CN211773946U - Basement structure decompression anti system of floating based on slope area - Google Patents

Abstract

The utility model relates to a basement structure decompression and anti-floating system based on a slope area, which comprises a basement outer wall and a foundation pit retaining wall for being arranged on the side of a mountain body. A first foundation pit fertilizer trough is arranged between one side of the basement exterior wall and the foundation pit retaining wall, and a second foundation pit fertilizer trough is arranged on the other side of the basement exterior wall. The height difference between it and the backfill level in the fertilizer trough of the second foundation pit is controlled within 2m, which can basically keep the earth pressure on both sides of the basement exterior wall basically balanced, so there is no need to calculate the slippage and overturning safety factor of the main basement structure. . In addition, by controlling the backfill type of the backfill layer, and burying overflow pipes in the backfill layer, as well as the basement exterior wall, foundation pit retaining wall and backfill layer, a corridor for groundwater drainage is formed to control the groundwater level and reduce the main body of the basement. The water buoyancy of the structure, while reducing the cost of anti-buoyancy.

Description

Decompression and anti-floating system of basement structure based on slope area

technical field

The utility model relates to the technical field of geotechnical foundations of civil engineering, in particular to a basement structure decompression and anti-floating system based on slope areas.

Background technique

In the process of construction, for buildings with multi-storey basements and located at the foot of the mountain, a foundation pit support system consisting of supporting piles and anchor cable systems is usually used. After the basement construction is completed, lime soil, graded sand and gravel and plain soil with good compactness are used for layered compaction to backfill the foundation pit fertilizer trough between the basement main structure and the foundation pit supporting structure. Due to the terrain of the mountain, the earth pressure on both sides of the basement is unbalanced after backfilling the foundation pit fertilizer trough. Therefore, during the structural design, it is necessary to check and check the resistance of the main structure of the basement to the unbalanced earth pressure, and if necessary, use anti-slip piles, etc. measure. However, the use of anti-slip piles will increase the amount of materials, increase the cost of construction, and increase the amount of engineering.

Utility model content

Based on this, it is necessary to provide a basement structure decompression and anti-floating system based on slope areas, which does not need to perform anti-slip and anti-overturning calculations, while saving material consumption, reducing construction cost and engineering volume.

A basement structure decompression and anti-floating system based on a slope area, comprising a basement outer wall and a foundation pit retaining wall for being arranged on a mountain side, the foundation pit retaining wall being located between the mountain side and the basement outer wall A first foundation pit fertilizer groove is provided between one side of the basement exterior wall and the foundation pit retaining wall, the other side of the basement exterior wall is provided with a second foundation pit fertilizer groove, and the first foundation pit fertilizer groove is provided. The height difference between the backfill elevation in the fertilizer trough and the backfill elevation in the second foundation pit fertilizer trough is not more than 2m.

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

In the above-mentioned basement structure decompression and anti-floating system based on slope area, a first foundation pit fertilizer trough is arranged between 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. During construction, the fertilizer tank of the first foundation pit and the fertilizer tank of the second foundation pit are respectively filled with backfill. The difference is controlled within 2m, so that the earth pressure on both sides of the basement exterior wall is basically balanced, so there is no need to calculate the slippage and overturning safety factor of the basement main structure. Since the earth pressure on both sides of the basement exterior wall is basically balanced, the anti-floating measures such as anti-slip piles can be reduced, which can save the amount of materials and reduce the cost and engineering volume.

The technical solution is further described below:

In one embodiment, the first foundation pit fertilizer tank is filled with a backfill layer, and the backfill layer includes a crushed stone hydrophobic layer, a geotextile, a clay water barrier layer and a concrete floor layer, which are arranged in sequence. The stone hydrophobic layer is located at the bottom of the first foundation pit fertilizer tank.

In one embodiment, a transverse slope is provided on the concrete floor layer, and the low point of the transverse slope is located between the outer basement wall and the retaining wall of the foundation pit.

In one embodiment, the basement structure decompression and anti-floating system based on a slope area further includes a cover plate, and a corridor is formed between the top surface of the backfill layer, the basement exterior wall and the foundation pit retaining wall, The cover plate cover is arranged above the corridor.

In one of the embodiments, the basement structure decompression and anti-floating system based on a slope area further comprises an overflow pipe, and the overflow pipe is arranged in the backfill layer; one end of the overflow pipe is communicated with the gallery, and the overflow pipe is The corridor is used to communicate with the site drainage system, and the other end of the overflow pipe is arranged on the crushed stone hydrophobic layer.

In one embodiment, the overflow pipe includes a connected blind pipe and a downpipe, the blind pipe is embedded in the crushed stone hydrophobic layer, the blind pipe is covered with a geotextile filter membrane, and the A sewer pipe is embedded in the clay water barrier.

In one embodiment, the overflow pipe further includes a pipe cap, and a water inlet hole is provided on the side of the pipe cap.

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 corresponds to the position of the backfill layer. The 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 drain hole.

In one of the embodiments, the basement structure decompression and anti-floating system based on a slope area further includes a waterproof layer, and the waterproof layer is arranged along the height direction of the basement outer wall.

In one embodiment, the structural importance factor of the retaining wall of the foundation pit is not less than 1.1, and the safety factor of the slope stability is not less than 1.35.

Description of drawings

1 is a schematic cross-sectional view of a basement structure decompression and anti-floating system based on a slope area according to an embodiment of the present invention;

2 is a schematic perspective view of a basement structure decompression and anti-floating system based on a slope area according to an embodiment of the present invention.

Description of reference numbers:

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, the second foundation pit fertilizer tank, 40, the corridor, 50, the backfill layer, 51, the gravel hydrophobic layer, 52, the geotextile, 53, the clay water barrier, 54, the concrete floor layer, 60, the overflow pipe , 61, blind pipe, 62, sewer pipe, 63, pipe cap, 70, waterproof layer, 80, plain soil.

Detailed ways

In order to make the above objects, features and advantages of the present utility model more clearly understood, the specific embodiments of the present utility model are described in detail below with reference to the accompanying drawings. In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention. However, the present utility model can be implemented in many other ways different from those described here, and those skilled in the art can make similar improvements without violating the connotation of the present utility model. Therefore, the present utility model is not limited by the specific implementation disclosed below. .

It should be noted that when an element is referred to as being "fixed to" another element, it can be directly on the other element or intervening elements may also be present. When an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present. The terms "vertical", "horizontal", "left", "right" and similar expressions used herein are for the purpose of illustration only and do not represent the only embodiment.

Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the technical field to which the present invention belongs. The terms used in the description of the present invention herein are only for the purpose of describing specific embodiments, and are not intended to limit the present invention. The technical features of the above-described embodiments can be combined arbitrarily. For the sake of brevity, all possible combinations of the technical features in the above-described embodiments are not described. However, as long as there is no contradiction between the combinations of these technical features, All should be regarded as the scope described in this specification.

Referring to FIG. 1 , a basement structure decompression and anti-floating system based on a slope area in an embodiment includes an exterior basement wall 10 and a foundation pit retaining wall 20 for setting on the side of the mountain. The foundation pit retaining wall 20 is located between the mountain side and the basement exterior wall 10 , a first foundation pit fertilizer trough 30 is arranged between the basement exterior wall 10 and the foundation pit retaining wall 20 , and a second foundation pit fertiliser trough is arranged on the other side of the basement exterior wall 10 . In the foundation pit fertilizer tank 31 , the height difference between the backfill level H in the first foundation pit fertilizer tank 30 and the backfill level h in the second foundation pit fertilizer tank 31 is not more than 2m.

In the above-mentioned basement structure decompression and anti-floating system based on the slope area, a first foundation pit fertilizer tank 30 is arranged between the basement outer wall 10 and the foundation pit retaining wall 20, and a second foundation pit is arranged on the other side of the basement outer wall 10 Fertilizer tank 31. During construction, the first foundation pit fertilizer tank 30 and the second foundation pit fertilizer tank 31 are respectively filled with backfill. The height difference between the elevations h is controlled within 2m, so that the earth pressure on both sides of the basement exterior wall 10 is basically balanced, so there is no need to calculate the slippage and overturning safety factor of the basement main structure. Since the earth pressure on both sides of the basement exterior wall 10 is basically kept in balance, the use of anti-sliding piles can be reduced, which can save material consumption and reduce construction cost and engineering volume.

It should be noted that, in the actual construction process, since the first foundation pit fertilizer tank 30 and the second foundation pit fertilizer tank 31 are located on both sides of the foundation pit retaining wall 20, respectively, It is difficult to fill the foundation pit fertilizer tank 31 with filler, so that the backfill level H in the first foundation pit fertilizer tank 30 and the backfill level h in the second foundation pit fertilizer tank 31 are equal. It is calculated that the height difference between the backfill level H in the first foundation pit fertilizer tank 30 and the backfill level h in the second foundation pit fertilizer tank 31 is controlled within 2m, which can make the basement exterior wall 10 on both sides of the basement. Earth pressure remains basically balanced. It should be understood that there are three implementations of the backfill elevation H in the first foundation pit fertilizer tank 30 and the backfill elevation h in the second foundation pit fertilizer tank 31 , all of which can keep the earth pressure on both sides of the basement exterior wall 10 basically balanced. Specifically, in the first embodiment, the backfill elevation H in the first foundation pit fertilizer tank 30 and the backfill elevation h in the second foundation pit fertilizer tank 31 are equal; The backfill elevation H is lower than the backfill elevation h in the second foundation pit fertilizer tank 31, and the height difference between the backfill elevation H in the first foundation pit fertilizer tank 30 and the backfill elevation h in the second foundation pit fertilizer tank 31 is not the same. The third embodiment is that the backfill elevation H in the first foundation pit fertilizer tank 30 is higher than the backfill elevation h in the second foundation pit fertilizer tank 31, and the backfill elevation H in the first foundation pit fertilizer tank 30 is the same as that in the first foundation pit fertilizer tank 30. The height difference between the backfill elevations h in the fertilizer tank 31 of the second foundation pit shall not exceed 2m. In this embodiment, the backfill elevation H in the first foundation pit fertilizer tank 30 is lower than the backfill elevation h in the second foundation pit fertilizer tank 31 , and the backfill elevation H in the first foundation pit fertilizer tank 30 and the second foundation pit fertilizer tank The height difference between the backfill levels of 31 is 1m.

In this embodiment, mountain buildings are arranged along the cross slope of the mountain body to the gentle slope, and the terrain gradually decreases from east to west. The building has a three-storey basement. The first floor of the building is connected to the road around the mountain on the side near the mountain. The first and second basement floors on the other side are connected to the outdoor ground. The difference between the ground elevations on both sides of the building is about 4m～ 10m.

Further, please refer to FIG. 1 and FIG. 2 , the first foundation pit fertilizer tank 30 is filled with a backfill layer 50 . The backfill layer 50 includes a crushed stone hydrophobic layer 51 , a geotextile 52 , a clay water-repellent layer 53 and a concrete floor layer 54 arranged in sequence. By filling the above-mentioned backfill layer 50 in the fertilizer tank 30 of the first foundation pit, it can play the role of lowering the groundwater level on the mountain side, so that there is no need to set the anti-floating water level in different regions, and the anti-floating measures such as anti-floating piles and anti-floating anchors are reduced. , in order to reduce the amount of engineering. By filling the bottom of the first foundation pit fertilizer tank 30 with the crushed stone hydrophobic layer 51, when the groundwater level is higher than the backfill level in the first foundation pit fertilizer tank 30, the groundwater can overflow to the corridor 40 through the overflow pipe 60, and then drain the water. into the site drainage system. Since the geotextile 52 is arranged between the clay water-repellent layer 53 and the crushed stone hydrophobic layer 51 , the loss of fine-grained soil in the clay water-repellent layer 53 can be prevented. By arranging the clay water-insulating layer 53 under the concrete floor layer 54, the water on the surface of the concrete floor layer 54 can be effectively prevented from penetrating downward.

In one embodiment, the crushed stone is filled by the method of layered compaction, so that the crushed stone hydrophobic layer 51 achieves a sufficient density, thereby improving the stability of the crushed stone hydrophobic layer 51 . Specifically, first fill a layer of gravel at the bottom of the first foundation pit fertilizer tank 30, and compact the layer of gravel; after the layer of gravel is compacted, lay another layer of gravel on top of the layer of gravel The layer of crushed stone is compacted; the crushed stone is filled according to the above-mentioned method of layered compaction, until the filled crushed stone reaches a preset height. The particle size of the crushed stone in the above-mentioned crushed stone hydrophobic layer 51 ranges from 5 mm to 20 mm, and the thickness of each layer of crushed stone does not exceed 50 cm. Similarly, the clay water barrier layer 53 is also filled by the method of layer-by-layer compaction, until the clay water barrier layer 53 reaches a preset height, and the thickness of each layer of clay does not exceed 30 cm. The geotextile 52 is laid between the crushed stone hydrophobic layer 51 and the clay water-repellent layer 53, and the mass per unit area of the geotextile 52 is not less than 300 g/m ² . By arranging the geotextile 52 under the clay water barrier layer 53, the loss of fine-grained soil in the clay water barrier layer 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 water-repellent layer 53 are substantially equal.

Further, the concrete floor 54 is provided with a transverse slope, and the low point of the slope is located between the basement exterior wall 10 and the retaining wall 20 of the foundation pit, forming a longitudinal shallow ditch, which is convenient for draining the accumulated water on the concrete floor 54 . Specifically, the above-mentioned concrete floor layer 54 is made of fine stone concrete, and the thickness of the concrete floor layer 54 is 100 mm. The concrete floor layer 54 is laid with 6@200 single-layer steel mesh, and the separation joints with a spacing of less than 6m are arranged.

In this embodiment, the first foundation pit fertilizer tank 30 is set on the side of the mountain, and the crushed stone hydrophobic layer 51 , the geotextile 52 , the clay water barrier layer 53 and the concrete ground are filled in layers in the first foundation pit fertilizer tank 30 . The flat layer 54 can play the role of lowering the groundwater level on the side of the mountain, so that there is no need to set the anti-floating water level by zone, and anti-floating measures such as anti-floating piles and anti-floating anchors are reduced to reduce the amount of engineering. The second foundation pit fertilizer tank 31 is arranged on the other side of the basement exterior wall 10, and the plain soil 80 is filled into the second foundation pit fertilizer tank 31 by means of layered compaction. The plain soil in the second foundation pit fertilizer tank 31 The difference between the 80 level and the backfill level in the first fertilizer tank should not exceed 2m.

Further, referring to FIG. 1 , the basement structure decompression and anti-floating system based on the slope area further includes a cover plate 23 . In order to ensure the waterproof quality of the basement, after the waterproof layer 70 is arranged on the outer wall 10 of the basement, the cover plate 23 can be poured. A corridor 40 is formed around the surface of the backfill layer 50 , the basement outer wall 10 and the foundation pit retaining wall 20 , and the cover plate 23 is arranged 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, so as to lower the groundwater level on the side of the mountain. In this embodiment, the cover plate 23 is arranged 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 position where the basement exterior wall 10 is in contact with the cover plate 23 does not use a polystyrene board thermal insulation layer, so as to prevent the cover plate 23 from crushing the thermal insulation layer.

Specifically, an inspection port is provided on the cover plate 23 . Maintenance personnel can enter the corridor 40 through the maintenance opening to perform maintenance and repairs on the decompression and anti-floating system.

Further, referring to FIG. 1 and FIG. 2 , the basement structure decompression and anti-floating system based on the slope area further includes an overflow pipe 60 . The overflow pipe 60 is buried in the backfill layer 50 of the first foundation pit fertilizer tank 30 . The corridor 40 is connected to the site drainage system, and the accumulated water in the corridor 40 is discharged into the site drainage system to reduce the groundwater level on the mountain side, reduce the uplift pressure of the groundwater acting on the basement floor, and reduce the anti-floating anchor and anti-floating The number of piles used. Specifically, a plurality of overflow pipes 60 are arranged in the fertilizer tank 30 of the first foundation pit, and the interval between two adjacent overflow pipes 60 is 4m-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.

Specifically, please refer to FIG. 2 , the overflow pipe 60 includes a blind pipe 61 and a drain pipe 62 , the blind pipe 61 is embedded in the crushed stone hydrophobic layer 51 , and the blind pipe 61 is covered with a non-woven geotextile 52 filter membrane. The sewer pipe 62 is embedded in the clay water barrier 53 , one end of the sewer pipe 62 is connected to the dead pipe 61 , and the other end of the sewer pipe 62 is communicated with the gallery 40 . When the groundwater level is higher than the backfill level, the groundwater in the gravel hydrophobic layer 51 overflows from the dead pipe 61 through the sewer pipe 62 into the corridor 40 . Groundwater flows into the site drainage system through the corridor 40 to lower the groundwater level on the side of the mountain and play an anti-floating role. Because the blind pipe 61 is covered with a geotextile 52 filter membrane, the loss of tiny soil particles can be reduced. In this embodiment, the dead pipe 61 and the down water pipe 62 are connected in the crushed stone hydrophobic layer 51 , and the interval between the connection between the dead pipe 61 and the down water pipe 62 and the clay water barrier 53 is 20 cm. The specific method is to embed the dead pipe 61 into the downpipe 62, and the depth of the blind pipe 61 being embedded in the downpipe 62 is 20 cm. The diameter of the above-mentioned blind pipe 61 is 200 mm.

In one embodiment, the above-mentioned blind pipe 61 is a plastic blind pipe 61 , and the downpipe 62 is a PVC downpipe 62 . Due to the good durability of the plastic blind pipe 61 and the PVC downpipe 62, the service life of the overflow pipe 60 can be increased, and the number of inspections and repairs can be reduced. In addition, the plastic blind pipe 61 and the PVC downpipe 62 are light in weight, which is convenient for installation, and can also reduce the material cost at the same time. Of course, the dead pipe 61 and the downpipe 62 may also be made of other materials.

Further, please refer to FIG. 1 and FIG. 2 , the overflow pipe 60 further includes a pipe cap 63 , and the pipe cap 63 is arranged on the top of the overflow pipe 60 , so as to prevent sundries from falling into the overflow pipe 60 and affecting the drainage of the overflow pipe 60 Effect. Specifically, the above-mentioned pipe cap 63 is a side opening type pipe cap 63. The groundwater in the crushed stone hydrophobic layer 51 overflows through the overflow pipe 60, and is discharged into the corridor 40 from the hole on the side of the pipe cap 63, and then discharged to the site. in the drainage system. In this embodiment, the end of the downpipe 62 of the overflow pipe 60 protrudes into the corridor 40, and the distance between the top of the overflow pipe 60 and the concrete floor 54 is 20 cm, so that the pipe cap 63 can be set on the overflow Top of water pipe 60. Of course, the height at which the overflow pipe 60 extends into the corridor 40 can be set according to the actual situation, which is not limited thereto.

In one embodiment, referring to FIG. 1 , before the construction of the main structure of the basement, a first foundation pit retaining wall 21 needs to be set on the side of the mountain. The first foundation pit retaining wall 21 resists the lateral earth pressure of the side slope before the first foundation pit fertilizer tank 30 is backfilled to keep the soil stable. The above-mentioned part of the first foundation pit retaining wall 21 below the elevation of the first foundation pit fertilizer trough 30 can be set according to the service life of the ordinary foundation pit retaining wall 20 .

In order to facilitate pouring of the second foundation pit retaining wall 22 , steel bars are reserved on the top of the crown beam of the first foundation pit retaining wall 21 . At the same time, in the process of construction, grout 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, the overflow pipe 60 can be arranged in the first foundation pit fertilizer tank 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 tank 30 is carried out, and the crushed stone hydrophobic layer 51, the geotextile 52, the clay water-proof layer 53 and the concrete floor are filled in layers in sequence. layer 54. After the backfill layer 50 is laid out, the second foundation pit retaining wall 22 can be installed. Specifically, when the height difference between the first foundation pit retaining wall 21 and the cover plate 23 is within 2m, the reserved steel bars are poured with concrete to form the above-mentioned second foundation pit retaining wall 22; when the first foundation pit retaining wall 21 When the height difference from the cover plate 23 is relatively large, the second foundation pit retaining wall 22 may 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 the actual situation, which is not specifically limited here.

Specifically, the basement exterior wall 10 located above the top surface of the backfill layer 50 corresponds to the position of the corridor 40, so that the earth pressure acting on the basement exterior wall 10 above the top surface of the backfill layer 50 is small, and this part of the basement The thickness and reinforcement of the outer wall 10 may meet the structural requirements of a general infill wall.

In addition, in order to maintain the stability of the slope, the structural importance coefficient γ ₀ 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 is not less than 1.35. When an anchor rod or cable is used to support the slope, the anti-corrosion treatment of the anchor rod or anchor cable is carried out, and the tensile safety factor K _b of the anchor rod is not less than 2.2, and the anchor pullout safety factor K is not less than 2.6.

Further, please refer to FIG. 1 and FIG. 2 , the first foundation pit retaining wall 21 is provided with a water outlet hole, and the second foundation pit retaining wall 22 is provided with a water outlet hole 221 . The water in the gallery 40 can be discharged through the scupper hole 221, and the water in the backfill layer 50 can be discharged into the site drainage system through the water outlet hole, which can effectively reduce the earth pressure and thus reduce the project cost. In this embodiment, the above-mentioned drain holes 221 are drain holes 221 of the reverse filter bag, and the distance between two adjacent drain holes 221 in the horizontal direction and the vertical direction is not more than 2m.

Considering the need for drainage, a cross slope is provided on the backfill layer 50 , and the low point of the cross slope 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 in the shape of high on both sides and low in the middle, so as to avoid the phenomenon of falling slope, thereby ensuring that the groundwater overflowing from the gravel hydrophobic layer 51 is drained smoothly in the corridor 40 .

Further, referring to FIG. 1 , the basement structure decompression and anti-floating system based on the slope area further includes a waterproof layer 70 . Before filling the backfill layer 50 in the first foundation pit fertilizer tank 30 , a waterproof layer 70 needs to be provided along the height direction of the basement exterior wall 10 . By disposing the waterproof layer 70 on the basement exterior wall 10 , it is possible to effectively prevent accumulated water from entering the basement room through the basement exterior wall 10 . Specifically, the above-mentioned waterproof layer 70 is a waterproof membrane, and the waterproof membrane is arranged upward from the bottom of the basement exterior wall 10 , and the height of the waterproof membrane is higher than that of the backfill layer 50 . In this embodiment, the waterproof membrane is higher than the backfill layer 50 by more than 500 mm.

In one embodiment, please refer to FIG. 1 and FIG. 2, a construction method of a basement structure decompression and anti-floating system based on a slope area, including:

Build the basement exterior wall 10 along the slope direction of the mountain, and set the waterproof layer 70 along the height direction of the basement exterior wall 10;

A first foundation pit retaining wall 21 is arranged on the side of the mountain body, and a first reinforcing bar for secondary construction is reserved on the top of the first foundation pit retaining wall 21;

After the construction of the first foundation pit retaining wall 21 is completed, a number of water outlet holes are arranged on the first foundation pit retaining wall 21;

The overflow pipe 60 is buried in the first foundation pit fertilizer tank 30, one end of the overflow pipe 60 is communicated with the gallery 40, the gallery 40 is communicated with the site drainage system, and the other end of the overflow pipe 60 is buried in the gravel hydrophobic layer 51;

Fill the first foundation pit fertilizer tank 30 with the crushed stone hydrophobic layer 51, the geotextile 52, the clay water-proof layer 53 and the concrete floor layer 54, the crushed stone hydrophobic layer 51, the geotextile 52, the clay water-proof layer 53 and the concrete. The ground layer 54 forms the backfill layer 50 of the first foundation pit fertilizer tank 30; fills soil into the second foundation pit fertilizer tank 31; The height difference between the backfill elevations shall not exceed 2m;

The backfill layer 50 of the first foundation pit fertilizer tank 30 is provided with a cross slope, and the low point of the cross slope is located between the basement exterior wall 10 and the foundation pit retaining wall 20;

The first reinforcement bar reserved for the first foundation pit retaining wall 21 is connected with a second reinforcement bar, and the first reinforcement bar and the second reinforcement bar are poured with concrete to form the second foundation pit retaining wall 22;

A drain hole 221 is provided on the second foundation pit retaining wall 22;

A cover plate 23 is provided above the corridor 40 .

The above-mentioned construction method of the basement structure decompression and anti-floating system based on the slope area, a first foundation pit fertilizer trough 30 is arranged between the basement exterior wall 10 and the foundation pit retaining wall 20, and the other side of the basement exterior wall 10 is provided with a first foundation pit fertilizer trough 30. Two foundation pit fertilizer tank 31. During construction, the first foundation pit fertilizer tank 30 and the second foundation pit fertilizer tank 31 are respectively filled with backfill, and the backfill level H in the first foundation pit fertilizer tank 30 and the backfill level in the second foundation pit fertilizer tank 31 The height difference between h is controlled within 2m, so that the earth pressure on both sides of the basement exterior wall 10 is basically balanced, so there is no need to calculate the slippage and overturning safety factor of the basement main structure. At the same time, since the earth pressure on both sides of the basement exterior wall 10 is basically balanced, measures such as anti-sliding piles are reduced, which can save material consumption and reduce construction cost and engineering volume. In addition, setting the decompression and anti-floating system can also play a role in lowering the groundwater level on the side of the mountain, so that 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, which can reduce the amount of work.

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 according to the permanent earth retaining structure, and the first foundation pit retaining wall 21 and the second foundation pit retaining wall The structural importance coefficient γ ₀ of 22 shall not be less than 1.1, and the safety factor F _st of slope stability shall not be less than 1.35.

The above-mentioned embodiments only represent several embodiments of the present utility model, and the descriptions thereof are specific and detailed, but should not be construed as a limitation on the scope of the utility model patent. It should be pointed out that for those of ordinary skill in the art, some modifications and improvements can be made without departing from the concept of the present invention, which all belong to the protection scope of the present invention. Therefore, the protection scope of the patent for this utility model shall be subject to the appended claims.

Claims (10)

1. a basement structure decompression and anti-floating system based on a slope area, is characterized in that, comprises the basement outer wall and the foundation pit retaining wall that is used to be arranged on the mountain side, and the foundation pit retaining wall is located on the mountain side and all the foundation pit retaining walls. between the basement exterior walls; a first foundation pit fertilizer trough is set between one side of the basement exterior wall and the foundation pit retaining wall, and a second foundation pit fertilizer trough is set on the other side of the basement exterior wall , the height difference between the backfill elevation in the fertilizer tank of the first foundation pit and the backfill elevation in the fertilizer tank of the second foundation pit does not exceed 2m. 2 . The basement structure decompression and anti-floating system based on a slope area according to claim 1 , wherein the first foundation pit fertilizer tank is filled with a backfill layer, and the backfill layer comprises crushed stone hydrophobicity arranged in sequence. 3 . layer, geotextile, clay water barrier layer and concrete floor layer, and the crushed stone hydrophobic layer is located at the bottom of the first foundation pit fertilizer tank. 3 . The basement structure decompression and anti-floating system based on a slope area according to claim 2 , wherein a transverse slope is arranged on the concrete floor, and the low point of the transverse slope is located outside the basement. 4 . between the wall and the retaining wall of the foundation pit. The basement structure decompression and anti-floating system based on a slope area according to claim 2 or 3, characterized in that it further comprises a cover plate, the top surface of the backfill layer, the basement exterior wall and the foundation pit A corridor is formed between the retaining walls, and the cover plate is arranged above the corridor. 5 . The basement structure decompression and anti-floating system based on a slope area according to claim 4 , further comprising an overflow pipe, the overflow pipe is arranged in the backfill layer; one end of the overflow pipe is connected to the The corridor is connected, and the corridor is used to communicate with the site drainage system, and the other end of the overflow pipe is arranged on the crushed stone hydrophobic layer. 6 . The basement structure decompression and anti-floating system based on a slope area according to claim 5 , wherein the overflow pipe comprises a connected dead pipe and a sewer pipe, and the dead pipe is buried in the gravel drain. 7 . In the layer, the blind pipe is covered with a geotextile filter membrane, and the sewer pipe is embedded in the clay water barrier. 7 . The basement structure decompression and anti-floating system based on a slope area according to claim 6 , wherein the overflow pipe further comprises a pipe cap, and a water inlet hole is provided on the side of the pipe cap. 8 . 8. The basement structure decompression and anti-floating system based on a slope area according to claim 2 or 3, wherein the foundation pit retaining wall comprises a first foundation pit retaining wall and a second foundation pit retaining wall, and the The first foundation pit retaining wall corresponds to the position of the backfill layer, 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, A drain hole is provided on the retaining wall of the second foundation pit. 9. The basement structure decompression and anti-floating system based on a slope area according to any one of claims 1 to 3, characterized in that, further comprising a waterproof layer, and the waterproof layer is arranged along the height direction of the basement exterior wall. 10. The basement structure decompression and anti-floating system based on any one of claims 1 to 3, characterized in that the structural importance factor of the retaining wall of the foundation pit is not less than 1.1, and the safety factor of slope stability is not less than 1.1. less than 1.35.

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