A folded strip wall underground continuous wall foundation and a bearing capacity calculation method thereof

Abstract

The application provides a folded strip-wall type underground continuous wall foundation and a bearing capacity calculation method thereof, and relates to the technical field of foundation engineering, and aims to solve the technical problem of resource waste and environmental pollution caused by increasing the size of the foundation to improve the bearing capacity of the strip-wall type underground continuous wall foundation, the folded strip-wall type underground continuous wall foundation comprises a bearing platform component and a wall component, the wall component is integrally connected to the bottom of the bearing platform component, the wall component comprises a plurality of wall segments arranged at intervals, the wall segments are divided into clockwise wall segments and counterclockwise wall segments, and the clockwise wall segments and the counterclockwise wall segments are arranged in a cross manner, the clockwise wall segment is a wall segment that rotates along a clockwise direction along a normal axis of the wall segment as a center in a top view, and the counterclockwise wall segment is a wall segment that rotates along a counterclockwise direction along a normal axis of the wall segment as a center in a top view. The folded strip-wall type underground continuous wall foundation has high horizontal bearing capacity, and is more reasonable and economical.

Description

Technical Field

[0001] This invention relates to a strip-wall type diaphragm wall foundation and its bearing capacity calculation method, particularly a folded strip-wall type diaphragm wall foundation and its bearing capacity calculation method, belonging to the field of foundation engineering technology. Background Technology

[0002] As is generally known, a strip-wall diaphragm wall is a type of foundation whose structure is mainly composed of multiple parallel walls. These walls are connected by an upper foundation plate to form a complete force transmission system for the diaphragm wall foundation.

[0003] Strip-wall diaphragm wall foundations have been widely used in bridge and building fields both domestically and internationally due to their advantages such as being able to effectively resist earth pressure and the load of the superstructure, having a large horizontal bearing capacity, a large specific surface area, and being reasonable and economical. For example, the anchorage foundation of the Çanakkale Bridge in Turkey, with a main span of 2023m.

[0004] However, with social development and the increasing number of large-scale projects, the load-bearing capacity required for the superstructure has also increased. Currently, most measures to improve the load-bearing capacity of diaphragm wall foundations involve increasing the foundation size, leading to a dramatic expansion of the scale of diaphragm wall foundations, resulting in significant resource waste and environmental pollution.

[0005] Furthermore, with the continuous advancement of infrastructure construction in my country, an increasing number of large-scale bridge projects, such as those spanning rivers and seas, are being implemented. These large-scale bridge projects not only require foundation engineering with higher load-bearing capacity and stability, but also better wind and earthquake resistance. Therefore, it is urgent to improve existing strip-wall diaphragm foundations to meet these performance requirements. Summary of the Invention

[0006] In view of the above problems, embodiments of the present invention provide a folded strip wall type underground continuous wall foundation and its bearing capacity calculation method, which has higher horizontal bearing capacity and is more reasonable and economical.

[0007] To achieve the above objectives, the embodiments of the present invention provide the following technical solutions:

[0008] A first aspect of the present invention provides a folded strip wall type underground continuous wall foundation, including a foundation member and a wall member, wherein the wall member is integrally connected to the bottom of the foundation member;

[0009] The wall component includes multiple wall segments arranged at intervals. The wall segments are divided into clockwise rotating walls and counterclockwise rotating walls, which are arranged alternately. The clockwise rotating wall is a wall segment that rotates clockwise around its own normal axis and when viewed from above. The counterclockwise rotating wall is a wall segment that rotates counterclockwise around its own normal axis and when viewed from above.

[0010] In one optional embodiment, the spacing between the wall segments should satisfy:

[0011]

[0012] in: The distance between the normal axes of two adjacent wall segments. The length of each wall segment , These represent the rotation angles of two adjacent walls along their respective rotation directions.

[0013] In one optional embodiment, each wall segment is a cuboid structure with the same size. Each wall segment has a short side and a long side. The short side and the long side are divided according to the different longitudinal cross-sectional dimensions of the wall. The longitudinal cross-section is a section parallel to the normal axis.

[0014] In one alternative embodiment, the rotation angle of each wall segment is no greater than 45°; the width of the wall is greater than 0.5m.

[0015] In one alternative embodiment, the support structure includes a flat rectangular cuboid support plate, which is mainly composed of a top plate and a cantilever, the top plate being used to connect the various sections of the wall.

[0016] The cantilever is an integral structure with the roof slab and is a projecting portion of the roof slab. The outer side of the roof slab is the side of the roof slab away from the wall, and the height of the cantilever in the direction away from the wall is the same as the height of the roof slab in the same direction.

[0017] In one optional embodiment, the formulas for calculating the length, width, and height of the support plate are as follows:

[0018] ,

[0019] ,

[0020]

[0021] in: , , These are respectively the length of the foundation, the length of the top slab, and the cantilever length; , These refer to the width of the foundation and the width of the top plate, respectively. , , These are the height of the foundation, the height of the top slab, and the cantilever height, respectively.

[0022] In one optional embodiment, the height of the top plate is no greater than 0.5m, and the formula for calculating the length of the top plate is:

[0023]

[0024] in: For the total number of all walls, The distance between the normal axes of two adjacent wall segments. The length of each wall segment , These represent the rotation angles of two adjacent walls along their respective rotation directions.

[0025] In one optional embodiment, the pier member further includes a guide wall disposed on the outside of the pier plate, wherein the outside of the pier plate is the side of the pier member facing away from the wall member.

[0026] A second aspect of this invention provides a method for calculating the bearing capacity of a folded strip-wall type underground continuous wall foundation, comprising:

[0027] Step 1: Calculate the vertical bearing capacity of the folded strip wall type underground continuous wall foundation according to any one of claims 1 to 8 using the following formula (1).

[0028]

[0029] In the formula: The vertical ultimate bearing capacity of the diaphragm wall foundation; This represents the ultimate vertical bearing capacity of a single wall segment. Number of walls; This is the vertical wall effect coefficient;

[0030] Step 2: Using the following formula (2), calculate the horizontal bearing capacity of the folded strip wall type underground continuous wall foundation as described in any one of claims 1 to 8 in the normal direction of the long side.

[0031]

[0032] In the formula: The ultimate bearing capacity of the long side of the diaphragm wall foundation is the normal bearing capacity. The ultimate bearing capacity of the long side of a single wall segment is the normal bearing capacity. The wall effect coefficient is the normal to the long side surface;

[0033] Step 3: Using the following formula (3), calculate the horizontal bearing capacity of the folded strip wall type underground continuous wall foundation as described in any one of claims 1 to 8 in the normal direction of the short side.

[0034]

[0035] In the formula: The folding wall reinforcement coefficient; The ultimate bearing capacity of the short side surface of the diaphragm wall foundation is the normal bearing capacity. The ultimate bearing capacity of the short side of a single wall segment is the normal bearing capacity. For the number of walls, This is the wall effect coefficient in the direction of the short side normal.

[0036] In one alternative embodiment, The method for obtaining the values ​​is as follows: Before designing the foundation bearing capacity, the vertical bearing capacity data of the strip-wall diaphragm wall model and the single-section wall model are first obtained through finite element full-scale model analysis and scaled-down model tests, and then substituted into... The results were obtained under different influencing factors such as the number of walls and the spacing between walls. value;

[0037] The values ​​are obtained through prior in-situ experiments or finite element simulations.

[0038] The values ​​are obtained through prior in-situ experiments or finite element simulations.

[0039] The method for obtaining the values ​​is as follows: First, the normal bearing capacity data of the long side surface of the folded strip wall diaphragm wall model and the single-section wall model are measured through finite element and model tests, and then the values ​​are substituted into... To obtain results with different numbers of walls value;

[0040] The values ​​are obtained through prior in-situ experiments or finite element simulations.

[0041] The method for obtaining the values ​​is as follows: First, the normal bearing capacity data of the long side surface of the folded strip wall diaphragm wall model and the single-section wall model are measured through finite element and model tests, and then the values ​​are substituted into... To obtain the diaphragm wall structure with different numbers of walls. value;

[0042] The method for obtaining the value is as follows:

[0043] (3) First, the normal bearing capacity data of the short side surface of the folded strip diaphragm wall and the strip diaphragm wall foundation under different rotation angles were measured by the finite element method. Then, the ratio was used to obtain the bearing capacity data. The relationship between the value and the rotation angle;

[0044] When designing the short-side normal bearing capacity of the foundation of a folded strip-wall diaphragm wall, the results obtained from the preliminary analysis... The relationship between the value and the rotation angle is determined by linear interpolation.

[0045] Compared with related technologies, the folded strip wall diaphragm wall foundation and its bearing capacity calculation method provided by this invention have several advantages. Firstly, the folded strip wall diaphragm wall foundation, by setting walls with rotational angles and alternating between clockwise and counterclockwise rotational walls, constitutes a folded wall that is fundamentally different from existing technologies. This folded wall configuration significantly increases the contact area between the foundation and the soil in the short-side normal direction, greatly enhancing its horizontal bearing capacity reserve. Simultaneously, the cantilevered foundation design enhances the compression of the soil above the wall, thereby significantly increasing the bearing capacity of each wall segment below the foundation component. Therefore, the folded strip wall diaphragm wall foundation increases the safety of the superstructure, saves material usage, and reduces construction costs. Secondly, the bearing capacity calculation method introduces the concepts of group wall effect coefficient and folded wall enhancement coefficient, obtaining the overall bearing capacity of the foundation from the bearing capacity of a single wall segment. The bearing capacity calculation method is simple and has broad engineering application value.

[0046] In addition to the technical problems solved by the embodiments of this disclosure, the technical features constituting the technical solutions, and the beneficial effects brought about by the technical features of these technical solutions described above, other technical problems that can be solved by the folded strip wall type underground continuous wall foundation and its bearing capacity calculation method provided by the embodiments of this disclosure, other technical features included in the technical solutions, and the beneficial effects brought about by these technical features will be further explained in detail in the specific implementation. Attached Figure Description

[0047] The present invention will be further described below with reference to the accompanying drawings and embodiments.

[0048] Figure 1 A three-dimensional structural diagram of a folded strip wall type underground continuous wall foundation provided in an embodiment of the present invention;

[0049] Figure 2 A top view of the folded strip wall type underground continuous wall foundation provided in an embodiment of the present invention;

[0050] Figure 3 A bottom view of the folded strip wall type underground continuous wall foundation provided in an embodiment of the present invention;

[0051] Figure 4 This is a deformation cloud diagram of a strip-wall type underground continuous wall foundation under vertical load in the existing technology;

[0052] Figure 5 This is a deformation contour map of a strip-wall type underground continuous wall foundation under normal load on its long side surface in the existing technology;

[0053] Figure 6 This is a deformation contour map of a strip-wall type underground continuous wall foundation under the action of a normal load on the short side surface in the existing technology;

[0054] Figure 7a , 7b This is a cloud map and vector map of soil deformation of a strip-wall type diaphragm wall under normal load on the short side in the existing technology.

[0055] Figures 8a-8d The soil deformation cloud map and vector map of the folded strip wall type underground continuous wall provided in the embodiment of the present invention after being subjected to the normal load on the short side surface.

[0056] Explanation of reference numerals in the attached figures:

[0057] 1-Pile cap components;

[0058] 11-Pile cap plate; 111-Top plate; 112-Cantilever;

[0059] 12-Guide wall;

[0060] 2-Wall components;

[0061] 21-Wall; 211-Short side face; 212-Long side face;

[0062] 22-Rotational wall;

[0063] 23-Reverse Rotation Wall 23. Detailed Implementation

[0064] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the protection scope of the present invention.

[0065] like Figures 1 to 3 As shown, an embodiment of the present invention provides a folded strip wall type underground continuous wall foundation, including a foundation member 1 and a wall member 2, wherein the wall member 2 is integrally connected to the bottom of the foundation member 1;

[0066] The wall component 2 includes multiple sections of wall 21 arranged at intervals. The wall 21 is divided into clockwise rotating wall 22 and counterclockwise rotating wall 23, which are arranged alternately, meaning that the rotation directions of adjacent wall sections 21 cannot be the same. The clockwise rotating wall 22 is a section of wall 21 that rotates clockwise around its own normal axis, and the top view is along the clockwise direction. The counterclockwise rotating wall 23 is a section of wall 21 that rotates counterclockwise around its own normal axis, and the top view is along the counterclockwise direction.

[0067] In this embodiment, the cross-arranged clockwise rotating wall 22 and counterclockwise rotating wall 23 present an overall visual effect of "folding", which is fundamentally different from the parallel double wall form of the existing strip wall type underground continuous wall foundation, thereby effectively improving the normal bearing capacity of the short side surface of the foundation after rotation.

[0068] Reference Figure 1 The bottom center of wall 21 has a normal axis (i.e., the vertical line passing through the clockwise rotating wall 22 in the figure). It can be understood that the distance between each segment of wall 21 is the distance between the normal axes. Each segment of wall 21 can be rotated inward or outward along the normal axis to obtain a folded wall 21.

[0069] In some embodiments, the spacing between the wall segments 21 should meet the requirement of avoiding intersection between adjacent folded walls, and the larger the wall spacing, the higher the load-bearing capacity of the foundation.

[0070]

[0071] in: The distance between two adjacent wall segments along the normal axis 21. The length of each wall segment 21, , These are the rotation angles of the two adjacent walls 21 along their respective rotation directions.

[0072] In some embodiments, each wall segment 21 is a cuboid structure with the same size. Each wall segment 21 has a short side face 211 and a long side face 212. The short side face 211 and the long side face 212 are divided according to the different longitudinal cross-sectional dimensions of the wall 21, and the longitudinal cross-section is a section parallel to the normal axis. It should be noted that the bearing capacity of the diaphragm wall foundation in the normal direction of the short side face 211 is mainly determined by the size of the short side face 211 and the number of wall segments 21, and the bearing capacity of the foundation in the normal direction of the long side face 212 is mainly determined by the size of the long side face 212 and the number of wall segments 21.

[0073] In some embodiments, if the rotation angle of the wall 21 is too large, the area of ​​the foundation component 1 will increase, increasing the amount of material used and the floor space occupied, and reducing the normal horizontal bearing capacity of the long side surface 212. Therefore, the rotation angle of each section of the wall 21 shall not exceed 45°. The length and height of the wall 21 shall be designed according to the bearing capacity requirements of the foundation. Therefore, the width of the wall 21 shall not be too small, and is generally greater than 0.5m.

[0074] In some embodiments, the foundation member 1 includes a flat rectangular parallelepiped foundation plate 11, which is mainly composed of a top plate 111 and a cantilever 112. The cantilever 112 is an integral structure with the top plate 111 and is the outer cantilever portion of the top plate 111. The outer side of the top plate 111 is the side of the top plate 111 away from the wall 21, and the height of the cantilever 112 in the direction away from the wall 21 is the same as the height of the top plate 111 in the same direction. Specifically, the cantilever 112 and the top plate 111 can be integrally reinforced with steel bars and integrally cast with concrete.

[0075] Since the cantilever 112 can significantly increase the vertical and horizontal bearing capacity of the diaphragm wall foundation, the length of the cantilever 112 is controlled by the horizontal load. The longer the cantilever 112 is, the greater the increase in the bearing capacity of the foundation in all directions. At the same time, the cantilever 112 is more likely to fail when subjected to horizontal load. Therefore, the cantilever 112 should not be too long, generally between 0-2m.

[0076] The length, width, and height of the foundation plate 11 are mainly determined by the dimensions of the top plate 111 and the cantilever 112. More specifically, in some embodiments, the calculation formulas for the length, width, and height of the foundation plate 11 are as follows:

[0077] ,

[0078] ,

[0079]

[0080] in: , , These are the lengths of the foundation, the top slab 111, and the cantilever 112, respectively. , These are the width of the foundation and the width of the top plate (111), respectively. , , These are the height of the foundation, the height of the top slab (111), and the height of the cantilever (112).

[0081] The main function of the top slab 111 is to connect the various sections of wall 21 below it, forming a complete force transmission system for the diaphragm wall foundation. The length and width of the top slab 111 should be determined based on the dimensions and number of walls 21 below it, and the height of the top slab 111 should be determined based on the bearing capacity requirements of the diaphragm wall foundation. More specifically, in some embodiments, the height of the top slab 111 is generally no greater than 0.5m, and the formula for calculating the length of the top slab 111 is:

[0082]

[0083] in: For the total number of all walls 21, The distance between two adjacent wall segments along the normal axis 21. The length of each wall segment 21, , These are the rotation angles of the two adjacent walls 21 along their respective rotation directions.

[0084] In some embodiments, the foundation member 1 further includes a guide wall 12 disposed on the outer side of the foundation plate 11, the outer side of the foundation plate 11 being the side of the foundation member 1 facing away from the wall member 2. The guide wall 12 is a section of wall on the outer side of the foundation plate 11, mainly serving to provide temporary support before excavation and to prevent soil collapse.

[0085] This invention also provides a method for calculating the bearing capacity of a folded strip-wall type underground continuous wall foundation, comprising:

[0086] Step 1: Calculate the vertical bearing capacity of the folded strip wall type underground continuous wall foundation according to any one of claims 1 to 8 using the following formula (1).

[0087]

[0088] In the formula: The vertical ultimate bearing capacity of the diaphragm wall foundation; The vertical ultimate bearing capacity of a single section of wall 21; The number of walls is 21; This is the vertical wall effect coefficient;

[0089] Furthermore, The method for obtaining the values ​​is as follows: Before designing the foundation bearing capacity, the vertical bearing capacity data of the diaphragm wall model and the single-section wall model are first obtained through finite element full-scale model analysis and scaled-down model tests, and then substituted into... The results were obtained under different influencing factors such as the number of walls and the spacing between walls. Value, and The value is generally between 0.80 and 1.05;

[0090] The value is obtained through prior in-situ experiments or finite element simulation.

[0091] In practice, first obtain the above methods sequentially. Value and The value is then used to design the vertical bearing capacity of the diaphragm wall foundation using the formula (1) above.

[0092] It should be noted that the vertical bearing capacity of the traditional strip-wall type underground continuous wall foundation is also calculated using formula (1).

[0093] Step 2: Using the following formula (2), calculate the horizontal bearing capacity of the folded strip wall type underground continuous wall foundation in the normal direction of the long side plane 212 according to any one of claims 1 to 8.

[0094]

[0095] In the formula: The ultimate bearing capacity of the long side of the diaphragm wall foundation is the normal bearing capacity. The ultimate bearing capacity of the long side surface of a single section of wall 21 is the normal bearing capacity. The wall effect coefficient is the normal to the long side surface;

[0096] Furthermore, The method for obtaining the values ​​is as follows: First, the normal bearing capacity data of the long side surface of the diaphragm wall model and the single-section wall model are measured through finite element and model tests, and then the values ​​are substituted into... To obtain results with different numbers of walls Value, and The value is generally between 0.80 and 1.05; it should be noted that the folded strip wall type underground continuous wall foundation of the embodiment of the present invention... The method of value selection is different from that of existing strip-wall type diaphragm wall foundations. The method for retrieving values ​​is universal.

[0097] The value is obtained through prior in-situ experiments or finite element simulation.

[0098] In practice, first obtain the above methods sequentially. Value and The value is then used to design the horizontal bearing capacity of the folded strip wall underground continuous wall foundation in the normal direction of the long side surface 212 through the above formula (2).

[0099] It should be noted that the horizontal bearing capacity of the traditional strip-wall type underground continuous wall foundation in the normal direction of the long side is also calculated using formula (2).

[0100] Step 3: Using the following formula (3), calculate the horizontal bearing capacity of the folded strip wall type underground continuous wall foundation according to any one of claims 1 to 8 in the normal direction of the short side plane 211.

[0101]

[0102] In the formula: The ultimate bearing capacity of the short side surface of the diaphragm wall foundation is the normal bearing capacity. The ultimate bearing capacity of the short side of a single wall segment 21 is the normal bearing capacity. The number of walls is 21; This is the group wall effect coefficient in the short side normal direction, which is usually taken between 1.05 and 1.35; The folding wall reinforcement coefficient varies with the rotation angle from 0 to 45 degrees. The value of gradually increases, generally ranging from 1.0 to 1.4. If it is a strip-wall type diaphragm wall foundation, then... The value is 1.

[0103] Furthermore, The values ​​are obtained through prior in-situ experiments or finite element simulations.

[0104] Specifically, The method for obtaining the value is as follows: (1) First, the normal bearing capacity data of the short side surface of the folded strip wall underground continuous wall and the strip wall underground continuous wall foundation under different rotation angles are measured by the finite element method, and then the value is obtained by the ratio method. The relationship between the value and the rotation angle.

[0105] (2) When designing the normal bearing capacity of the short side of the foundation of the folded strip diaphragm wall, the results obtained from the preliminary analysis are as follows: The relationship between the value and the rotation angle is determined by linear interpolation.

[0106] It should be noted that the folded strip wall type underground continuous wall foundation of the present invention... The method of value selection is different from that of existing strip-wall type diaphragm wall foundations. The method for retrieving values ​​is universal.

[0107] In practice, first obtain the above methods sequentially. value, Value and The value is then used to design the short-side normal bearing capacity of the folded strip wall type underground continuous wall foundation using the above formula (3).

[0108] It should be noted that the horizontal bearing capacity of the traditional strip-wall type underground continuous wall foundation in the normal direction of the short side is also calculated using formula (3).

[0109] Figure 4-6 The images show deformation cloud diagrams of existing strip-wall diaphragm wall foundations under vertical and horizontal loads. By performing finite element analysis on the strip-wall diaphragm wall foundation, the bearing capacity calculation method for traditional strip-wall diaphragm wall foundations can be obtained. Figure 7a , 7b The soil deformation diagram and vector diagram of the existing strip-wall type underground continuous wall foundation under the action of the short side plane 211 normal load; Figure 8a , 8b Figures 8c and 8d show the soil deformation diagram and vector diagram of the folded strip wall type underground continuous wall foundation under the normal load of the short side surface 211 according to the embodiment of the present invention. By comparing the bearing capacity results of the two models, it was found that the bearing capacity of the folded strip wall type underground continuous wall foundation in both positive and negative directions of the normal of the short side surface 211 is the same, and the calculation method of the horizontal bearing capacity of the folded strip wall type underground continuous wall foundation was obtained.

[0110] Therefore, refer to 4-6 and Figure 7a , 7b The folded strip-wall type diaphragm wall foundation and its bearing capacity calculation method provided in the embodiments of the present invention have the following significant advantages compared with the prior art strip-wall type diaphragm wall foundation and its bearing capacity calculation method:

[0111] 1) Traditional strip-wall diaphragm wall foundations have a much lower horizontal bearing capacity in the short side (211) normal direction than in the long side (212) normal direction. However, in actual working conditions, loads are multi-directional, and the foundation will bear horizontal loads in other directions. The folded strip-wall diaphragm wall foundation and its bearing capacity calculation method of this invention, wherein the folded wall structure can greatly improve the horizontal bearing capacity of the foundation in the short side (211) normal direction without reducing its horizontal bearing capacity in the long side (212) normal direction. This significantly enhances the horizontal bearing capacity reserve of the diaphragm wall foundation, strengthens the safety of the superstructure, and has broad engineering application prospects.

[0112] 2) In traditional diaphragm wall foundations, the foundation cap is mostly flush with the wall 21 below, without a cantilever 112. In this embodiment of the invention, the foundation plate 11 adds a cantilever 112 to the outer edge of the top plate 111 and is integrally formed with the top plate 111. When the foundation component 1 as a whole shifts, the cantilever 112 will compress the soil below it, thereby significantly enhancing the bearing capacity of each section of the wall 21, which is of great promotional value.

[0113] 3) Compared with the traditional strip-wall diaphragm wall foundation, the folded strip-wall diaphragm wall foundation of this invention not only has the same vertical stiffness, but also, due to the horizontal load acting on the folded wall, the soil affected by the force movement of each wall segment is more extensive (compared to...). Figure 8a ,8b It is evident that the folding process significantly extends the impact of foundation movement on the soil, providing greater soil resistance. Therefore, while maintaining the same horizontal bearing capacity, material usage can be significantly reduced, greatly lowering construction costs and thus improving economic efficiency.

[0114] The above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention in any way. Any simple modifications and equivalent changes made to the above embodiments based on the technical essence of the present invention shall fall within the protection scope of the present invention.

Claims

1. A folded strip-wall type underground continuous wall foundation, comprising a foundation member and a wall member, wherein the wall member is integrally connected to the bottom of the foundation member; characterized in that: The wall component includes multiple wall segments arranged at intervals. The wall segments are divided into clockwise rotating walls and counterclockwise rotating walls, which are arranged alternately. The clockwise rotating wall is a wall segment that rotates clockwise around its own normal axis and when viewed from above. The counterclockwise rotating wall is a wall segment that rotates counterclockwise around its own normal axis and when viewed from above.

2. The folded strip wall type underground continuous wall foundation according to claim 1, characterized in that, The spacing between the walls described in each section should meet the following requirements: ， in: The distance between the normal axes of two adjacent wall segments. The length of each wall segment , These represent the rotation angles of two adjacent walls along their respective rotation directions.

3. The folded strip wall type underground continuous wall foundation according to claim 2, characterized in that, Each wall segment is a cuboid structure with the same size. Each wall segment has a short side and a long side. The short side and the long side are divided according to the different longitudinal cross-sectional dimensions of the wall. The longitudinal cross-section is a section parallel to the normal axis.

4. A folded strip wall type underground continuous wall foundation according to claim 3, characterized in that, The rotation angle of each section of the wall is no greater than 45°; the width of the wall is greater than 0.5m.

5. A folded strip wall type underground continuous wall foundation according to claim 1, 2, or 3, characterized in that, The support structure includes a flat rectangular support plate, which is mainly composed of a top plate and a cantilever. The top plate is used to connect the various sections of the wall. The cantilever and the top plate are an integral structure. The cantilever is the outer part of the top plate that protrudes outward. The outer side of the top plate is the side of the top plate away from the wall. The height of the cantilever in the direction away from the wall is the same as the height of the top plate in the same direction.

6. A folded strip wall type underground continuous wall foundation according to claim 5, characterized in that, The formulas for calculating the length, width, and height of the foundation plate are as follows: ， ， ， in: , , These are respectively the length of the foundation, the length of the top slab, and the cantilever length; , These refer to the width of the foundation and the width of the top plate, respectively. , , These are the height of the foundation, the height of the top slab, and the cantilever height, respectively.

7. A folded strip-wall type underground continuous wall foundation according to claim 6, characterized in that, The height of the top plate is no more than 0.5m, and the formula for calculating the length of the top plate is: ， in: For the total number of all walls, The distance between the normal axes of two adjacent wall segments. The length of each wall segment , These represent the rotation angles of two adjacent walls along their respective rotation directions.

8. A folded strip wall type underground continuous wall foundation according to claim 5, characterized in that, The pier component also includes a guide wall disposed on the outside of the pier plate, wherein the outside of the pier plate is the side of the pier component that is away from the wall component.

9. A method for calculating the bearing capacity of a folded strip-wall type underground continuous wall foundation, characterized in that, include: Step 1: Calculate the vertical bearing capacity of the folded strip wall type underground continuous wall foundation according to any one of claims 1 to 8 using the following formula (1). ， In the formula: The vertical ultimate bearing capacity of the diaphragm wall foundation; This represents the ultimate vertical bearing capacity of a single wall segment. Number of walls; This is the vertical wall effect coefficient; Step 2: Using the following formula (2), calculate the horizontal bearing capacity of the folded strip wall type underground continuous wall foundation as described in any one of claims 1 to 8 in the normal direction of the long side. ， In the formula: The ultimate bearing capacity of the long side of the diaphragm wall foundation is the normal bearing capacity. The ultimate bearing capacity of the long side of a single wall segment is the normal bearing capacity. The wall effect coefficient is the normal to the long side surface; Step 3: Using the following formula (3), calculate the horizontal bearing capacity of the folded strip wall type underground continuous wall foundation as described in any one of claims 1 to 8 in the normal direction of the short side. ， In the formula: The reinforcement coefficient for folded walls; The ultimate bearing capacity of the short side surface of the diaphragm wall foundation is the normal bearing capacity. The ultimate bearing capacity of the short side of a single wall segment is the normal bearing capacity. For the number of walls, This is the group wall effect coefficient in the direction normal to the short side.

10. The method for calculating the bearing capacity of a folded strip-wall type underground continuous wall foundation according to claim 9, characterized in that, The method for obtaining the values ​​is as follows: Before designing the foundation bearing capacity, the vertical bearing capacity data of the strip-wall diaphragm wall model and the single-section wall model are first obtained through finite element full-scale model analysis and scaled-down model tests, and then substituted into... The results were obtained under different influencing factors such as the number of walls and the spacing between walls. value; The values ​​are obtained through prior in-situ experiments or finite element simulations. The values ​​are obtained through prior in-situ experiments or finite element simulations. The method for obtaining the values ​​is as follows: First, the normal bearing capacity data of the long side surface of the folded strip wall diaphragm wall model and the single-section wall model are measured through finite element and model tests, and then the values ​​are substituted into... To obtain results with different numbers of walls value; The values ​​are obtained through prior in-situ experiments or finite element simulations. The method for obtaining the values ​​is as follows: First, the normal bearing capacity data of the long side surface of the folded strip wall diaphragm wall model and the single-section wall model are measured through finite element and model tests, and then the values ​​are substituted into... To obtain the diaphragm wall structure with different numbers of walls. value; The method for obtaining the value is as follows: (1) First, the normal bearing capacity data of the short side surface of the folded strip diaphragm wall and the strip diaphragm wall foundation under different rotation angles were measured by the finite element method. Then, the ratio was used to obtain the bearing capacity data. The relationship between the value and the rotation angle; (2) When designing the normal bearing capacity of the short side of the foundation of the folded strip diaphragm wall, the results obtained from the preliminary analysis are as follows: The relationship between the value and the rotation angle is determined by linear interpolation.

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