Stability structure of mountain semi-open basement

Abstract

This utility model relates to a stable structure for a semi-open basement in mountainous terrain, comprising a basement main body with a retaining side and an open side; the basement main body has a reinforced concrete base slab and a reinforced concrete sidewall located on the retaining side; it also includes solidified soil for filling the space between the outdoor rock and soil on the retaining side and the reinforced concrete sidewall, a first flexible material disposed between the solidified soil and the reinforced concrete sidewall, a strip-shaped shear key disposed at the bottom of the reinforced concrete base slab, a drainage ditch disposed at the bottom of the reinforced concrete sidewall, and a drainage ditch disposed at the bottom of the reinforced concrete base slab and connecting the open side and the retaining side; a second flexible material is disposed on the side of the strip-shaped shear key near the retaining side; this utility model has a simple structure and adopts measures such as rock and soil slope protection, solidified soil backfilling, flexible material isolation of the sidewall and backfill soil, and drainage ditch, which greatly reduces the horizontal thrust of rock and soil and groundwater on the basement.

Description

Technical Field

[0001] This utility model relates to the field of building structure technology, specifically to the stability structure of a semi-open basement in mountainous areas. Background Technology

[0002] In mountainous building development, semi-open basements have become a common design form because they can make full use of the mountainous terrain and reduce excavation costs. One side of this type of basement is a retaining side, which must withstand the earth pressure from the outdoor rock and soil and the water pressure from the groundwater, while the other side is an open side without a balancing load, making it prone to the risk of overall sliding towards the open side. At the same time, the retaining side in mountainous areas often has the problem of large soil mounds and high groundwater levels, which further aggravates the structural stress.

[0003] In existing technologies, traditional basement structural designs do not fully consider the characteristics of mountainous terrain: on the one hand, they fail to effectively utilize the high bearing capacity of the mountainous rock bearing layer, resulting in insufficient targeted anti-slip measures; on the other hand, the methods for controlling soil pressure and water pressure on the retaining side are limited, relying mainly on thickening the sidewalls or adding supporting components, leading to increased construction costs and limited stability assurance. Furthermore, some designs neglect the deformation of the floor slab caused by temperature differences, easily leading to floor slab cracking; an unreasonable drainage system design may further increase water pressure due to groundwater accumulation, threatening structural safety. Therefore, there is an urgent need for a structural solution that adapts to the characteristics of semi-open basements in mountainous terrain and balances stability and economy.

[0004] Therefore, improvements are needed to address the aforementioned technical issues. Utility Model Content

[0005] The purpose of this invention is to overcome the shortcomings of existing semi-open basements in mountainous areas, such as weak lateral resistance, poor anti-slip effect, incomplete drainage, and high cost, and to provide a stable structure for semi-open basements in mountainous areas. By optimizing the design of retaining walls, shear resistance, drainage, and deformation control, it fully adapts to the mountainous terrain and geological conditions, ensuring structural stability while reducing construction costs.

[0006] To achieve the above objectives, the technical solution adopted by this utility model is as follows: a stable structure for a semi-open basement in mountainous terrain, comprising a basement main body having a retaining side and an open side; the basement main body is provided with a reinforced concrete base slab and a reinforced concrete sidewall located on the retaining side; it also includes solidified soil for filling the space between the outdoor rock and soil on the retaining side and the reinforced concrete sidewall, a first flexible material disposed between the solidified soil and the reinforced concrete sidewall, a strip shear key disposed at the bottom of the reinforced concrete base slab, a drainage ditch disposed at the bottom of the reinforced concrete sidewall, and a drainage ditch disposed at the bottom of the reinforced concrete base slab and connecting the open side and the retaining side; the side of the strip shear key near the retaining side is provided with a second flexible material.

[0007] In a preferred embodiment of this invention, the strip-shaped shear key is broken at the corresponding locations of the water collection blind ditch and the drainage blind ditch.

[0008] In a preferred embodiment of this utility model, the outdoor soil and rock on the retaining side is laid out in a slope manner. The slope of the slope manner is determined by geomechanical calculation based on the type of outdoor soil and rock. For cohesive soil, a slope of 1:1.5 can be used; for sandy soil, a slope of 1:1.8 can be used; and for rock, a slope of 1:0.5 can be used to ensure the stability of the outdoor soil and rock itself and reduce the lateral pressure transmitted to the retaining side.

[0009] In a preferred embodiment of this utility model, the solidified soil is an artificial engineering material formed by adding special additives to ordinary soil, followed by mixing, curing and hardening. The special additives include at least one of cement, lime and industrial waste residue, and the compressive strength of the solidified soil is not less than 10 MPa.

[0010] In a preferred embodiment of this utility model, the first flexible material and the second flexible material are the same or different types of flexible materials, and both the first flexible material and the second flexible material are selected from any one of polystyrene board materials, foam plastic materials, and rubber materials; the first flexible material can be extruded polystyrene board (XPS) with a thickness of 50mm, and the second flexible material can be polyethylene foam plastic with a thickness of 30mm, both of which have good deformation adaptability.

[0011] In a preferred embodiment of this utility model, the strip shear key is a reinforced concrete strip shear key, and the number of strip shear keys is at least two, with each strip shear key arranged parallel to the length of the reinforced concrete base slab; the two shear keys can be located close to the retaining side edge and the middle of the reinforced concrete base slab respectively, forming multiple shear defense lines to improve the anti-slip capability.

[0012] In a preferred embodiment of this utility model, the strip shear key is embedded in the rock bearing layer below the basement, and the width and depth of the strip shear key are determined based on the horizontal force acting on the basement from the retaining side.

[0013] In a preferred embodiment of this utility model, the cross-sectional shape of the drainage ditch is rectangular, trapezoidal, or U-shaped, and the drainage ditch is filled with permeable filler material, which is then covered with geotextile. The rectangular cross-section can be designed as 300mm (width) × 400mm (depth), and the trapezoidal cross-section can be designed as 400mm at the top, 300mm at the bottom, and 400mm at the height. The geotextile can be a 200g / ㎡ short-fiber needle-punched nonwoven geotextile to prevent filler loss and filter silt.

[0014] In a preferred embodiment of this utility model, the permeable filler is selected from any one or more of crushed stone, pebbles, and ceramsite with a particle size of 20-50mm; wherein the porosity of crushed stone and pebbles can reach 35%-40%, and the porosity of ceramsite can reach 40%-50%, both of which can ensure good permeability and quickly collect groundwater.

[0015] As a preferred embodiment of this utility model, the slope of the drainage ditch is 0.3%-1%, and the end of the drainage ditch away from the retaining wall extends into the collection well on the open side; the slope can be set to 0.5% to ensure that the groundwater flows smoothly to the collection well under the action of gravity, and is then discharged by a water pump to avoid water accumulation.

[0016] In a preferred embodiment of this utility model, the thickness of the reinforced concrete sidewall is 300-500mm, and the concrete strength grade is not lower than C30; the thickness of the reinforced concrete base plate is 400-600mm, and the concrete strength grade is not lower than C35; the sidewall thickness can be set to 400mm, C35 concrete, and the base plate thickness can be set to 500mm, C40 concrete, to ensure that the main structure has sufficient lateral stiffness and load-bearing capacity.

[0017] The beneficial effects of this utility model are: 1. This utility model has a simple structure and adopts measures such as slope protection of rock and soil, backfilling with solidified soil, isolation of side walls and backfill soil with flexible materials, and setting up drainage blind ditches, which greatly reduces the horizontal thrust of rock, soil and groundwater on the basement.

[0018] 2. This utility model utilizes strip shear keys embedded in the rock bearing layer to balance the lateral forces generated by the soil, rock and groundwater on the open basement.

[0019] 3. This utility model ensures the stability of the basement and is economical. Attached Figure Description

[0020] Figure 1 This is a structural schematic diagram of an embodiment of the present utility model; Figure 2 This is an embodiment of the present utility model. Figure 1 AA section view; The attached diagram is labeled as follows: 1. Retaining side; 2. Open side; 3. First flexible material; 4. Strip shear key; 5. Drainage ditch; 6. Second flexible material; 7. Basement main body; 10. Reinforced concrete slab; 11. Reinforced concrete sidewall; 12. Stabilized soil; 13. Detailed Implementation

[0021] The embodiments of this utility model will now be described in detail with reference to the accompanying drawings.

[0022] Example:

[0023] like Figures 1-2 As shown, the stability structure of a semi-open basement in a mountainous area includes a basement main body 10 with a retaining side 1 and an open side 2. The semi-open basement contains a retaining side 1 and an open side 2, where the imbalance between soil pressure and water pressure on the retaining side 1 can cause the entire basement to slide towards the open side 2. The basement main body 10 has a reinforced concrete base slab 11 and a reinforced concrete sidewall 12 located on the retaining side 1. It also includes solidified soil 13 for filling the space between the outdoor rock and soil on the retaining side 1 and the reinforced concrete sidewall 12, and a first flexible material disposed between the solidified soil 13 and the reinforced concrete sidewall 12. 3. A strip shear key 4 is provided at the bottom of the reinforced concrete base slab 11; a water collection ditch 5 is provided at the bottom of the reinforced concrete sidewall 12; and a drainage ditch 6 is provided at the bottom of the reinforced concrete base slab 11 and connects the open side 2 and the retaining side 1. The strip shear key 4 is provided with a second flexible material 7 on its side near the retaining side 1. The strip shear key 4 is disconnected at the positions corresponding to the water collection ditch 5 and the drainage ditch 6. This utility model has a simple structure and adopts measures such as slope protection of soil and rock, backfilling with solidified soil, isolation of the sidewall and backfill soil with flexible material, and setting up drainage ditch, which greatly reduces the horizontal thrust of soil and rock and groundwater on the basement.

[0024] Furthermore, through the combination of reinforced concrete sidewall 12, solidified soil 13, and first flexible material 3, three-level control of soil pressure on the retaining side is achieved. The reinforced concrete sidewall directly isolates the soil and groundwater, the solidified soil resists its own deformation to reduce horizontal thrust, and the first flexible material eliminates the additional force on the sidewall caused by the micro-deformation of the soil and rock. The strip shear key, in combination with the second flexible material, ensures that the shear key only plays a shear-resistant role on the side facing the open side, which not only prevents the basement from sliding but also allows the floor slab to deform freely due to temperature differences. The water collection blind ditch is connected to the drainage blind ditch and disconnected at the corresponding position of the shear key, ensuring smooth drainage of groundwater, reducing water pressure, and comprehensively improving the overall stability of the basement.

[0025] Moreover, the strip shear key is fitted with flexible material on the side of the retaining wall, so that the shear resistance of the shear key is only effective on one side, which is conducive to the free deformation of the basement floor slab under the action of temperature difference and reduces the temperature stress of the floor slab.

[0026] The outdoor soil and rock on retaining side 1 are laid out in a slope manner. The slope of the slope is determined by geomechanical calculation based on the type of outdoor soil and rock. Determining the slope slope according to the type of soil and rock can maximize the use of the physical and mechanical properties of different soil and rock, such as the high strength of rock and the cohesion of cohesive soil, to ensure that the outdoor soil and rock are in a stable state and reduce the lateral pressure transmitted to the retaining side from the source. Compared with a fixed slope, it can reduce the amount of soil and rock excavation and backfilling, reduce construction costs, and avoid the risk of soil and rock landslides caused by improper slope, further ensuring the safety of the retaining side structure.

[0027] Solidified soil 13 is an artificial engineering material formed by adding special additives to ordinary soil, followed by mixing and curing. The special additives include at least one of cement, lime, and industrial waste residue. The compressive strength of the solidified soil is not less than 10 MPa. The addition of special additives gives the solidified soil a compressive strength of not less than 10 MPa, and its stiffness is much higher than that of ordinary backfill soil. It can effectively resist the lateral compression of the soil and rock on the retaining side and avoid the deformation of the backfill soil itself from generating horizontal thrust on the reinforced concrete sidewall. At the same time, the use of common additives such as cement, lime, and industrial waste residue makes the materials readily available and inexpensive, balancing strength and economy.

[0028] The first flexible material 3 and the second flexible material 7 may be the same type or different types of flexible materials, and both the first flexible material 3 and the second flexible material 7 are selected from any one of polystyrene board materials, foam plastic materials, and rubber materials; in this embodiment, the first flexible material 3 and the second flexible material 7 are polystyrene board materials.

[0029] The strip shear key 4 is a reinforced concrete strip shear key, and there are at least two strip shear keys 4. Each strip shear key 4 is arranged parallel to the length of the reinforced concrete base slab 11. The at least two parallel reinforced concrete strip shear keys form multiple shear defense lines. Compared with a single shear key, the shear capacity can be increased by 1.5-2 times. Even if one shear key is damaged due to accident, the other can still maintain its anti-slip function, thus improving the structural redundancy. The parallel arrangement along the length of the base slab can make the shear force evenly distributed at the bottom of the base slab, avoiding excessive local stress that could cause the base slab to crack, and ensuring the structural integrity of the base slab.

[0030] All of the above measures are aimed at reducing the horizontal thrust of soil and groundwater on the basement; however, due to the complexity of the underground soil and groundwater properties, the horizontal force on the basement from the retaining side still exists; reinforced concrete strip shear keys are set to balance the horizontal force on the retaining side; since the bearing layer of the basement floor slab in mountainous buildings is usually a hard rock layer, the shear keys embedded in the rock layer can effectively resist lateral forces.

[0031] The strip shear key 4 is embedded in the rock bearing layer below the basement, and the width and depth of the strip shear key are determined based on the horizontal force acting on the basement from the retaining side. The strip shear key embedded in the rock bearing layer can rely on the high bearing capacity of the rock bearing layer to transfer the horizontal force from the retaining side to the deep stable rock layer. Compared with the shear key acting only on the soil layer, the anti-sliding effect is improved by 2-3 times. The size of the shear key is determined according to the horizontal force calculation, which can avoid material waste caused by the size being too large or insufficient shear resistance caused by the size being too small, so as to achieve a precise match between shear capacity and cost.

[0032] The cross-sectional shape of the drainage ditch 5 can be rectangular, trapezoidal, or U-shaped; various cross-sectional shapes such as rectangular, trapezoidal, and U-shaped can be adapted to different construction spaces. For example, a U-shaped shape can be selected for narrow areas, while a rectangular shape can be selected for spacious areas, thus improving construction flexibility; permeable filler ensures that groundwater can quickly seep into the drainage ditch.

[0033] The drainage ditch 5 is filled with permeable filler, and the permeable filler is wrapped with geotextile. The geotextile can prevent silt from clogging the pores of the filler and prevent the drainage ditch from losing its drainage function due to blockage.

[0034] The permeable filler is selected from any one or more of crushed stone, pebbles, and ceramsite with a particle size of 20-50mm. Among them, crushed stone, pebbles, and ceramsite with a particle size of 20-50mm have a large porosity and strong permeability, which can quickly collect groundwater around the drainage ditch and prevent groundwater from accumulating at the bottom of the side wall. A variety of fillers are available, which can be flexibly selected according to the material supply situation at the project site, reducing material transportation costs, while the filler is inexpensive.

[0035] The slope of the drainage ditch 6 is 0.3%-1%, and the end of the drainage ditch 6 furthest from the retaining side 1 extends into the sump on the open side 2. The 0.3%-1% slope meets the hydraulic requirements of gravity drainage, ensuring smooth flow of groundwater within the ditch and preventing water accumulation due to insufficient slope. Extending the drainage ditch to the sump on the open side allows for the centralized discharge of groundwater into the basement area. Compared to connecting the drainage ditch to the underground pipe network, this reduces pipe network connection costs and the risk of blockage. It also facilitates active control of groundwater through a pump in the sump, further lowering the groundwater level.

[0036] The reinforced concrete sidewall 12 has a thickness of 300-500mm and a concrete strength grade of not less than C30; the reinforced concrete base slab 11 has a thickness of 400-600mm and a concrete strength grade of not less than C35. The thickness and strength grade settings of the reinforced concrete sidewall and base slab ensure that the main structure has sufficient lateral stiffness and load-bearing capacity. The sidewall, with a minimum C30 concrete thickness of 300mm, can resist bending stress caused by soil pressure and water pressure on the retaining side, preventing cracking and leakage. The base slab, with a minimum C35 concrete thickness of 400mm, can withstand the vertical load of the basement and the horizontal force transmitted by the shear keys, preventing plastic deformation of the base slab due to excessive stress; thus reducing the cost of the main structure.

[0037] The above description of the disclosed embodiments enables those skilled in the art to make or use the present invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the present invention; therefore, the present invention is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

[0038] Although this document uses numerous reference numerals from the figures, such as retaining side 1, open side 2, first flexible material 3, strip shear key 4, drainage ditch 5, drainage ditch 6, second flexible material 7, basement main body 10, reinforced concrete slab 11, reinforced concrete sidewall 12, and solidified soil 13, the possibility of using other terms is not excluded. These terms are used merely to facilitate the description and explanation of the essence of this utility model; interpreting them as any kind of additional limitation would contradict the spirit of this utility model.

Claims

1. A stability structure for a mountainous semi-open basement, characterized by, The basement body (10) includes a retaining side (1) and an open side (2); the basement body (10) is provided with a reinforced concrete base slab (11) and a reinforced concrete sidewall (12) located on one side of the retaining side (1); it also includes solidified soil (13) for filling the outdoor soil and rock between the retaining side (1) and the reinforced concrete sidewall (12), a first flexible material (3) provided between the solidified soil (13) and the reinforced concrete sidewall (12), a strip shear key (4) provided at the bottom of the reinforced concrete base slab (11), a drainage ditch (5) provided at the bottom of the reinforced concrete sidewall (12), and a drainage ditch (6) provided at the bottom of the reinforced concrete base slab (11) and connecting the open side (2) and the retaining side (1); the strip shear key (4) is provided with a second flexible material (7) on the side of the retaining side (1).

2. The stability structure of the mountain semi-open basement according to claim 1, wherein The strip shear key (4) is broken at the positions corresponding to the water collection blind ditch (5) and the drainage blind ditch (6).

3. The stability structure of the semi-open basement in mountainous terrain according to claim 1, characterized in that, The outdoor rock and soil on the retaining side (1) are laid out in a slope manner.

4. The stability structure of the semi-open basement in mountainous terrain according to claim 1, characterized in that, The first flexible material (3) and the second flexible material (7) may be the same type or different types of flexible materials.

5. The stability structure of a mountainous semi-open basement according to claim 4, characterized in that, The first flexible material (3) and the second flexible material (7) are both selected from any one of polystyrene board materials, foam plastic materials, and rubber materials.

6. The stability structure of the semi-open basement in mountainous terrain according to claim 1, characterized in that, The strip shear key (4) is a reinforced concrete strip shear key, and the number of strip shear keys (4) is at least two, with each strip shear key (4) arranged parallel to the length direction of the reinforced concrete base plate (11).

7. The stability structure of the semi-open basement in mountainous terrain according to claim 1, characterized in that, The cross-sectional shape of the drainage ditch (5) is rectangular, trapezoidal or U-shaped.

8. The stability structure of the mountain semi-open basement according to claim 7, characterized in that, The drainage ditch (5) is filled with permeable filler, and the permeable filler is covered with geotextile.

9. The stability structure of the semi-open basement in mountainous terrain according to claim 8, characterized in that, The permeable filler is selected from any one or more of crushed stone, pebbles, and ceramsite with a particle size of 20-50mm.

10. The stability structure of the semi-open basement in mountainous terrain according to claim 1, characterized in that, The slope of the drainage blind ditch (6) is 0.3%-1%, and the end of the drainage blind ditch (6) away from the retaining side (1) extends into the water collection well on the open side (2).

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