to any one of claims 1 to 8 is provided, wherein the construction method of the basement structure decompression and anti-floating system for sloped areas comprises: Build the basement outer wall along the slope of the mountain, and set a waterproof layer along the height direction of the basement outer wall; A first foundation pit retaining wall is set up on the mountain side, and first steel bars are reserved on the top of the first foundation pit retaining wall to facilitate secondary construction; After the construction of the first foundation pit retaining wall is completed, a plurality of water outlet holes are provided on the first foundation pit retaining wall; The overflow pipe is buried in the fertilizer tank of the first foundation pit, one end of the overflow pipe is connected to the corridor, the corridor is connected to the site drainage system, and the other end of the overflow pipe is buried in the gravel hydrophobic layer; Fill the first foundation pit fertilizer trough with a crushed stone hydrophobic layer, a geotextile, a clay water-blocking layer, and a concrete floor layer in sequence. The crushed stone hydrophobic layer, geotextile, clay water-blocking layer, and concrete floor layer form the backfill layer of the first foundation pit fertilizer trough. Fill the second foundation pit fertilizer trough with soil. The difference in height between the backfill elevations of the first foundation pit fertilizer trough and the second foundation pit fertilizer trough shall not exceed 2m. A horizontal slope is set on the backfill level of the first foundation pit fertilizer trough, and the lowest point of the horizontal slope is located between the basement outer wall and the foundation pit retaining wall; A second steel bar is connected to the first steel bar reserved for the first foundation pit retaining wall, and the first steel bar and the second steel bar are cast with concrete to form a second foundation pit retaining wall; Set drainage holes on the retaining wall of the second foundation pit; A cover is provided above the corridor.

10. The construction method of the basement structure decompression and anti-floating system based on the slope area according to claim 9 is characterized in that: The first foundation pit retaining wall and the second foundation pit retaining wall are designed as permanent retaining structures, with a structural importance coefficient of not less than 1.1 and a slope stability safety factor of not less than 1.35.

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