Pile wall combined enclosure structure based on underground building

Abstract

The invention 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 invention belongs to the field of underground engineering, and in particular relates to a pile-wall combined enclosure structure for underground construction. Background Art

[0002] With the acceleration of urbanization, the development and utilization of underground space has become an important part of modern urban construction. Especially in the central areas of cities with dense populations and scarce land resources, the construction of underground buildings in deep foundation pits has become particularly critical. However, in such projects, how to effectively solve the challenges brought by unfavorable factors such as high water and soil pressure on construction land in earthquake-prone areas and narrow construction space is an urgent problem to be solved in the field of underground engineering.

[0003] At present, there are two main methods for the design and construction of deep foundation pit underground buildings: One is to consider the supporting structure (such as piles) and underground buildings separately to ensure the independence of the two in the design and construction process. Although this method helps to simplify the construction process and facilitates management, it also exposes some problems. Due to the narrow space between the supporting structure and the underground building, it is not convenient for subsequent backfill construction, and the backfill quality is difficult to ensure. At the same time, when the underground building is buried deep or close to other existing buildings, the requirements for lateral displacement are more stringent, which not only puts higher requirements on the structural strength of the supporting structure and underground buildings, but also increases the difficulty of construction and increases the construction cost.

[0004] The second is to integrate the support structure with the underground building enclosure structure, such as using a continuous wall as part of the outer wall of the underground building. Although this method can effectively expand the use area of ​​underground buildings and reduce comprehensive costs, it also has the following shortcomings. During the construction process, it is difficult to accurately control the error of the continuous wall, and there may be a large deformation problem, which affects the appearance and use of the underground building. Moreover, when the deformation of the continuous wall increases further, it affects the anti-seepage function of the continuous wall, which in turn affects the safety and durability of the entire building. Summary of the invention

[0005] The present invention provides a pile-wall combined enclosure structure for underground buildings to solve the problems of narrow backfill construction space and difficulty in ensuring backfill quality due to the separate consideration of support structures and underground buildings in earthquake-prone areas, as well as large deformation of the enclosure structure and impact on anti-seepage function due to the use of continuous walls as part of the outer walls of underground buildings.

[0006] The technical solution adopted by the present invention is: A pile-wall combined enclosure structure for underground buildings, wherein the main body of the underground building is arranged in a foundation pit, and the enclosure structure comprises a side wall of the underground building and a supporting pile group, wherein a plurality of supporting piles are arranged in a row on the side wall of the foundation pit, and adjacent supporting piles are engaged with each other to form the supporting pile group, and the supporting pile group encloses a supporting space, wherein the side wall of the underground building is located in the supporting space, and a supporting gap is provided between the side wall of the underground building and the supporting pile group, wherein a plurality of rib walls are arranged in the supporting gap, and the rib walls are fixedly connected to the side wall of the underground building and the supporting pile group; A plurality of damping devices are also arranged in the support gap, and the damping devices are installed on the contact surface between the rib wall and the side wall of the underground building and the supporting pile group; A seismic isolation layer is arranged on the contact surface between the rib wall and the side wall of the underground building and the supporting pile group.

[0007] The pile-wall combined enclosure structure for underground buildings of the present invention also has the following additional technical features: The supporting pile group includes a first supporting pile and a second supporting pile, the first supporting pile is provided with a steel sleeve, the first supporting piles are arranged at intervals, at least one second supporting pile is arranged between adjacent first supporting piles, and the rib wall is fixedly connected to the first supporting pile; A flexible connection structure is provided between the rib wall and the first supporting pile, and the flexible connection structure includes an elastic gasket and / or a shock absorber.

[0008] The first supporting pile is provided with a groove extending along the axis direction of the first supporting pile, the steel sleeve comprises a body and a positioning portion cooperating with the groove, the positioning portion is bent relative to the body and extends into the groove, and at least a part of the rib wall is arranged in the groove; The cross-sectional shape of the groove is trapezoidal or rectangular, and a plurality of anti-slip teeth are arranged on the side wall of the groove to increase the friction between the rib wall and the groove; A prestressed anchor rod is arranged inside the groove, and the prestressed anchor rod applies prestress to the rib wall through a tensioning device.

[0009] The thickness of the rib wall is less than or equal to 2 / 3 of the diameter of the first supporting pile.

[0010] The rib wall extends in the vertical direction, The extension plane of the rib wall is perpendicular to the extension plane of the side wall of the underground building. 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 inclination directions of adjacent rib walls are opposite.

[0011] The rib wall is provided with horizontal connecting ribs, the supporting pile is provided with auxiliary ribs matching the horizontal connecting ribs, the supporting pile is provided with fixing pieces extending along the axis direction of the supporting pile, and the horizontal connecting ribs are fixedly connected with the auxiliary ribs through the fixing pieces; The two ends of the auxiliary ribs are provided with hooks.

[0012] The side wall of the underground building is provided with vertical reinforcement bars, the horizontal connecting bars surround the vertical reinforcement bars, and the auxiliary bars are bent and extended in the supporting piles; The surface of the vertical reinforcing rib is provided with screw threads or sawtooth protrusions.

[0013] The fixing member is provided with a plurality of fixing channels, and at least partial areas of the horizontal connecting ribs and the auxiliary ribs extend in the fixing channels.

[0014] The supporting pile group also includes a waist beam protruding toward the side wall of the underground building, the waist beam is connected to a plurality of the supporting piles, the rib wall is provided with a matching groove matching with the waist beam, and at least a partial area of ​​the waist beam is located in the matching groove.

[0015] The rib wall is at least located 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; , Among them, the foundation pit depth is H, hr is the height of the rib wall, and the unit is meter.

[0016] Due to the adoption of the above technical solution, the beneficial effects achieved by the present invention are as follows: 1. In the present invention, the rib wall is fixedly connected to the side wall of the underground building and the supporting pile group. The supporting pile group and the side wall of the underground building are combined into a whole through the rib wall, which can significantly enhance the lateral force resistance of the entire enclosure structure. Under the lateral water and soil pressure, the supporting pile group and the side wall of the underground building participate in compression or tension as flanges, and the rib wall provides shear resistance as a web. The side wall of the underground building and the supporting pile group form a box-type structure, which greatly improves 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 side wall of the underground building and the supporting pile group is compressed together, which improves the compressive bearing capacity of the enclosure structure.

[0017] In addition, the adjacent support piles are interlocked to form the support pile group, which forms the first waterproofing layer, and can reduce or avoid the amount of liquid that seeps into the support space. The side wall of the underground building forms the second waterproofing layer, and even if some liquid flows into the support space, it is difficult to achieve seepage into the underground building. The side wall of the underground building supports the support pile group through the rib wall, and can jointly bear the lateral water and soil pressure, thereby reducing the deformation of the support pile group, thereby avoiding the weakening of the anti-seepage function caused by cracks caused by the deformation of the support pile group.

[0018] Again, the rib wall is fixedly connected to the side wall of the underground building and the supporting pile group. The side wall of the underground building and the supporting pile group support each other through the rib wall, and there is no need to support them through backfill materials in the support gap, which reduces the backfill steps and avoids construction in narrow areas of the support gap, thereby reducing construction difficulty and reducing construction costs.

[0019] During the construction of the side walls of underground buildings, the rib walls gradually support the supporting pile groups. As the construction progresses, the supporting role of the rib walls is gradually exerted, thereby reducing the horizontal support requirements for the supporting pile groups and increasing the unsupported height of the supporting pile groups for replacement and support. This not only increases the construction space, but also speeds up construction efficiency.

[0020] Damping devices can effectively absorb earthquake energy, reduce the amplitude of structural vibration, 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. Damping devices can also disperse stress in local areas, avoid stress concentration in certain key areas, and prevent damage or failure caused by excessive local stress.

[0021] The seismic isolation layer is usually made of high-damping rubber material, which can effectively isolate the transmission of seismic waves when an earthquake occurs and reduce the impact of the earthquake on underground buildings. This design can significantly reduce the direct impact of seismic waves on the structure and protect the building from earthquake damage.

[0022] In addition, the seismic isolation layer has good buffering properties, providing additional elastic support during an earthquake, further reducing the vibration amplitude of the structure and ensuring the safety and stability of the building during an earthquake.

[0023] 2. As a preferred embodiment of the present invention, the first support pile is provided with a groove extending along the axial direction of the first support pile, the steel sleeve comprises a body and a positioning portion cooperating with the groove, the positioning portion is bent relative to the body and extends into the groove, and at least a part of the rib wall is arranged in the groove. Firstly, due to the presence of the positioning portion, a clear installation guide is provided for the steel sleeve, and circumferential positioning is formed for the installation of the steel sleeve, which is convenient for fixing the steel sleeve in the correct position, greatly simplifying the on-site construction process, and reducing the difficulty of operation and time cost.

[0024] Secondly, by bending the positioning part into the groove, the steel sleeve not only relies on its own strength and bonding force with the concrete to transfer the load, but also can further strengthen the connection between the two through mechanical bite. This can effectively avoid the separation between the steel sleeve and the concrete structure and maintain good overall performance. When shear force is generated between the rib wall and the supporting pile, the support effect formed by the positioning part on the side wall of the groove prevents the concrete from being broken due to excessive shear force.

[0025] Thirdly, since the presence of the groove provides a clear guide for the construction of the rib wall, connecting the rib wall in the groove can effectively control the construction error and ensure that the rib wall and the supporting piles are accurately connected according to the design requirements. In addition, at least part of the area of ​​the rib wall is arranged in the groove, which can ensure that the connection between the rib wall and the supporting piles 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 bite, reducing the relative sliding or dislocation caused by external loads. At the same time, the rib wall can better participate in the force-bearing 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 composite structure to resist shear deformation.

[0026] 3. As a preferred embodiment of the present invention, the rib wall extends in the vertical direction, the extension plane of the rib wall is inclined relative to the extension plane of the side wall of the underground building, and the inclination directions of adjacent rib walls are opposite. Adjacent rib walls are designed to be inclined in opposite directions, and the adjacent rib walls, the side wall of the underground building and the supporting pile group form a shape similar to a triangle or a trapezoid, 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 retaining 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 adjacent rib walls inclined in opposite directions not only improves the lateral stiffness of the entire retaining 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 the structure from excessive deformation or instability.

[0027] 4. As a preferred embodiment of the present invention, the fixing member is provided with a plurality of fixing channels, and at least part of the horizontal connecting ribs and the auxiliary ribs extend in the fixing channels. First, the fixing channels provide positional guidance for the horizontal connecting ribs. By extending the horizontal connecting ribs into the fixing channels, the horizontal connecting ribs can be accurately positioned, thereby improving the convenience and accuracy of construction. At the same time, the existence of the fixing channels enables the horizontal connecting ribs and the auxiliary ribs to be precisely aligned and fixed at specific positions, thereby forming a more coherent overall force system.

[0028] Secondly, by inserting the horizontal connecting bars and auxiliary bars into the fixing holes, a close fit between the steel bars and the fixings can be achieved. This design not only relies on the tensile strength of the steel bars themselves to transfer the load, but also utilizes the mechanical bite provided by the fixings 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 fixings with fixed holes can simplify the on-site construction process. Positioning can be completed by simply inserting the steel bars into the corresponding holes, without the need for additional welding equipment or complex binding operations. This not only speeds up the construction speed, but also reduces labor intensity and safety risks, which is more prominent in narrow support gaps.

[0029] 5. As a preferred embodiment of the present invention, the support pile group also includes a waist beam protruding toward the side wall of the underground building, the waist beam is connected to a plurality of the support piles, the rib wall is provided with a matching groove matching 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 a plurality of support piles, can connect the dispersed support piles into a more stable whole. When external loads (such as soil pressure) act on the retaining structure, the waist beam can effectively disperse and transfer these loads, reduce the concentrated stress on a single support pile, and thus improve the stability of the entire retaining system.

[0030] Secondly, by setting a matching groove on the rib wall that matches the waist beam and positioning part of the waist beam in the groove, the contact area between the rib wall and the waist beam can be significantly increased. This tight connection not only enhances the mechanical engagement between the two, but also improves the shear resistance of the entire 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 supporting pile group. The cooperation of the waist beam and the rib wall can better participate in the force-bearing process, so that the enclosure structure as a whole bears the gravity of the main body of the above-ground building, avoiding relative sliding between the side wall of the underground building and the supporting pile group, and avoiding large structural settlement of the building. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] The drawings described herein are used to provide a further understanding of the present invention and constitute a part of the present invention. The exemplary embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute an improper limitation of the present invention. In the drawings: Figure 1 A horizontal cross-sectional schematic diagram of the enclosure structure in one embodiment of the present invention; Figure 2 for Figure 1 A magnified schematic diagram of the middle A area; Figure 3 A schematic diagram of the connection between the horizontal connecting ribs and the auxiliary ribs in one embodiment of the present invention; Figure 4 is a side view of the fixing member in one embodiment of the present invention; Figure 5 is a vertical cross-sectional schematic diagram of the enclosure structure according to an embodiment of the present invention, wherein the enclosure structure is in a first construction stage; Figure 6 is a vertical cross-sectional schematic diagram of the enclosure structure according to an embodiment of the present invention, wherein the enclosure structure is in the second construction stage; Figure 7 is a vertical cross-sectional schematic diagram of the enclosure structure according to an embodiment of the present invention, wherein the enclosure structure is in the third construction stage; Figure 8 is a vertical cross-sectional schematic diagram of the enclosure structure according to an embodiment of the present invention, wherein the enclosure structure is in the fourth construction stage; Fig. 9 It is a schematic vertical cross-sectional view of the enclosure structure according to one embodiment of the present invention, wherein the enclosure structure is in a completion stage. in: 1 underground building; 11 underground building side wall; 111 vertical reinforcement bar; 2 supporting pile group; 21 first supporting pile; 211 steel sleeve; 2111 positioning part; 212 groove; 22 second supporting pile; 23 auxiliary reinforcement; 24 fixing piece; 241 fixing hole; 25 waist beam; 3 foundation pit; 31 support space; 4 Support gap; 5 rib wall; 51 horizontal connecting rib; 52 matching groove. DETAILED DESCRIPTION

[0032] In order to more clearly illustrate the overall concept of the present invention, a detailed description is given below in an exemplary manner in conjunction with the accompanying drawings.

[0033] In the following description, many specific details are set forth to facilitate a full understanding of the present invention. However, the present invention may also be implemented in other ways different from those described herein. Therefore, the protection scope of the present invention is not limited to the specific embodiments disclosed below.

[0034] In addition, in the description of the present invention, it should be understood that the orientations or positional relationships indicated by the terms "top", "bottom", "inside", "outside", "axial", "radial", "circumferential", etc. are based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present invention.

[0035] In the present invention, unless otherwise clearly specified and limited, the terms "installed", "connected", "connected", "fixed" and the like should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection, an electrical connection, or a communication; it can be a direct connection, or an indirect connection through an intermediate medium, it can be the internal connection of two elements or the interaction relationship between two elements. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0036] In the present invention, unless otherwise clearly specified and limited, the first feature "on" or "under" the second feature may be that the first and second features are in direct contact, or the first and second features are in indirect contact through an intermediate medium. In the description of this specification, the description with reference to the terms "implementation method", "example", "one embodiment", "example" or "specific example" means that the specific features, structures, materials or characteristics described in conjunction with the embodiment or example are included in at least one embodiment or example of the present invention. In this specification, the schematic representation of the above terms does not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials or characteristics described may be combined in an appropriate manner in any one or more embodiments or examples.

[0037] like Figure 1 , Figures 6 to 9As shown, a pile-wall combined enclosure structure for underground buildings, the main body of the underground building 1 is arranged in a foundation pit 3, the enclosure structure includes an underground building side wall 11, a supporting pile group 2, a plurality of supporting piles are arranged in a row on the side wall of the foundation pit 3, adjacent supporting piles are engaged and connected to form the supporting pile group 2, the supporting pile group 2 encloses a supporting space 31, the underground building side wall 11 is located in the supporting space 31, a supporting gap 4 is provided between the underground building side wall 11 and the supporting pile group 2, a plurality of rib walls 5 are arranged in the supporting gap 4, the rib walls 5 are fixedly connected to the underground building side wall 11 and the supporting pile group 2; a plurality of damping devices are also arranged in the supporting 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 supporting pile group 2; A seismic isolation layer is arranged on the contact surface between the rib wall 5 and the underground building side wall 11 and the supporting pile group 2 .

[0038] It is understood that the underground building 1 refers to a building or structure located below the ground, such as a parking garage, commercial facilities, storage space, traffic 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 bear the function of separating the internal space of the basement, but also form a retaining structure through the rib wall 5 and the supporting pile group 2 to resist external soil pressure, groundwater pressure and other possible loads.

[0039] In the present invention, the side wall 11 of the underground building cooperates with the support pile group 2 to form a retaining structure. The support pile is a vertical component used to support the side wall of the foundation pit 3 and prevent the soil from sliding or collapsing. They are usually prefabricated with concrete and equipped with a certain number of steel bars inside to enhance their bearing capacity. Adjacent support piles are connected by bite to form a continuous whole. The bite can be a physical mechanical connection or a chemical connection achieved by pouring concrete. The bite connection enhances the interaction force between the support piles and improves 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 in this space. The support pile group 2 not only provides a stable construction environment for the underground building 1, but also forms the first waterproofing, which can reduce or avoid the amount of liquid seeping into the support space 31.

[0040] It should be noted that the present invention provides a support pile group 2 formed by a single row of piles, and can also be formed by a double row of piles or a triple row of piles, and the present invention is not limited to this. The present invention can also form an enclosure structure by cooperating with the underground building side wall 11 and the ground-connected wall.

[0041] There is a support gap 4 between the underground building side wall 11 and the support pile group 2. The existence of the support gap 4 allows the underground building side wall 11 and the support pile group 2 to be constructed separately. This not only simplifies the construction process, but also allows the two to be constructed at different time points, thereby improving construction efficiency. During the construction process, the support gap 4 provides the necessary adjustment space for alignment and correction to ensure the accuracy of the structure of the underground building 1.

[0042] In addition, the existence of the support gap 4 can avoid different settlement rates or deformation modes caused by the difference in material properties between the side wall 11 of the underground building and the supporting pile group 2 when they are in close contact, thereby reducing the structural stress concentration problem caused by uneven deformation.

[0043] Moreover, if the first waterproofing formed by the supporting pile group 2 leaks, the liquid can be temporarily stored in the supporting gap 4, reducing the penetration of the liquid into the underground building side wall 11, and the underground building side wall 11 acts as the second waterproofing to prevent the liquid from flowing into the underground building 1. At the same time, the supporting gap 4 provides working space for the inspection and maintenance of the supporting structure, reducing the demolition work.

[0044] A plurality of rib walls 5 are arranged in the support gap 4, and the rib walls 5 are fixedly connected to the underground building side walls 11 and the support pile group 2, thereby significantly enhancing the lateral force resistance of the entire enclosure structure. Under the lateral water and soil pressure, the support pile group 2 and the underground building side walls 11 participate in compression or tension as flanges, and the rib walls 5 provide shear resistance as webs. The underground building side walls 11 and the support pile group 2 are combined to form a box-type structure, which greatly improves 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 walls 11 and the support pile group 2 is compressed together, thereby improving the compressive bearing capacity of the enclosure structure.

[0045] In addition, the rib wall 5 is fixedly connected to the underground building side wall 11 and the supporting pile group 2. The underground building side wall 11 and the supporting pile group 2 support each other through the rib wall 5, and there is no need to support them through backfill materials in the support gap 4, which reduces the backfilling steps and avoids construction in the narrow area of ​​the support gap 4, thereby reducing the construction difficulty and reducing the construction cost.

[0046] It is understandable that if Figures 5 to 9As shown, the rib wall 5 is constructed synchronously with the underground building side wall 11. When tying the steel bar structure and the formwork structure of the underground building side wall 11, the steel bar structure in the rib wall 5 is tied and fixed synchronously. After the concrete is poured, the rib wall 5 and the underground building side wall 11 form an integrated structure. In this way, it is not only convenient to set up the steel bar structure and the formwork structure, but also the integrated structure has better integrity, avoiding the separation between the rib wall 5 and the underground building side wall 11 under the action of shear force. Specifically, as Figure 5 As shown, the retaining structure is in the first construction stage. Under the support of the support pile group 2, the foundation pit 3 has been excavated, and the construction of the underground building side wall 11 and the rib wall 5 has not been carried out. In order to ensure the safety of the foundation pit support, two horizontal supports are set to support the foundation pit. Figure 6 As shown, the enclosure structure is in the second construction stage, and the construction of the underground building side wall 11 corresponding to the third floor of the underground building has been completed. The rib wall 5 is fixedly connected to the underground building side wall 11 and the support pile group 2, and the horizontal support on the lower side has been removed. Figure 7 As shown, the enclosure structure is in the third construction stage, and the construction of the underground building side walls 11 corresponding to the third and second floors of the underground building has been completed. The rib wall 5 is fixedly connected to the underground building side walls 11 and the support pile group 2, and the horizontal support on the lower side has been removed. Figure 8 As shown, the enclosure structure is in the fourth construction stage, and the construction of the underground building side walls 11 corresponding to the third and second floors of the underground building has been completed. The rib wall 5 is fixedly connected to the underground building side walls 11 and the support pile group 2, and two horizontal supports have been removed. Fig. 9 As shown, the enclosure structure is in the completion stage, and the underground building side wall 11 is constructed to the ground and is fixedly connected to the underground building side wall 11 and the support pile group 2 through the rib wall 5.

[0047] During the construction of the side wall 11 of the underground building, the rib wall 5 gradually supports the supporting pile group 2. As the construction progresses, the supporting effect of the rib wall 5 is gradually exerted, thereby reducing the horizontal support requirements for the supporting pile group 2 and increasing the unsupported height of the supporting pile group 2 for replacement of supports, which not only increases the construction space but also speeds up the construction efficiency.

[0048] By setting up damping devices and seismic isolation layers, a multi-level protection system is formed, which can provide all-round protection when an earthquake occurs and ensure the safety of personnel and facilities. Damping devices and seismic isolation layers can not only effectively respond to earthquakes, but also reduce the slight vibration of buildings in daily use, improving the comfort of living and use environments. The seismic isolation layer material has a certain sound insulation effect, which can reduce the transmission of external noise and provide a quieter living and working environment.

[0049] As a preferred embodiment of the present invention, Figure 1 As shown, the supporting pile group 2 includes a first supporting pile 21 and a second supporting pile 22, the first supporting pile 21 is provided with a steel sleeve 211, the first supporting piles 21 are arranged at intervals, at least one second supporting pile 22 is arranged between adjacent first supporting piles 21, the rib wall 5 is fixedly connected to the first supporting pile 21; a flexible connection structure is provided between the rib wall 5 and the first supporting pile 21, and the flexible connection structure includes an elastic gasket and / or a shock absorber.

[0050] The steel sleeve 211 is a prefabricated metal part, usually made of high-strength steel, with threads or holes of a specific shape inside, which are used to connect and fix steel bars. Before the support pile is poured with concrete, the steel sleeve 211 is pre-placed at a designated position and fixed to the steel skeleton of the support pile through a reserved steel bar positioner (such as a long flat steel bar). Then, the first support pile 21 is formed by pouring concrete.

[0051] The second support pile 22 is a pile structure formed by pouring plain concrete. During the construction of the support pile group 2, the second support pile 22 is constructed first, and then the pile hole of the first support pile 21 is set, and the steel sleeve 211 is placed in the pile hole of the first support pile 21, and concrete is poured to finally form the support pile group 2, so as to facilitate the bite construction of the support piles.

[0052] The steel sleeves 211 are usually embedded in key positions of the support piles, such as in areas that need to withstand large shear forces. The channels inside these sleeves can accommodate and fix horizontal and vertical steel bars to form a local reinforcement area. This design is similar to the role of stirrups, which can effectively resist shear forces and prevent concrete from being damaged when subjected to shear loads. The steel sleeves 211 are used to improve the overall shear resistance of the support piles and reduce cracks or damage caused by concentrated shear stress.

[0053] The presence of the steel sleeve 211 makes the support pile have higher local stiffness at specific locations. This helps to reduce deformation in these areas, especially when facing lateral loads (such as earth pressure), and 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.), extend the service life of the support pile, and improve the durability of the structure.

[0054] The first supporting piles 21 are mainly used to withstand the water and soil pressure provided by the external environment, while the second supporting piles 22 fill the gaps between adjacent first supporting piles 21, thereby providing anti-seepage capability for the supporting pile group 2. The combined design of the first supporting piles 21 and the second supporting piles 22 not only facilitates the timely engagement construction of the supporting piles, but also reduces the construction cost of the supporting pile group 2. Moreover, the first supporting piles 21 act as reinforcing ribs for the entire supporting pile group 2, thereby enhancing the overall strength of the supporting pile group 2.

[0055] The rib wall 5 is fixedly connected to the first supporting pile 21, and the spacing between adjacent rib walls 5 is equal to an integral multiple of the spacing between adjacent first supporting piles 21. The rib wall 5 is fixedly connected to the first supporting pile 21, and can provide additional support for the first supporting pile 21 in the horizontal direction. When external loads (such as soil pressure) act on the first supporting 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.

[0056] The presence of the steel sleeve 211 makes the connection between the rib wall 5 and the support pile more uniform and reduces local stress concentration. This helps to improve the stability of the entire connection and prevent damage caused by excessive local stress. At the same time, when shear forces are generated between the first support pile 21 and the rib wall 5, the steel sleeve 211 can effectively transfer these shear forces. The bonding force between the steel bars and concrete inside the steel sleeve 211 and the strength of the steel sleeve 211 itself work together to transfer the shear force, thereby improving the shear resistance of the entire connection.

[0057] Elastic gaskets can provide additional buffering capacity during earthquakes, reducing structural deformation and stress concentration. This design allows the structure to have a certain degree of deformation during an earthquake, thereby avoiding stress concentration and damage caused by rigid connections. Elastic gaskets have good elasticity and recovery ability, and can quickly return to their original state after an earthquake to maintain the stability and integrity of the structure.

[0058] Shock absorbers can effectively absorb earthquake energy, reduce the amplitude of structural vibration, 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. Shock absorbers can disperse stress in local areas, avoid stress concentration in certain key areas, and prevent damage or failure caused by excessive local stress.

[0059] As an example of this implementation, Figure 1 and Figure 2 As shown, the first supporting pile 21 is provided with a groove 212 extending along the axial direction of the first supporting pile 21, the steel sleeve 211 includes a main body and a positioning portion 2111 cooperating with the groove 212, the positioning portion 2111 is bent relative to the main body and extends into the groove 212, and at least a part of the rib wall 5 is arranged in the groove 212; the cross-sectional shape of the groove 212 is trapezoidal or rectangular, and a plurality of anti-slip 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 rod is arranged inside the groove 212, and the prestressed anchor rod applies prestress to the rib wall 5 through a tensioning device.

[0060] It can be understood that the groove 212 is formed by the first supporting pile 21 being recessed radially inward, and the groove 212 is located on the side of the first supporting pile 21 facing the side wall 11 of the underground building, so as to facilitate the structural connection between the rib wall 5 and the supporting pile group 2. Since the existence of the groove 212 provides a clear guide for the construction of the rib wall 5, the rib wall 5 is connected to the groove 212, which can effectively control the construction error and ensure that the rib wall 5 and the supporting pile are accurately connected according to the design requirements.

[0061] 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 by mechanical bite, reducing the relative sliding or dislocation caused by external loads. At the same time, the rib wall 5 can better participate in the force-bearing 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 composite structure to resist shear deformation.

[0062] The steel sleeve 211 includes a main body and a positioning portion 2111 matched with the groove 212, and the positioning portion 2111 is bent relative to the main body and extends into the groove 212. Firstly, due to the presence of the positioning portion 2111, a clear installation guide is provided for the steel sleeve 211, and circumferential positioning is formed for the installation of the steel sleeve 211, which is convenient for fixing the steel sleeve 211 in the correct position, greatly simplifying the on-site construction process, and reducing the difficulty of operation and time cost.

[0063] Secondly, by bending the positioning portion 2111 into the groove 212, the steel sleeve 211 not only relies on its own strength and bonding force with the concrete to transfer the load, but also can further strengthen the connection between the two by mechanical engagement. This can effectively avoid the separation between the steel sleeve 211 and the concrete structure, and maintain good overall performance. When shear force is generated between the rib wall 5 and the support pile, the support effect formed by the positioning portion 2111 on the side wall of the groove 212 prevents the concrete from being broken due to excessive shear force.

[0064] The design of the anti-skid teeth increases the friction between the rib wall 5 and the groove 212, preventing slippage under extreme conditions such as earthquakes, and improving the stability of the connection. The anti-skid teeth are made of high-strength metal materials and fixed by welding or mechanical connection to ensure their firmness and durability, and are not easily damaged during long-term use. The prestressed anchor rods are made of high-strength steel bars, and threads or serrated protrusions are set on their surfaces to increase the mechanical bite strength between them and the concrete, preventing them from detaching when subjected to large tensile forces.

[0065] The number and arrangement spacing of 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.

[0066] Specifically, Figure 1 and Figure 2 As shown, the thickness of the rib wall 5 is less than or equal to 2 / 3 of the diameter of the first supporting pile 21. The thickness limit of the rib wall 5 makes the connection between it and the first supporting pile 21 more coordinated. This design ensures that the rib wall 5 will not affect the normal operation of the supporting pile due to excessive thickness, and also ensures the connection strength between the two.

[0067] At least part of the rib wall 5 is located in the groove 212, and the thickness of the rib wall 5 is approximately 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. Such a 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 loads (such as soil pressure) act 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 prevent concrete cracking or damage caused by local stress concentration, thereby improving the shear resistance of the entire enclosure structure.

[0068] As another example of this embodiment, the rib wall 5 extends in the vertical direction. The extension plane of the rib wall 5 is perpendicular to the extension plane of the underground building side wall 11. Alternatively, the extension plane of the rib wall 5 is inclined relative to the extension plane of the underground building side wall 11, and the inclination directions of adjacent rib walls 5 are opposite.

[0069] The present invention does not impose any limitation on the angle between the plane of the rib wall 5 and the plane of the underground building side wall 11 , and any one of the following embodiments may be adopted.

[0070] Embodiment 1: Figure 1 As shown, the extension plane of the rib wall 5 is perpendicular to the extension plane of the underground building side wall 11. The rib wall 5 is arranged vertically to the underground building side wall 11, which makes the positioning and installation work during the construction process easier. The 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 measurements and adjustments, thereby improving the construction efficiency. This design is conducive to the use of prefabricated components. The rib wall 5 and the steel sleeve 211 can be made in the factory in advance, and then quickly installed on site, reducing on-site construction time and labor costs.

[0071] When external loads (such as soil pressure and water pressure) act on the supporting pile group 2, the vertically arranged rib wall 5 can better transfer these loads. The supporting force of the rib wall 5 on the first supporting pile 21 is along the radial direction of the first supporting pile 21, and the supporting 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. In other words, less shear force is generated between the rib wall 5 and the first supporting 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 a strong ability to withstand extrusion. In this way, the possibility of damage to the rib wall 5 and the rib wall 5 and the underground building side wall 11 and the supporting pile group 2 due to shear is reduced.

[0072] Embodiment 2: 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 the adjacent rib walls 5 are opposite. The adjacent rib walls 5 are designed to be inclined in opposite directions, and the adjacent rib walls 5, the side wall 11 of the underground building and the supporting pile group 2 form a shape similar to a triangle or a trapezoid, 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 retaining 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 adjacent rib walls 5 are designed to be inclined in opposite directions, which not only improves the lateral stiffness of the entire retaining 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.

[0073] As a preferred embodiment of the present invention, Figure 1 and Figure 3 As shown, the rib wall 5 is provided with horizontal connecting ribs 51, the supporting piles are provided with auxiliary ribs 23 matching the horizontal connecting ribs 51, the supporting piles are provided with fixing members 24 extending along the axial direction of the supporting piles, the horizontal connecting ribs 51 and the auxiliary ribs 23 are fixedly connected via the fixing members 24; hooks are provided at both ends of the auxiliary ribs 23.

[0074] The horizontal connecting ribs 51 are fixedly connected to the auxiliary ribs 23, which can effectively transmit shear force in the horizontal direction and withstand the tensile force generated inside the rib wall 5. Concrete structures have strong compressive resistance but weak tensile resistance. The provision of the horizontal connecting ribs 51 and the auxiliary ribs 23 enhances the tensile resistance of the components, allowing the components to withstand bending or shear force. The composite structure formed by the joint action of the horizontal connecting ribs 51 and the auxiliary ribs 23 significantly improves the bearing capacity and deformation resistance of the entire enclosure structure. This design enables the enclosure structure to better resist external loads and ensure the safety and stability of the basement.

[0075] The horizontal connecting ribs 51 and the auxiliary ribs 23 are fixedly connected by the fixings 24, without using other connection methods such as welding, so that the positioning and installation work during the construction process becomes simpler. The construction personnel can directly determine the positions of the horizontal connecting ribs 51 and the auxiliary ribs 23 according to the positions of the fixings 24, without the need for additional complicated measurements and adjustments, thereby improving the construction efficiency. This design is conducive to the use of prefabricated components, and the rib wall 5 and the steel sleeve 211 can be made in advance in the factory, and then quickly installed on site, reducing on-site construction time and labor costs.

[0076] The hook is made of high-strength steel and strengthened by machining or heat treatment to ensure that it has sufficient tensile strength to remain stable under extreme conditions. The angle and length of the hook are optimized according to actual needs to ensure sufficient anchoring force under seismic loads to prevent the steel bar from slipping or pulling out.

[0077] The hook design increases the contact area and friction between the steel bar and the concrete, improves the anchoring effect of the steel bar, and prevents slippage when subjected to large shear forces. The hook can effectively disperse stress, avoid stress concentration in certain key areas, and prevent damage or failure caused by excessive local stress.

[0078] Concrete itself has certain waterproof and moisture-proof functions. Combined with the hook design, it can effectively prevent groundwater or other liquids from penetrating into the structure, further enhancing the durability of the structure.

[0079] As an example of this implementation, Figure 1 and Figure 3 As shown, the underground building side wall 11 is provided with a vertical reinforcing bar 111, the horizontal connecting bar 51 surrounds the vertical reinforcing bar 111, and the auxiliary bar 23 bends and extends in the supporting pile; the surface of the vertical reinforcing bar 111 is provided with a threaded or serrated protrusion. The vertical reinforcing bar 111 enhances the bearing capacity of the underground building side wall 11 in the vertical direction and improves the compression and bending resistance of the side wall. This helps to prevent the side wall from being deformed or damaged when subjected to external loads. The design of the horizontal connecting bar 51 surrounding the vertical reinforcing bar 111 forms a tight connection between the two. When the horizontal connecting bar 51 exerts a tensile force on the underground building side wall 11, the tensile force acts on the vertical reinforcing bar 111, and the vertical reinforcing bar 111 converts the tensile force into pressure to act on the concrete structure, thereby improving the force bearing capacity between the rib wall 5 and the underground building side wall 11, thereby improving the integrity of the entire structure.

[0080] The auxiliary reinforcement 23 is bent and extended in the support pile to form a hook-like structure. This design increases the contact area between the steel bar and the concrete, enhances the mechanical bite, improves the bonding force between the steel bar and the concrete, and prevents the steel bar from being pulled out or sliding from the concrete when subjected to external loads, thereby improving the stability of the connection. The bending and extension of the auxiliary reinforcement 23 in the support pile enables the load to be evenly distributed over a larger range. When external loads act on the support pile, the bent auxiliary reinforcement 23 can more effectively transfer these loads to the surrounding concrete, reducing local stress concentration.

[0081] The threaded or serrated protrusions are made using high-precision machining technology to ensure that they have sufficient mechanical bite strength to remain stable under extreme conditions. The design of the protrusions is optimized according to actual needs to ensure sufficient tensile strength under seismic loads to prevent the steel bars from slipping or pulling out.

[0082] The threads or serrated protrusions increase the contact area and friction between the steel bar and the concrete, improving the anchoring effect of the steel bar and preventing slippage when subjected to large shear forces.

[0083] Threads or serrated protrusions can effectively disperse stress, avoid stress concentration in certain key locations, and prevent damage or failure caused by excessive local stress.

[0084] As another example of this implementation, Figure 3 and Figure 4 As shown, the fixing member 24 is provided with a plurality of fixing channels 241, and at least a portion of the horizontal connecting ribs 51 and the auxiliary ribs 23 extend in the fixing channels 241. The fixing member 24 is provided with a plurality of fixing channels 241, and at least a portion of the horizontal connecting ribs 51 and the auxiliary ribs 23 extend in the fixing channels 241. First, the fixing channels 241 provide position guidance for the horizontal connecting ribs 51. By extending the horizontal connecting ribs 51 into the fixing channels 241, the position of the horizontal connecting ribs 51 can be accurately positioned, thereby improving the convenience and accuracy of the construction. At the same time, the existence of the fixing channels 241 enables the horizontal connecting ribs 51 and the auxiliary ribs 23 to be precisely aligned and fixed at specific positions, thereby forming a more coherent overall force system.

[0085] Secondly, by inserting the horizontal connecting ribs 51 and the auxiliary ribs 23 into the fixing channels 241, a close fit between the steel bars and the fixings 24 can be achieved. This design not only relies on the tensile strength of the steel bars themselves to transfer the load, but also utilizes the mechanical bite provided by the fixings 24 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 fixings 24 with fixing channels 241 can simplify the on-site construction process. Positioning can be completed by simply inserting the steel bars into the corresponding channels, without the need for additional welding equipment or complicated binding operations. This not only speeds up the construction speed, but also reduces labor intensity and safety risks, which is more prominent in the narrow support gap 4.

[0086] It is understandable that the above two embodiments can be used in combination, that is, the fixing member 24 is arranged at the bottom of the groove 212, so as to improve the fixing stability of the fixing member 24 on the first supporting pile 21, and the present invention is not limited to this.

[0087] As a preferred embodiment of the present invention, Figures 7 to 9 As shown, the support pile group 2 also includes a waist beam 25 protruding toward the side wall 11 of the underground building, the waist beam 25 is connected to the plurality of support piles, and the rib wall 5 is provided with a matching groove 52 matching 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, reduce the concentrated stress on a single support pile, and thus improve the stability of the entire enclosure system.

[0088] Secondly, by providing a matching groove 52 on the rib wall 5 that matches the waist beam 25, and making a 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 bite between the two, but also improves the shear resistance of the entire structure. When the side wall 11 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 11 of the underground building and the supporting pile group 2. The cooperation of the waist beam 25 and the rib wall 5 can better participate in the force-bearing process, so that the enclosure structure as a whole bears the gravity of the main body of the above-ground building, avoiding relative sliding between the side wall 11 of the underground building and the supporting pile group 2, and avoiding large structural settlement of the building.

[0089] As a preferred embodiment of the present invention, Fig. 9As shown, the rib wall 5 is at least located 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; , where the foundation pit depth is H 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 largest earth pressure and water pressure because this area is directly exposed to external loads. Setting the rib wall 5 on the upper side of the foundation pit 3 can effectively enhance the stability of this critical area.

[0090] For example, if the depth H of the foundation pit 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 hr of the rib wall 5 is: hr =20−(20−2)=2 meters; In addition, by adjusting the height and position of the rib wall 5, different geological conditions and engineering requirements can be flexibly responded to. For example, in a 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 a relatively stable foundation condition, the height can be appropriately reduced to save costs.

[0091] By properly designing the relationship between the foundation pit depth (H) and the rib wall height (hr), it is ensured that the rib wall 5 has sufficient bearing capacity and stability under the action of seismic loads.

[0092] Anything not described in the present invention can be achieved by adopting or drawing on existing technologies.

[0093] The various embodiments in this specification are described in a progressive manner, and the same or similar parts between the various embodiments can be referenced to each other, and each embodiment focuses on the differences from other embodiments.

[0094] The above description is only an embodiment of the present invention and is not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and variations. Any modification, equivalent substitution, improvement, etc. made within the spirit and principle of the present invention should be included in the scope of the claims of the present invention.

Claims

1. A pile-wall combined enclosure structure for underground buildings, wherein the main body of the underground building is arranged in a foundation pit, characterized in that: The enclosure structure includes an underground building side wall and a supporting pile group, wherein a plurality of supporting piles are arranged in a row on the side wall of the foundation pit, and adjacent supporting piles are engaged with each other to form the supporting pile group, and the supporting pile group encloses a supporting space, wherein the underground building side wall is located in the supporting space, and a supporting gap is provided between the underground building side wall and the supporting pile group, wherein a plurality of rib walls are provided in the supporting gap, and the rib walls are fixedly connected to the underground building side wall and the supporting pile group; A plurality of damping devices are also arranged in the support gap, and the damping devices are installed on the contact surface between the rib wall and the side wall of the underground building and the supporting pile group; A seismic isolation layer is arranged on the contact surface between the rib wall and the side wall of the underground building and the supporting pile group.

2. The pile-wall combined enclosure structure for underground construction according to claim 1 is characterized in that: The supporting pile group includes a first supporting pile and a second supporting pile, the first supporting pile is provided with a steel sleeve, the first supporting piles are arranged at intervals, at least one second supporting pile is arranged between adjacent first supporting piles, and the rib wall is fixedly connected to the first supporting pile; A flexible connection structure is provided between the rib wall and the first supporting pile, and the flexible connection structure includes an elastic gasket and / or a shock absorber.

3. The pile-wall combined enclosure structure for underground construction according to claim 2 is characterized in that: The first supporting pile is provided with a groove extending along the axis direction of the first supporting pile, the steel sleeve comprises a body and a positioning portion cooperating with the groove, the positioning portion is bent relative to the body and extends into the groove, and at least a part of the rib wall is arranged in the groove; The cross-sectional shape of the groove is trapezoidal or rectangular, and a plurality of anti-slip teeth are arranged on the side wall of the groove to increase the friction between the rib wall and the groove; A prestressed anchor rod is arranged inside the groove, and the prestressed anchor rod applies prestress to the rib wall through a tensioning device.

4. The pile-wall combined enclosure structure for underground construction according to claim 3 is characterized in that: The thickness of the rib wall is less than or equal to 2 / 3 of the diameter of the first supporting pile.

5. The pile-wall combined enclosure structure for underground construction according to claim 2 is characterized in that: The rib wall extends in the vertical direction. The extension plane of the rib wall is perpendicular to the extension plane of the side wall of the underground building. 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 inclination directions of adjacent rib walls are opposite.

6. The pile-wall combined enclosure structure for underground construction according to claim 1 is characterized in that: The rib wall is provided with horizontal connecting ribs, the supporting pile is provided with auxiliary ribs matching the horizontal connecting ribs, the supporting pile is provided with fixing pieces extending along the axis direction of the supporting pile, and the horizontal connecting ribs are fixedly connected with the auxiliary ribs through the fixing pieces; Both ends of the auxiliary ribs are provided with hooks.

7. The pile-wall combined enclosure structure for underground construction according to claim 6 is characterized in that: The side wall of the underground building is provided with vertical reinforcement bars, the horizontal connecting bars surround the vertical reinforcement bars, and the auxiliary bars are bent and extended in the supporting piles; The surface of the vertical reinforcing rib is provided with screw threads or sawtooth protrusions.

8. The pile-wall combined enclosure structure for underground construction according to claim 6 is characterized in that: The fixing member is provided with a plurality of fixing channels, and at least partial areas of the horizontal connecting ribs and the auxiliary ribs extend in the fixing channels.

9. The pile-wall combined enclosure structure for underground construction according to claim 1, characterized in that: The supporting pile group also includes a waist beam protruding toward the side wall of the underground building, the waist beam is connected to a plurality of the supporting piles, the rib wall is provided with a matching groove matching with the waist beam, and at least a partial area of ​​the waist beam is located in the matching groove.

10. The pile-wall combined enclosure structure for underground construction according to claim 1, characterized in that: The rib wall is at least located 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; ； Among them, the foundation pit depth is H, hr is the height of the rib wall, and the unit is meter.

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