Pile wall combined enclosure structure based on underground building

Abstract

The utility model discloses a pile-wall combined enclosure structure based on an underground building, a main body of the underground building is arranged in a foundation pit, the enclosure structure comprises an underground building side wall and a support pile group, a plurality of support piles are arranged on the side wall of the foundation pit in rows, the adjacent support piles are in occlusion connection to form the support pile group, and the support pile group defines a support space; the underground building side wall is located in the supporting space, a supporting gap is formed between the underground building side wall and the supporting pile set, a plurality of rib walls are arranged in the supporting gap, and the rib walls are fixedly connected with the underground building side wall and the supporting pile set. A plurality of damping devices are further arranged in the supporting gaps and installed on the contact faces between the rib walls and the side walls of the underground building and between the rib walls and the supporting pile sets. And shock insulation layers are arranged on the contact surfaces between the rib walls and the side walls of the underground building as well as between the rib walls and the support pile groups. And the overall bending resistance of the enclosure structure is greatly improved.

Description

TECHNICAL FIELD

[0001] The present application belongs to the field of underground engineering, and particularly relates to a pile-wall combined enclosure structure for underground buildings. BACKGROUND

[0002] With the acceleration of urbanization, the development and utilization of underground space has increasingly become an important part of modern urban construction. In particular, in the urban center area with dense population and scarce land resources, the construction of deep foundation pit underground buildings becomes particularly crucial. However, in such projects, how to effectively solve the challenges brought by large water and soil pressure of the building site, narrow construction space and other unfavorable factors in earthquake-prone areas is a problem to be solved in the field of underground engineering.

[0003] Currently, there are mainly two methods for the design and construction of deep foundation pit underground buildings:

[0004] One is to consider the supporting structure (such as row piles) and underground building separately to ensure the independence of the two in the design and construction process. Although this method helps to simplify the construction process and facilitate management, it also exposes some problems. Due to the narrow space between the supporting structure and the underground building, subsequent backfill construction is not convenient, and the backfill quality is difficult to guarantee. At the same time, when the underground building has a large buried depth or is close to other existing buildings, the requirement for lateral displacement is more stringent, which not only puts forward higher requirements for the structural strength of the supporting structure and the underground building, but also increases the construction difficulty and cost.

[0005] The second is to design the supporting structure and the enclosure structure of the underground building integrally, for example, using a continuous wall as part of the outer wall of the underground building. Although this method can effectively expand the use area of the underground building and reduce the overall cost, it also has the following shortcomings. In the construction process, it is difficult to accurately control the error of the continuous wall, which may have a large deformation problem, affecting the aesthetics and use of the underground building. And when the deformation of the continuous wall further increases, it affects the impermeability of the continuous wall, and thus affects the safety and durability of the overall building. SUMMARY

[0006] The present application provides a pile-wall combined enclosure structure for underground buildings to solve the problems of narrow backfill construction space and difficult to guarantee the backfill quality caused by considering the supporting structure and the underground building separately in earthquake-prone areas, and large deformation of the enclosure structure and affecting the impermeability caused by using a continuous wall as part of the outer wall of the underground building.

[0007] The technical solution adopted by the present application is:

[0008] A pile-wall combined enclosure structure based on underground construction, a main body of the underground construction is arranged in a foundation pit, the enclosure structure comprises an underground construction side wall, a support pile group, a plurality of support piles are arranged in a row on the side wall of the foundation pit, and the adjacent support piles are connected in engagement to form the support pile group, the support pile group encloses a support space, the underground construction side wall is located in the support space, and a support gap is formed between the underground construction side wall and the support pile group, a plurality of rib walls are arranged in the support gap, and the rib walls are fixedly connected with the underground construction side wall and the support pile group.

[0009] A plurality of damping devices are further arranged in the support gap, and the damping devices are installed on the contact surface between the rib walls and the underground construction side wall and the support pile group.

[0010] A shock insulation layer is arranged on the contact surface between the rib walls and the underground construction side wall and the support pile group.

[0011] The pile-wall combined enclosure structure based on underground construction further has the following additional technical features:

[0012] The support pile group comprises first support piles and second support piles, the first support piles are provided with a reinforcing sleeve, the first support piles are arranged at intervals, at least one second support pile is arranged between adjacent first support piles, and the rib walls are fixedly connected with the first support piles.

[0013] A flexible connecting structure is arranged between the rib walls and the first support piles, and the flexible connecting structure comprises an elastic gasket and / or a shock absorber.

[0014] The first support pile is provided with a groove extending along the axial direction of the first support pile, the reinforcing sleeve comprises a body and a positioning portion matched with the groove, the positioning portion is bent towards the groove relative to the body, and at least a part of the rib wall is arranged in the groove.

[0015] The cross-sectional shape of the groove is trapezoidal or rectangular, and a plurality of anti-skid teeth are arranged on the side wall of the groove to increase the friction between the rib wall and the groove.

[0016] A prestressed anchor rod is arranged in the groove, and the prestressed anchor rod applies prestress to the rib wall through tensioning equipment.

[0017] The thickness of the rib wall is less than or equal to 2 / 3 of the diameter of the first support pile.

[0018] The rib wall extends in a vertical direction,

[0019] The extension plane of the rib wall is perpendicular to the extension plane of the underground construction side wall,

[0020] Alternatively, the extension plane of the rib wall is inclined relative to the extension plane of the side wall of the underground building, and the adjacent rib walls are opposite in the inclined direction.

[0021] The rib wall is provided with a horizontal connecting rib, the supporting pile is provided with an auxiliary rib matched with the horizontal connecting rib, the supporting pile is provided with a fixing member extending along the axis direction of the supporting pile, and the horizontal connecting rib and the auxiliary rib are fixedly connected through the fixing member.

[0022] Both ends of the auxiliary rib are provided with a hook.

[0023] The side wall of the underground building is provided with a vertical reinforcing rib, the horizontal connecting rib surrounds the vertical reinforcing rib, and the auxiliary rib is bent and extends in the supporting pile.

[0024] The surface of the vertical reinforcing rib is provided with a thread or a sawtooth-shaped protrusion.

[0025] The fixing member is provided with a plurality of fixing channels, and the horizontal connecting rib and the auxiliary rib extend at least partially in the fixing channels.

[0026] The supporting pile group further comprises a waist beam protruding towards the side wall of the underground building, the waist beam is connected with a plurality of the supporting piles, the rib wall is provided with a matching groove matched with the waist beam, and at least a part of the waist beam is located in the matching groove.

[0027] The rib wall is located at least on the upper side of the foundation pit, the lower edge of the rib wall is higher than or equal to the lower edge of the foundation pit, and the upper edge of the rib wall is equal to the upper edge of the foundation pit.

[0028] h r = H - (H 基坑下边沿 -H 肋墙下边沿 ),

[0029] Wherein, the depth of the foundation pit is H, and the height of the rib wall is hr, in meters.

[0030] Due to the adoption of the above technical scheme, the application has the following beneficial effects:

[0031] 1. In the present invention, the rib wall is fixedly connected with the underground building side wall and the support pile group. The support pile group and the underground building side wall are combined into a whole by the rib wall, which can significantly enhance the lateral force resistance of the entire enclosure. Under the action of lateral water and soil pressure, the support pile group and the underground building side wall act as flanges to resist compression or tension, and the rib wall acts as a web to provide shear resistance. The combination of the underground building side wall and the support pile group forms a box structure, greatly improving the overall bending resistance of the enclosure. When the enclosure is subjected to the pressure load of the upper structure, the enclosure formed by the combination of the underground building side wall and the support pile group is jointly compressed, improving the compression bearing capacity of the enclosure.

[0032] In addition, the support piles are connected to form the support pile group, which forms the first waterproof layer, reducing or avoiding the amount of seepage liquid entering the support space. The underground building side wall forms the second waterproof layer, making it difficult for seepage to occur inside the underground building even if some liquid flows into the support space. The underground building side wall provides support to the support pile group through the rib wall, which can jointly bear the lateral water and soil pressure, thereby reducing the deformation of the support pile group and avoiding the weakening of the anti-seepage function caused by the deformation of the support pile group.

[0033] Again, the rib wall is fixedly connected with the underground building side wall and the support pile group. The underground building side wall and the support pile group are supported by the rib wall, eliminating the need for backfill materials in the support gap, reducing the backfilling step, avoiding construction in the narrow area of the support gap, and thus reducing the construction difficulty and cost.

[0034] During the construction of the underground building side wall, the rib wall gradually provides support to the support pile group. As the construction progresses, the support provided by the rib wall gradually increases, thereby reducing the horizontal support requirement for the support pile group and increasing the unsupported height of the support pile group. This not only increases the construction space but also speeds up the construction efficiency.

[0035] The damping device can effectively absorb seismic energy, reduce the vibration amplitude of the structure, and reduce the impact of earthquakes on buildings. This helps to reduce the displacement and deformation of the structure during an earthquake, thereby improving the overall stability and safety of the structure. The damping device can also disperse stress in local areas, avoiding stress concentration in certain critical parts and preventing damage or failure due to excessive local stress.

[0036] The seismic isolation layer is usually made of high-damping rubber material, which can effectively isolate the transmission of seismic waves and reduce the impact of earthquakes on underground buildings. This design can significantly reduce the direct impact of seismic waves on the structure, protecting buildings from earthquake damage.

[0037] In addition, the shock insulation layer has good buffering performance, provides additional elastic support in the earthquake process, further reduces the vibration amplitude of the structure, and ensures the safety and stability of the building in the earthquake.

[0038] 2. As a preferred embodiment of the present application, the first support pile is provided with a groove extending along the axial direction of the first support pile, and the steel sleeve comprises a body and a positioning portion matched with the groove, the positioning portion is bent to extend into the groove relative to the body, and at least part of the rib wall is arranged in the groove. First, due to the existence of the positioning portion, the steel sleeve is provided with clear installation guide, which forms circumferential positioning for the installation of the steel sleeve, facilitates the fixation of the steel sleeve in the correct position, greatly simplifies the on-site construction process, and reduces the operation difficulty and time cost.

[0039] Secondly, by bending the positioning portion into the groove, the steel sleeve not only relies on its own strength and adhesion with the concrete to transfer the load, but also further strengthens the connection between the two by mechanical engagement. In this way, the separation between the steel sleeve and the concrete structure can be effectively avoided, and good overall performance can be maintained. When shear force occurs between the rib wall and the support pile, the supporting effect of the positioning portion on the side wall of the groove prevents the concrete from being broken due to excessive shear force.

[0040] Thirdly, due to the existence of the groove, the construction of the rib wall is provided with clear guide, and the rib wall is connected in the groove, which can effectively control the construction error and ensure that the rib wall and the support pile are accurately connected according to the design requirements. In addition, at least part of the rib wall is arranged in the groove, which can ensure that the connection between the rib wall and the support pile is more stable and reliable. This design not only increases the physical contact area between the two, but also increases the connection strength by mechanical engagement, reduces the relative sliding or misalignment caused by external load. At the same time, the rib wall can better participate in the stress process of the overall structure. When subjected to shear force in the horizontal direction, the rib wall part in the groove can provide additional support, thereby enhancing the ability of the entire pile-wall combined structure to resist shear deformation.

[0041] 3. As a preferred embodiment of the present application, the rib walls extend in the vertical direction, and the extension planes of the rib walls are inclined relative to the extension planes of the side walls of the underground building, and the adjacent rib walls are inclined in opposite directions. The design of the adjacent rib walls being inclined in opposite directions forms a shape similar to a triangle or trapezoid with the side walls of the underground building and the supporting piles, thereby forming a more stable overall structural system, which can effectively improve the ability of the structure to resist horizontal shear forces. When external loads (such as soil pressure) act on the enclosure structure, the shear stress can be better dispersed and transmitted, thereby reducing the concentrated stress on a single component and avoiding local damage. In addition, the design of the adjacent rib walls being inclined in opposite directions not only improves the lateral stiffness of the entire enclosure structure, but also enhances its stability in the face of asymmetric loads. Even if one side is subjected to greater pressure, the other side can provide effective support to prevent excessive deformation or instability of the structure.

[0042] 4. As a preferred embodiment of the present application, the fixing member is provided with a plurality of fixing holes, and the horizontal connecting bars and the auxiliary bars extend at least partially within the fixing holes. First, the fixing holes provide a position guide for the horizontal connecting bars, and by inserting the horizontal connecting bars into the fixing holes, the precise positioning of the horizontal connecting bars can be achieved, improving the convenience and accuracy of construction. At the same time, the presence of the fixing holes allows the horizontal connecting bars and the auxiliary bars to be accurately aligned and fixed at specific positions, thereby forming a more coherent overall force transmission system.

[0043] Secondly, by inserting the horizontal connecting bars and the auxiliary bars into the fixing holes, a tight fit between the steel bars and the fixing member can be achieved. This design not only relies on the tensile strength of the steel bars to transmit loads, but also utilizes the mechanical interlocking effect provided by the fixing member to further enhance the stability of the connection points. In this way, when subjected to external forces, the steel bars can be effectively prevented from being pulled out or sliding from the concrete, ensuring the safety of the entire structure. Compared with traditional welding or binding methods, the use of fixing members with fixing holes can simplify the on-site construction process. Only the steel bars need to be inserted into the corresponding holes to complete the positioning, without the need for additional welding equipment or complex binding operations. This not only speeds up the construction process, but also reduces labor intensity and safety risks, which is particularly advantageous in narrow support gaps.

[0044] 5. As a preferred embodiment of the present application, the support pile group further comprises a waist beam protruding towards the direction of the side wall of the underground building, the waist beam is connected with the plurality of support piles, the rib wall is provided with a matching groove matched with the waist beam, and at least a part of the waist beam is located in the matching groove. The waist beam, as a key component connecting the plurality of support piles, can connect the dispersed support piles into a more stable whole. When external load (such as earth pressure) acts on the enclosure structure, the waist beam can effectively disperse and transmit the load, reduce the concentrated stress on a single support pile, and thus improve the stability of the whole enclosure system.

[0045] Secondly, by providing the matching groove matched with the waist beam on the rib wall and locating part of the waist beam in the groove, the contact area between the rib wall and the waist beam can be significantly increased. Such close connection not only enhances the mechanical engagement between the two, but also improves the shear resistance of the whole structure. When the side wall of the underground building is subjected to the gravity of the main body of the above-ground building, a vertical shear force will be generated between the side wall of the underground building and the support pile group, and the cooperation of the waist beam and the rib wall can better participate in the stress process, so that the whole enclosure structure bears the gravity of the main body of the above-ground building, avoiding the relative sliding between the side wall of the underground building and the support pile group and avoiding large structural settlement of the building. BRIEF DESCRIPTION OF DRAWINGS

[0046] The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this application, illustrate embodiments of the application and together with the description serve to explain the application. In the drawings:

[0047] Figure 1 a schematic view of a horizontal section of the enclosure structure according to an embodiment of the present application;

[0048] Figure 2 a schematic view of a horizontal section of the enclosure structure according to an embodiment of the present application; Figure 1 a schematic view of a horizontal section of the enclosure structure according to an embodiment of the present application;

[0049] Figure 3 a schematic view of the connection between the horizontal connecting rib and the auxiliary rib according to an embodiment of the present application;

[0050] Figure 4 a side view of the fixing member according to an embodiment of the present application;

[0051] Figure 5 a schematic view of a vertical section of the enclosure structure according to an embodiment of the present application, wherein the enclosure structure is in a first construction stage;

[0052] Figure 6 a schematic view of a vertical section of the enclosure structure according to an embodiment of the present application, wherein the enclosure structure is in a second construction stage;

[0053] Figure 7 Fig. 3 is a schematic view of a vertical section of the enclosure in a third construction stage according to an embodiment of the present application;

[0054] Figure 8 Fig. 4 is a schematic view of a vertical section of the enclosure in a fourth construction stage according to an embodiment of the present application;

[0055] Figure 9 Fig. 5 is a schematic view of a vertical section of the enclosure in a finished stage according to an embodiment of the present application.

[0056] Wherein:

[0057] 1 underground building; 11 side wall of underground building; 111 vertical reinforcing rib;

[0058] 2 support pile group; 21 first support pile; 211 steel sleeve; 2111 positioning part; 212 groove; 22 second support pile; 23 auxiliary rib; 24 fixing member; 241 fixing channel; 25 waist beam;

[0059] 3 foundation pit; 31 support space;

[0060] 4 support gap;

[0061] 5 rib wall; 51 horizontal connecting rib; 52 matching groove. DETAILED DESCRIPTION

[0062] In order to more clearly illustrate the overall concept of the present application, the following will be described in detail with reference to the accompanying drawings.

[0063] In the following description, a lot of specific details are set forth in order to facilitate a thorough understanding of the present application, however, the present application can also be implemented in other different ways from those described herein, therefore, the scope of protection of the present application is not limited by the specific embodiments disclosed below.

[0064] In addition, in the description of the present application, it should be understood that the terms "top", "bottom", "inner", "outer", "axial", "radial", "circumferential" and the like indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present application and simplifying the description, and therefore cannot be understood as indicating or implying that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as limiting the present application.

[0065] In the present application, unless specifically defined and limited otherwise, the terms "mounting", "connected", "connection", "fixed", and the like, should be interpreted broadly, for example, can be fixed connection, can also be detachable connection, or integral; can be mechanical connection, can also be electrical connection, and can also be communication; can be directly connected, or indirectly connected through an intermediate medium, can be the internal communication of two elements or the interaction relationship between two elements. For those skilled in the art, the specific meaning of the above terms in the present application can be understood according to the specific circumstances.

[0066] In the present application, unless specifically defined and limited otherwise, the first feature is "on" or "under" the second feature, which can be direct contact between the first and second features, or indirect contact between the first and second features through an intermediate medium. In the description of the present application, the description of the terms "embodiment", "example", "one embodiment", "exemplary" or "specific example" means that the specific features, structures, materials or characteristics described in connection with the embodiment or example are included in at least one embodiment or example of the present application. In the present application, the illustrative description of the above terms does not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials or characteristics described can be combined in any suitable manner in any one or more embodiments or examples.

[0067] As shown in Figure 1 , Figures 6 to 9 A pile wall combination enclosure based on underground building, the main body of the underground building 1 is arranged in the foundation pit 3, the enclosure includes the underground building side wall 11, the support pile group 2, a plurality of support piles are arranged in the side wall of the foundation pit 3 in a row, the adjacent support piles are connected in engagement to form the support pile group 2, the support pile group 2 encloses the support space 31, the underground building side wall 11 is located in the support space 31, the underground building side wall 11 and the support pile group 2 have a support gap 4, a plurality of rib walls 5 are arranged in the support gap 4, the rib walls 5 are fixedly connected with the underground building side wall 11 and the support pile group 2; A plurality of damping devices are also arranged in the support gap 4, the damping devices are installed on the contact surface between the rib wall 5 and the underground building side wall 11 and the support pile group 2.

[0068] The contact surface between the rib wall 5 and the underground building side wall 11 and the support pile group 2 is provided with a shock insulation layer.

[0069] It is understood that the underground building 1 refers to a building or structure located below the ground level, such as a parking garage, commercial facility, storage space, transportation tunnel, etc. The underground building side wall 11 refers to the wall structure that constitutes the periphery of the underground building 1. In the present invention, these walls not only serve the purpose of separating the interior space of the basement, but also form a containment structure in cooperation with the support pile group 2 through the rib wall 5, which is used to resist external soil pressure, groundwater pressure, and other possible loads.

[0070] In the present invention, a containment structure is formed by the underground building side wall 11 in cooperation with the support pile group 2. The support pile is a vertical member used to support the side wall of the foundation pit 3 and prevent soil from sliding or collapsing. They are usually prefabricated from concrete and internally equipped with a certain number of steel bars to enhance their load-bearing capacity. The adjacent support piles are connected through interlocking, forming a continuous whole. The interlocking can be a physical mechanical connection or a chemical connection achieved by pouring concrete, etc. The interlocking connection enhances the interaction force between the support piles, improving the stability of the entire support system. The support space 31 is surrounded by the support pile group 2, and the main body of the underground building 1 is located within this space. The support pile group 2 not only provides a stable construction environment for the underground building 1, forming the first waterproof layer, but also reduces or avoids the amount of seepage liquid entering the support space 31.

[0071] It should be noted that the present invention provides a support pile group 2 formed by a single-row pile combination, which can also be formed by a double-row pile combination or a triple-row pile combination, and the present invention does not limit this. The present invention can also form a containment structure by the underground building side wall 11 in cooperation with the diaphragm wall.

[0072] The underground building side wall 11 and the support pile group 2 have a support gap 4 therebetween. The existence of the support gap 4 allows the underground building side wall 11 and the support pile group 2 to be constructed independently. This not only simplifies the construction process, but also allows the two to be constructed at different time points, improving construction efficiency. During construction, the support gap 4 provides the necessary adjustment space for alignment and correction, ensuring the accuracy of the underground building 1 structure.

[0073] In addition, the existence of the support gap 4 can avoid the problem of different settlement rates or deformation modes caused by the difference in material properties (such as concrete and reinforced concrete) between the underground building side wall 11 and the support pile group 2 when they are in close contact, reducing the problem of stress concentration caused by uneven deformation.

[0074] Furthermore, if the first waterproofing layer formed by the support pile group 2 leaks, the liquid can be temporarily stored in the support gap 4, reducing the penetration of the liquid to the underground building side wall 11, which serves as a second waterproofing layer to prevent the liquid from flowing into the underground building 1. Meanwhile, the support gap 4 provides a working space for the inspection and maintenance of the support structure, reducing the demolition work.

[0075] The support gap 4 is provided with a plurality of rib walls 5, which are fixedly connected to the underground building side wall 11 and the support pile group 2, thereby significantly enhancing the lateral force resistance of the entire enclosure structure. Under the action of lateral water and soil pressure, the support pile group 2 and the underground building side wall 11 act as flanges to be compressed or stretched, and the rib walls 5 act as webs to provide shear resistance, and the combination of the underground building side wall 11 and the support pile group 2 forms a box structure, greatly improving the overall bending resistance of the enclosure structure. When the enclosure structure is subjected to the pressure load of the building superstructure, the enclosure structure formed by the combination of the underground building side wall 11 and the support pile group 2 is collectively compressed, thereby improving the compression bearing capacity of the enclosure structure.

[0076] In addition, the rib walls 5 are fixedly connected to the underground building side wall 11 and the support pile group 2, and the underground building side wall 11 and the support pile group 2 are supported by the rib walls 5 without the need for backfilling in the support gap 4, thereby reducing the backfilling step, avoiding construction in the narrow area of the support gap 4, and thus reducing the construction difficulty and cost.

[0077] It can be understood that, as shown in Figures 5 to 9 The rib walls 5 are constructed synchronously with the underground building side wall 11. When the reinforcement structure and the formwork structure of the underground building side wall 11 are tied, the reinforcement structure of the rib walls 5 is tied and fixed synchronously, and after the concrete is poured, the rib walls 5 and the underground building side wall 11 form an integrally formed structure. In this way, not only is the erection of the reinforcement structure and the formwork structure facilitated, but also the integrally formed structure has better overall integrity, avoiding separation between the rib walls 5 and the underground building side wall 11 under the action of shear force. Specifically, as shown in Figure 5 The enclosure structure is in the first construction stage, the foundation pit 3 has been excavated under the support of the support pile group 2, and the construction of the underground building side wall 11 and the rib walls 5 has not been carried out, and two horizontal supports are provided for the safety of the foundation pit support. As shown in Figure 6 The enclosure structure is in the second construction stage, the construction of the underground building side wall 11 corresponding to the third layer of the underground building has been completed, the rib walls 5 are fixedly connected to the underground building side wall 11 and the support pile group 2, and the lower horizontal support has been removed. As shown in Figure 7As shown, the enclosure is in the third construction stage, the construction of the third layer of underground building and the corresponding underground building side wall 11 of the second layer has been completed, and the underground building side wall 11 and the support pile group 2 are fixedly connected through the rib wall 5, wherein the lower horizontal support has been removed. Figure 8 As shown, the enclosure is in the fourth construction stage, the construction of the third layer of underground building and the corresponding underground building side wall 11 of the second layer has been completed, and the underground building side wall 11 and the support pile group 2 are fixedly connected through the rib wall 5, wherein the two horizontal supports have been removed. Figure 9 As shown, the enclosure is in the completion stage, the construction of the underground building side wall 11 reaches the ground, and the underground building side wall 11 and the support pile group 2 are fixedly connected through the rib wall 5.

[0078] During the construction of the underground building side wall 11, the rib wall 5 gradually forms a supporting effect on the support pile group 2, and as the construction progresses, the supporting effect of the rib wall 5 gradually plays a role, thereby reducing the horizontal support requirement of the support pile group 2 and increasing the unsupported height of the support pile group 2. Not only does this increase the construction space, but it also speeds up the construction efficiency.

[0079] By setting the damping device and the shock isolation layer, a multi-level protection system is formed, which can provide all-round protection during an earthquake and ensure the safety of personnel and facilities. The damping device and the shock isolation layer not only effectively respond to earthquakes, but also reduce the slight vibrations of the building in daily use, improving the comfort of the living and working environment. The shock isolation layer material has a certain sound insulation effect, which can reduce the entry of external noise and provide a more quiet living and working environment.

[0080] As a preferred embodiment of the present application, Figure 1 As shown, the support pile group 2 includes a first support pile 21 and a second support pile 22, the first support pile 21 is provided with a steel sleeve 211, the first support piles 21 are arranged at intervals, at least one second support pile 22 is arranged between adjacent first support piles 21, and the rib wall 5 is fixedly connected with the first support pile 21; a flexible connection structure is arranged between the rib wall 5 and the first support pile 21, and the flexible connection structure includes an elastic gasket and / or a shock absorber.

[0081] The steel sleeve 211 is a prefabricated metal part, usually made of high-strength steel, with internal threads or special-shaped holes for connecting and fixing steel bars. Before pouring concrete into the support pile, the steel sleeve 211 is placed in the designated position in advance and fixed on the steel reinforcement cage of the support pile through the reserved steel reinforcement positioner (such as a long flat steel). Then, by pouring concrete, the first support pile 21 is formed.

[0082] The second support pile 22 is a pile structure formed by pouring plain concrete. During the construction of the support pile group 2, the construction of the second support pile 22 is prioritized, then the pile hole of the first support pile 21 is punched, the steel sleeve 211 is placed into the pile hole of the first support pile 21, and concrete pouring is carried out, finally forming the support pile group 2, thereby facilitating the interlocking construction of the support piles.

[0083] The steel sleeve 211 is usually embedded in the key position of the support pile, such as in the area that needs to bear larger shear force. The hole inside these sleeves can accommodate and fix horizontal and vertical steel bars, forming a local reinforcement area. This design is similar to the role of stirrups, which can effectively resist shear force and prevent concrete from being damaged under shear load. By improving the overall shear capacity of the support pile through the steel sleeve 211, the cracks or damage caused by shear stress concentration are reduced.

[0084] The presence of the steel sleeve 211 makes the support pile have higher local stiffness at specific locations. This helps to reduce the deformation of these areas, especially when facing lateral loads such as soil pressure, which can more effectively maintain the stability of the structure. This design can effectively resist the influence of environmental factors such as corrosion, temperature changes, etc., prolonging the service life of the support pile and improving the durability of the structure.

[0085] The first support pile 21 is mainly used to bear the water and soil pressure provided by the external environment, while the second support pile 22 fills the gap between adjacent first support piles 21, thereby providing the support pile group 2 with impermeability. Through the combined design of the first support pile 21 and the second support pile 22, not only is the interlocking construction of the support piles facilitated, but the construction cost of the support pile group 2 is also reduced, and the first support pile 21 acts as a reinforcing bar for the entire support pile group 2, enhancing the overall strength of the support pile group 2.

[0086] The rib wall 5 is fixedly connected with the first support pile 21, and the distance between adjacent rib walls 5 is an integer multiple of the distance between adjacent first support piles 21. The fixed connection of the rib wall 5 with the first support pile 21 can provide additional support for the first support pile 21 in the horizontal direction. When external loads such as soil pressure act on the first support pile 21, the rib wall 5 can effectively transfer these loads, so that the enclosure structure is jointly stressed, thereby improving the lateral force resistance performance of the entire enclosure structure.

[0087] The presence of the steel sleeve 211 makes the connection between the rib wall 5 and the support pile more uniform, reducing local stress concentration. This helps to improve the stability of the entire connection site and prevent damage caused by excessive local stress. At the same time, when shear force occurs between the first support pile 21 and the rib wall 5, the steel sleeve 211 can effectively transmit these shear forces. The bonding force between the steel inside the steel sleeve 211 and the concrete, as well as the strength of the steel sleeve 211 itself, jointly act on the transmission of shear force, improving the shear capacity of the entire connection site.

[0088] The elastic gasket can provide additional cushioning capacity during an earthquake, reducing structural deformation and stress concentration. This design allows the structure to have a certain deformation capacity during an earthquake, thereby avoiding stress concentration and damage caused by rigid connection. The elastic gasket has good elasticity and recovery ability, which can quickly recover to its original state after an earthquake, maintaining the stability and integrity of the structure.

[0089] The shock absorber can effectively absorb seismic energy, reduce structural vibration amplitude, and reduce the impact of earthquakes on buildings. This helps to reduce structural displacement and deformation during an earthquake, thereby improving the overall stability and safety of the structure. The shock absorber can disperse stress in local areas, avoiding stress concentration in certain key parts and preventing damage or failure caused by excessive local stress.

[0090] As an embodiment under the present embodiment, as shown in Figure 1 and Figure 2 , the first support pile 21 is provided with a groove 212 extending along the axial direction of the first support pile 21, the steel sleeve 211 includes a body and a positioning part 2111 cooperating with the groove 212, the positioning part 2111 is bent towards the groove 212 relative to the body and extends into the groove 212, at least part of the rib wall 5 is arranged in the groove 212; the cross-sectional shape of the groove 212 is trapezoidal or rectangular, a plurality of anti-skid teeth are arranged on the side wall of the groove 212 to increase the friction between the rib wall 5 and the groove 212; a prestressed anchor is arranged inside the groove 212, and the prestressed anchor applies prestress to the rib wall 5 through tensioning equipment.

[0091] It can be understood that the groove 212 is formed by the first support pile 21 being recessed radially inwardly, and the groove 212 is located on the side of the first support pile 21 facing the underground building side wall 11, thereby facilitating the structural connection of the rib wall 5 and the support pile group 2. The presence of the groove 212 provides a clear guide for the construction of the rib wall 5, and connecting the rib wall 5 in the groove 212 can effectively control the construction error and ensure that the rib wall 5 and the support pile are accurately connected according to the design requirements.

[0092] The at least part of the rib wall 5 is arranged in the groove 212, which can ensure that the connection between the rib wall 5 and the support pile is more stable and reliable. This design not only increases the physical contact area between the two, but also increases the connection strength through mechanical engagement, thereby reducing the relative sliding or misalignment caused by external loads. At the same time, the rib wall 5 can better participate in the stress process of the overall structure. When subjected to shear force in the horizontal direction, the part of the rib wall 5 in the groove 212 can provide additional support, thereby enhancing the ability of the entire pile-wall combined structure to resist shear deformation.

[0093] The steel sleeve 211 includes a body and a positioning portion 2111 matched with the groove 212, which is bent towards the groove 212 relative to the body. First, the positioning portion 2111 provides a clear installation guide for the steel sleeve 211, which forms a circumferential positioning for the installation of the steel sleeve 211, thereby facilitating the fixation of the steel sleeve 211 in the correct position, greatly simplifying the on-site construction process, and reducing the operation difficulty and time cost.

[0094] Secondly, by bending the positioning portion 2111 into the groove 212, the steel sleeve 211 not only relies on its own strength and adhesion with the concrete to transfer the load, but also further strengthens the connection between the two through mechanical engagement. This can effectively prevent the separation between the steel sleeve 211 and the concrete structure, and maintain good overall performance. When shear force occurs between the rib wall 5 and the support pile, the supporting effect of the positioning portion 2111 on the side wall of the groove 212 prevents the concrete from being crushed due to excessive shear force.

[0095] The design of the anti-skid teeth increases the friction between the rib wall 5 and the groove 212, preventing sliding under extreme conditions such as earthquakes, and improving the stability of the connection part. The anti-skid teeth are made of high-strength metal material and are fixed by welding or mechanical connection, ensuring their firmness and durability, and not easily damaged during long-term use. The prestressed anchor rod is made of high-strength steel material, and a thread or serrated protrusion is provided on its surface, which increases the mechanical engagement strength between the concrete and the prestressed anchor rod, preventing it from being separated when subjected to a large tensile force.

[0096] The number and arrangement spacing of the prestressed anchor rods can be optimized according to the seismic parameters to ensure sufficient bearing capacity under seismic loads and enhance the overall stability of the structure.

[0097] Specifically, as shown in FIG. 1, the rib wall 5 is arranged in the groove 212 of the support pile 2, and the rib wall 5 is connected to the support pile 2 through the steel sleeve 211. Figure 1 and Figure 2As shown, the thickness of the rib wall 5 is less than or equal to 2 / 3 of the diameter of the first support pile 21. The thickness limitation of the rib wall 5 makes the connection between the rib wall 5 and the first support pile 21 more coordinated. This design ensures that the rib wall 5 does not affect the normal work of the support pile due to excessive thickness, and also ensures the connection strength between the two.

[0098] At least part of the rib wall 5 is located in the groove 212, and the thickness of the rib wall 5 is about the width of the groove 212, that is, the width of the groove 212 is less than or equal to 2 / 3 of the diameter of the first support pile 21. This design ensures that the side wall of the groove 212 has sufficient wall thickness to maintain its own structural strength. The thicker side wall of the groove 212 can better resist shear force. When external load (such as soil pressure) acts on the support pile, the side wall of the groove 212 can effectively disperse these shear forces and reduce stress concentration at a single connection point, which helps to prevent concrete cracking or damage due to local stress concentration, thereby improving the shear capacity of the entire enclosure structure.

[0099] As another embodiment of the present embodiment, the rib wall 5 extends in the vertical direction,

[0100] The extension plane of the rib wall 5 is perpendicular to the extension plane of the side wall 11 of the underground building,

[0101] Alternatively, the extension plane of the rib wall 5 is inclined relative to the extension plane of the side wall 11 of the underground building, and the inclination directions of adjacent rib walls 5 are opposite.

[0102] The present application does not limit the angle between the plane of the rib wall 5 and the plane of the side wall 11 of the underground building, and any one of the following embodiments can be used.

[0103] Embodiment one: as shown, Figure 1 The extension plane of the rib wall 5 is perpendicular to the extension plane of the side wall 11 of the underground building. The vertical arrangement of the rib wall 5 and the side wall 11 of the underground building makes the positioning and installation work during construction more simple. Construction personnel can directly determine the position of the rib wall 5 according to the position of the first support pile 21, without the need for additional complex measurement and adjustment, thereby improving construction efficiency. This design is conducive to the use of prefabricated components, which can be made in advance in the factory, and then quickly installed on site, reducing on-site construction time and labor costs.

[0104] When external loads (such as soil pressure, water pressure) act on the support pile group 2, the vertically arranged rib wall 5 can better transmit these loads, and the support force of the rib wall 5 on the first support pile 21 is in the radial direction of the first support pile 21, and the support force of the rib wall 5 on the underground building side wall 11 is perpendicular to the plane of the underground building side wall 11. That is, less shear force is generated between the rib wall 5 and the first support pile 21 and the underground building side wall 11, and the rib wall 5 mainly bears the extrusion force, and the rib wall 5 made of reinforced concrete has strong extrusion resistance. This reduces the possibility of damage to the rib wall 5 and the rib wall 5 and the underground building side wall 11 and the support pile group 2 due to shear resistance.

[0105] In the second embodiment, the extension plane of the rib wall 5 is inclined relative to the extension plane of the underground building side wall 11, and the adjacent rib walls 5 are inclined in opposite directions. The design of the adjacent rib walls 5 being inclined in opposite directions forms a shape similar to a triangle or a trapezoid with the underground building side wall 11 and the support pile group 2, thereby forming a more stable overall structural system, which can effectively improve the ability of the structure to resist horizontal shear force. When external loads (such as soil pressure) act on the enclosure structure, the shear stress can be better dispersed and transmitted, thereby reducing the concentrated stress on a single component and avoiding local damage. In addition, the design of the adjacent rib walls 5 being inclined in opposite directions not only improves the lateral stiffness of the entire enclosure structure, but also enhances its stability in the face of asymmetric loads. Even if one side is subjected to greater pressure, the other side can still provide effective support to prevent excessive deformation or instability of the structure.

[0106] As a preferred embodiment of the present application, as shown in Figure 1 and Figure 3 , the rib wall 5 is provided with a horizontal connecting rib 51, the support pile is provided with an auxiliary rib 23 matched with the horizontal connecting rib 51, the support pile is provided with a fixing member 24 extending along the axis direction of the support pile, and the horizontal connecting rib 51 and the auxiliary rib 23 are fixedly connected through the fixing member 24. The two ends of the auxiliary rib 23 are provided with hooks.

[0107] The fixed connection of the horizontal connecting rib 51 and the auxiliary rib 23 can effectively transmit shear force in the horizontal direction and bear the tensile force generated inside the rib wall 5. The concrete structure has strong compressive resistance but weak tensile resistance. The arrangement of the horizontal connecting rib 51 and the auxiliary rib 23 enhances the tensile resistance of the component, so that the component can bear bending action or shear force action. The composite structure formed by the horizontal connecting rib 51 and the auxiliary rib 23 significantly improves the load-bearing capacity and anti-deformation capacity of the entire enclosure structure. This design enables the enclosure structure to better resist external loads and ensures the safety and stability of the basement.

[0108] The horizontal connecting rib 51 is fixedly connected with the auxiliary rib 23 through the fixing piece 24 without using welding or other connection methods, which makes the positioning and installation work in the construction process more simple. The construction personnel can directly determine the position of the horizontal connecting rib 51 and the auxiliary rib 23 according to the position of the fixing piece 24, without the need for additional complex measurement and adjustment, thereby improving the construction efficiency. This design is conducive to the use of prefabricated components, which can be made in advance in the factory, and then quickly installed on site, thereby reducing the on-site construction time and labor cost.

[0109] The hook is made of high-strength steel material and is strengthened through mechanical processing or heat treatment process to ensure that it has sufficient tensile strength and can remain stable under extreme conditions. The angle and length of the hook are optimized according to actual requirements to ensure that it has sufficient anchoring force under seismic load to prevent the steel bar from slipping or pulling out.

[0110] The design of the hook increases the contact area and friction between the steel bar and the concrete, improves the anchoring effect of the steel bar, and prevents it from slipping when subjected to a large shear force. The hook can effectively disperse stress and avoid stress concentration in some key parts to prevent damage or failure due to excessive local stress.

[0111] The concrete itself has certain waterproof and moisture-proof function, combined with the design of the hook, can effectively prevent groundwater or other liquids from penetrating into the structure, further enhancing the durability of the structure.

[0112] As an embodiment under the present embodiment, as shown in Figure 1 and Figure 3 , the side wall 11 of the underground building is provided with a vertical reinforcing rib 111, the horizontal connecting rib 51 surrounds the vertical reinforcing rib 111, and the auxiliary rib 23 is bent and extends in the support pile; the surface of the vertical reinforcing rib 111 is provided with threads or sawtooth protrusions. The vertical reinforcing rib 111 enhances the vertical load-carrying capacity of the side wall 11 of the underground building, and improves the compression and bending resistance of the side wall. This helps to prevent the side wall from deforming or being damaged when subjected to external loads. The design of the horizontal connecting rib 51 surrounding the vertical reinforcing rib 111 forms a tight connection between the two. When the horizontal connecting rib 51 exerts a tensile force on the side wall 11 of the underground building, the tensile force acts on the vertical reinforcing rib 111, which converts the tensile force into a compressive force acting on the concrete structure, thereby improving the load-carrying capacity between the rib wall 5 and the side wall 11 of the underground building, thereby improving the integrity of the entire structure.

[0113] The auxiliary rib 23 is bent and extends in the support pile, forming a hook-like structure. This design increases the contact area between the steel bar and the concrete, enhances the mechanical interlocking effect, improves the bonding force between the steel bar and the concrete, prevents the steel bar from being pulled out or sliding from the concrete under external load, and thus improves the stability of the connection part. The bending extension of the auxiliary rib 23 in the support pile allows the load to be uniformly distributed in a larger range. When external load acts on the support pile, the bent auxiliary rib 23 can more effectively transmit the load to the surrounding concrete, reducing local stress concentration.

[0114] The thread or sawtooth-shaped protrusions are made by high-precision machining process, ensuring that they have sufficient mechanical interlocking strength and can remain stable under extreme conditions. The design of the protrusions is optimized according to actual needs to ensure sufficient tensile strength under seismic load and prevent the steel bar from slipping or being pulled out.

[0115] The thread or sawtooth-shaped protrusions increase the contact area and friction between the steel bar and the concrete, improve the anchoring effect of the steel bar, and prevent it from slipping under large shear force.

[0116] The thread or sawtooth-shaped protrusions can effectively disperse stress, avoid stress concentration in some key parts, and prevent damage or failure due to excessive local stress.

[0117] As another embodiment under the present embodiment, as shown in Figure 3 and Figure 4 The fixing member 24 is provided with a plurality of fixing channels 241, and the horizontal connecting rib 51 and the auxiliary rib 23 extend at least partially in the fixing channels 241. The fixing member 24 is provided with a plurality of fixing channels 241, and the horizontal connecting rib 51 and the auxiliary rib 23 extend at least partially in the fixing channels 241. First, the fixing channels 241 provide position guidance for the horizontal connecting rib 51. By extending the horizontal connecting rib 51 into the fixing channels 241, the position of the horizontal connecting rib 51 can be accurately positioned, improving the convenience and accuracy of construction. At the same time, the existence of the fixing channels 241 allows the horizontal connecting rib 51 and the auxiliary rib 23 to be accurately aligned and fixed at a specific position, thereby forming a more coherent overall stress system.

[0118] Secondly, by inserting the horizontal connecting rib 51 and the auxiliary rib 23 into the fixing channel 241, a tight fit between the reinforcing bar and the fixing member 24 can be achieved. This design not only relies on the tensile strength of the reinforcing bar itself to transfer the load, but also utilizes the mechanical interlocking effect provided by the fixing member 24, further enhancing the stability of the connection point. In this way, when subjected to external forces, the reinforcing bar can be effectively prevented from being pulled out or sliding from the concrete, ensuring the safety of the entire structure. Compared with traditional welding or binding methods, the use of fixing members 24 with fixing channels 241 can simplify the on-site construction process. Simply insert the reinforcing bar into the corresponding channel to complete the positioning, without the need for additional welding equipment or complex binding operations. This not only speeds up the construction process, but also reduces labor intensity and safety risks, which is particularly advantageous in narrow support gaps 4.

[0119] It can be understood that the above two embodiments can be used in combination, that is, the fixing member 24 is arranged at the groove bottom of the groove 212, thereby improving the fixing stability of the fixing member 24 on the first support pile 21, which is not limited by the present application.

[0120] As a preferred embodiment of the present application, as shown in Figures 7 to 9 The support pile group 2 further includes a waist beam 25 protruding towards the underground building side wall 11, the waist beam 25 is connected with a plurality of support piles, the rib wall 5 is provided with a matching groove 52 matched with the waist beam 25, and at least part of the waist beam 25 is located in the matching groove 52. The waist beam 25, as a key component connecting multiple support piles, can connect the dispersed support piles into a more stable whole. When external loads (such as soil pressure) act on the enclosure structure, the waist beam 25 can effectively disperse and transfer these loads, reducing the concentrated stress on a single support pile, thereby improving the stability of the entire enclosure system.

[0121] Secondly, by setting the matching groove 52 on the rib wall 5 matched with the waist beam 25, and making part of the waist beam 25 located in the groove, the contact area between the rib wall 5 and the waist beam 25 can be significantly increased. This tight connection not only enhances the mechanical interlocking between the two, but also improves the shear resistance of the entire structure. When the underground building side wall 11 is subjected to the gravity of the aboveground building main body, a vertical shear force will be generated between the underground building side wall 11 and the support pile group 2, and the cooperation of the waist beam 25 and the rib wall 5 can better participate in the stress process, so that the entire enclosure structure bears the gravity of the aboveground building main body, avoiding the relative sliding between the underground building side wall 11 and the support pile group 2, and avoiding large structural settlement of the building.

[0122] As a preferred embodiment of the present application, as shown in Figure 9As shown, the rib wall 5 is located at least on the upper side of the foundation pit 3, the lower edge of the rib wall 5 is higher than or equal to the lower edge of the foundation pit 3, and the upper edge of the rib wall 5 is equal to the upper edge of the foundation pit 3.

[0123] h r =H-(H 基坑下边沿 -H 肋墙下边沿 ), where H is the depth of the foundation pit, and hr is the height of the rib wall in meters. The upper side of the foundation pit 3 is usually one of the areas with the highest earth pressure and water pressure, as it is directly exposed to external loads. By placing the rib wall 5 on the upper side of the foundation pit 3, the stability of this critical area can be effectively enhanced.

[0124] For example, if the depth of the foundation pit H is 20 meters, and the distance between the lower edge of the rib wall 5 and the lower edge of the foundation pit 3 is 2 meters, then the height of the rib wall 5 hr is:

[0125] h r = 20 - (20 - 2) = 2 meters;

[0126] In addition, by adjusting the height and position of the rib wall 5, different geological conditions and engineering requirements can be flexibly addressed. For example, in soft soil foundation or high water level environment, the stability of the structure can be improved by increasing the height of the rib wall 5; while in relatively stable foundation conditions, the height can be appropriately reduced to save costs.

[0127] By reasonably designing the relationship between the depth of the foundation pit (H) and the height of the rib wall (hr), the rib wall 5 can ensure sufficient bearing capacity and stability under seismic loads.

[0128] The places not mentioned in the present application can be realized by adopting or referring to the existing technology.

[0129] Each embodiment in the specification is described in a progressive manner, and the same or similar parts between each embodiment can be mutually referred to. Each embodiment focuses on the differences from other embodiments.

[0130] The above only describes the embodiments of the present application and is not intended to limit the present application. Those skilled in the art can make various modifications and changes to the present application. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principles of the present application shall be included in the scope of the claims of the present application.

Claims

1. A pile-wall combined enclosure structure based on an underground building, wherein a main body of the underground building is arranged in a foundation pit, and the enclosure structure comprises a side wall of the underground building, a support pile group, a plurality of support piles arranged in a row on a side wall of the foundation pit, and a support space formed by interlocking adjacent support piles, the side wall of the underground building being located in the support space, a support gap being formed between the side wall of the underground building and the support pile group, and a plurality of rib walls being arranged in the support gap and fixedly connected with the side wall of the underground building and the support pile group. 2.The pile-wall combined enclosure structure based on the underground building according to claim 1, wherein the support pile group comprises first support piles and second support piles, the first support piles are provided with a reinforcing sleeve, the first support piles are arranged at intervals, at least one second support pile is arranged between adjacent first support piles, and the rib walls are fixedly connected with the first support piles. 3.The pile-wall combined enclosure structure based on the underground building according to claim 2, wherein the first support piles are provided with a groove extending along an axial direction of the first support piles, the reinforcing sleeve comprises a body and a positioning portion matched with the groove, the positioning portion is bent towards the groove relative to the body, and at least a part of the rib wall is arranged in the groove. 4.The pile-wall combined enclosure structure based on the underground building according to claim 3, wherein a thickness of the rib wall is less than or equal to 2 / 3 of a diameter of the first support pile. 5.The pile-wall combined enclosure structure based on the underground building according to claim 2, wherein the rib wall extends in a vertical direction, an extension plane of the rib wall is perpendicular to an extension plane of the side wall of the underground building, or the extension plane of the rib wall is inclined relative to the extension plane of the side wall of the underground building, and adjacent rib walls are oppositely inclined. 6.The pile-wall combined enclosure structure based on the underground building according to claim 1, wherein the rib wall is provided with a horizontal connecting rib, the support pile is provided with an auxiliary rib matched with the horizontal connecting rib, the support pile is provided with a fixing member extending along an axial direction of the support pile, and the horizontal connecting rib and the auxiliary rib are fixedly connected through the fixing member. 7.The pile-wall combined enclosure structure based on the underground building according to claim 1, wherein a damping device is arranged on a contact surface between the rib wall, the side wall of the underground building and the support pile group. 8.The pile-wall combined enclosure structure based on the underground building according to claim 1, wherein a shock isolation layer is arranged on the contact surface between the rib wall, the side wall of the underground building and the support pile group. ​ ​ ​ ​ ​ ​ ​ ​ ​ ​ ​ ​ 7. The pile wall combined enclosure structure based on underground building according to claim 6, wherein the lateral wall of the underground building is provided with vertical reinforcing bars, the horizontal connecting bars surround the vertical reinforcing bars, and the auxiliary bars extend in the supporting piles. The surface of the vertical reinforcing bars is provided with threads or serrated protrusions.

8. The pile wall combined enclosure structure based on underground building according to claim 6, wherein the fixing member is provided with a plurality of fixing channels, and the horizontal connecting bars and the auxiliary bars extend in the fixing channels at least in partial regions.

9. The pile wall combined enclosure structure based on underground building according to claim 1, wherein the group of supporting piles further comprises a waist beam protruding towards the lateral wall of the underground building, the waist beam is connected with a plurality of the supporting piles, the rib wall is provided with a matching groove matched with the waist beam, and at least a partial region of the waist beam is located in the matching groove.

10. The pile wall combined enclosure structure based on underground building according to claim 1, wherein the rib wall is located at least on the upper side of the foundation pit, the lower edge of the rib wall is higher than or equal to the lower edge of the foundation pit, and the upper edge of the rib wall is equal to the upper edge of the foundation pit. wherein the depth of the foundation pit is H, and hr is the height of the rib wall, in meters. ​ ​ ​ h r = H - (H 基坑下边沿 -H 肋墙下边沿 ), ​

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