An underground anti-seepage support structure

Abstract

The utility model discloses an underground anti -infiltration support structure, including TRD continuous wall, section steel, crown beam, first embedded part, inclined brace, bent cap, second embedded part and engineering stake, TRD continuous wall is located one side of backside soil mass, crown beam is located the top of TRD continuous wall, is provided with a plurality of first embedded parts on crown beam, section steel has a plurality of, engineering stake has a plurality of, every engineering stake is embedded in the bearing stratum of foundation pit bottom respectively, all engineering stake jointly receives bent cap, and bent cap is fixedly connected with every engineering stake respectively, is provided with a plurality of second embedded parts on bent cap, and inclined brace includes a plurality of steel pipes, and every steel pipe is inclined to set up relative to horizontal plane, and the upper end of every steel pipe is connected with a first embedded part respectively and the lower end is connected with a second embedded part respectively, the utility model gives consideration to underground anti -infiltration and foundation pit support function, has saved the project cost, has shortened construction period, has reduced the excavation face, is more applicable when the distance peripheral building is closer.

Description

Technical Field

[0001] This utility model belongs to the field of foundation pit support technology, and more specifically, relates to an underground seepage prevention support structure. Background Technology

[0002] With the acceleration of urbanization and the increasing demand for large-scale water conservancy, dock, and port projects, foundation pit engineering is developing towards deeper, larger, and more complex environments. When excavating deep foundation pits in coastal, riverside, or soft soil areas with high groundwater levels, the project faces two core challenges: first, how to effectively block external water and soil pressure to ensure the stability of the foundation pit sidewalls; and second, how to prevent groundwater leakage through reliable water interception and seepage prevention measures while ensuring support safety, thereby avoiding foundation pit instability or settlement of surrounding buildings due to disasters such as piping and quicksand.

[0003] Traditional support methods often employ a combination of bored pile rows and a cutoff wall (such as high-pressure jet grouting piles or deep mixing piles). However, this modular structure involves complex construction procedures, and the cutoff wall is prone to leakage due to poor joint quality between piles. While sheet piles are convenient to install, their bending stiffness is often insufficient in deep soft soil pits, leading to significant lateral deformation. Furthermore, the water-stopping effect at the interlocks is difficult to guarantee under complex geological conditions.

[0004] To address seepage prevention and load-bearing issues, reinforced concrete diaphragm walls are commonly used in engineering projects. Diaphragm walls offer high rigidity, good integrity, and excellent seepage prevention performance. However, the waste mud generated during the trenching process is difficult to dispose of, leading not only to soaring costs due to environmental protection requirements but also to environmental degradation at the construction site. Furthermore, when reinforced concrete diaphragm walls are used as temporary support structures, the massive amount of reinforced concrete often becomes an underground obstacle after the foundation pit is backfilled, which does not conform to the principles of green construction and economic conservation.

[0005] In recent years, the TRD (Trench Cutting Re-mixing Deep Wall) method has been widely used due to its good wall continuity, excellent water-stopping effect, large depth, and lower cost compared to diaphragm walls. Typically, H-beams are inserted into the TRD diaphragm wall to bear the water and soil pressure. However, for foundation pits with large excavation depths, the cantilevered force or single-point support of the TRD diaphragm wall with inserted H-beams is often insufficient to meet deformation control requirements, necessitating the installation of a support system. If prestressed anchor cables are used, in urban centers or areas near existing buildings, the anchor cables often extend beyond the boundary line, easily leading to disputes; simultaneously, in deep soft soil layers, the anchoring force of the anchor cables is difficult to guarantee, and soil creep due to the group anchoring effect is easily triggered. Utility Model Content

[0006] In view of the above-mentioned defects or improvement needs of the existing technology, this utility model provides an underground seepage prevention support structure that takes into account both underground seepage prevention and foundation pit support functions. It not only saves engineering costs and shortens the construction period, but also reduces the excavation area, making it more suitable for areas close to surrounding buildings.

[0007] To achieve the above objectives, according to this utility model, an underground seepage prevention support structure is provided, comprising a TRD continuous wall, steel sections, a cap beam, a first embedded part, diagonal bracing, a cap beam, a second embedded part, and engineering piles, wherein: The TRD continuous wall is located on one side of the back soil mass; The capping beam is located at the top of the TRD continuous wall, and multiple first embedded parts are installed on the capping beam; There are multiple steel sections, each of which is vertically installed and embedded in the TRD continuous wall, and the upper end of each steel section extends beyond the capping beam. There are multiple engineering piles, each of which is vertically installed and embedded in the bearing layer at the bottom of the foundation pit. All the engineering piles jointly support the cap beam, and the cap beam is fixedly connected to each of the engineering piles respectively. Multiple second embedded parts are provided on the cap beam. The diagonal brace comprises multiple steel pipes, each of which is inclined relative to the horizontal plane. The upper end of each steel pipe is connected to a first embedded part, and the lower end of each steel pipe is connected to a second embedded part.

[0008] Preferably, the first embedded part and the second embedded part are embedded plates; Each end of the steel pipe is machined with an end plane, which is not perpendicular to the axis of the steel pipe. A first connecting plate is welded to the end plane of one end of the steel pipe and a second connecting plate is welded to the end plane of the other end. The first connecting plate is detachably connected to the first embedded part by a first bolt, and the second connecting plate is detachably connected to the second embedded part by a second bolt.

[0009] Preferably, the bottom surfaces of the first embedded part and the second embedded part are respectively welded with a first anchor bar and a second anchor bar, the first anchor bar extending into the cap beam and the second anchor bar extending into the cover beam; A triangular stiffening rib A is provided at the joint between the first connecting plate and the steel pipe, and a triangular stiffening rib B is provided at the joint between the second connecting plate and the steel pipe.

[0010] Preferably, it also includes waterproof geotextile; A drainage ditch A is provided on the top of the back side soil; The waterproof geotextile covers the soil on the back side and is located between the drainage ditch A and the capping beam.

[0011] Preferably, each of the steel sections has a friction-reducing agent coating on its outer surface.

[0012] Preferably, the steel pipe is made of high-strength steel and is a seamless steel pipe.

[0013] Preferably, a drainage ditch B is provided at the bottom of the foundation pit next to the TRD continuous wall.

[0014] Preferably, a transverse connecting beam is provided between any two adjacent steel pipes, and each end of the transverse connecting beam is connected to a steel pipe by a clamp.

[0015] Preferably, the steel section is an H-beam, and any two adjacent steel sections are connected by reinforcing bars.

[0016] Preferably, each of the steel pipes is filled with concrete.

[0017] In summary, compared with the prior art, the above-described technical solution conceived by this utility model can achieve the following beneficial effects: 1) This utility model discloses an underground seepage prevention support structure. From the perspective of the overall stress system stability and force transmission path, the TRD continuous wall, steel pipe, and engineering piles of this utility model form a stable triangular support frame. The steel sections inserted into the TRD continuous wall constitute a vertical retaining and water-stopping curtain, bearing the water and soil pressure from the back side soil. The engineering piles are anchored in the bearing layer at the bottom of the foundation pit, providing a stable passive zone support point. The diagonal bracing members, as diagonal connecting components, directly and efficiently transfer the horizontal load at the top of the cap beam to the cap beam and engineering piles at the bottom of the foundation pit. This closed mechanical loop of wall-bracing-pile transforms the stress mode into a truss-like stress mode. The diagonally set steel pipe internal bracing decomposes the horizontal thrust into pressure along the axial direction of the steel pipe and vertical component force. The horizontal component force is transmitted to the engineering piles through the cap beam, and is shared by the surrounding soil using the strong shear resistance of the engineering piles and the horizontal resistance of the passive zone soil. The vertical component force is directly borne by the engineering piles, making full use of the high bearing capacity characteristics of the engineering piles. This force transmission mechanism greatly reduces the cantilever bending moment of the TRD continuous wall, which allows for strict control of the deformation of the TRD continuous wall and ensures the stability of the soil on the back side.

[0018] 2) This utility model discloses an underground seepage prevention support structure in which engineering piles are embedded in the bearing layer at the bottom of the foundation pit. On the one hand, they serve as tensile and compressive resistance components during the excavation stage of the foundation pit, balancing the vertical component force transmitted by the diagonal bracing and preventing the cap beam from heaving or settling. On the other hand, as part of the permanent foundation of the building, the engineering piles directly become the bearing piles of the permanent structure after the foundation pit construction is completed, realizing the combination of temporary support and permanent structure. The cap beam connects all the engineering piles, forming a horizontal pile cap with high rigidity, effectively constraining the pile top displacement of each engineering pile, ensuring the effect of the pile group, and greatly improving the bearing capacity.

[0019] 3) In this utility model, an underground seepage prevention support structure is provided, with the steel pipes inclined relative to the horizontal plane. This means that the supporting components are mainly concentrated in the slope area around the foundation pit, while a large area in the center of the pit is completely open. This spatial layout provides a large, unobstructed working surface for earthmoving machinery, transport vehicles, and subsequent construction of the main structure's base slab. Construction workers can carry out efficient, continuous operations without interference from dense support beams, greatly improving construction efficiency and reducing safety risks caused by support collisions.

[0020] 4) The underground seepage prevention support structure of this utility model, the fully enclosed characteristics of the TRD continuous wall prevent water and soil erosion and voids caused by water loss, and the strict limitation of wall displacement by the internal support system makes this structure particularly suitable for deep foundation pit projects with sensitive buildings, underground pipelines or extremely high deformation requirements. Attached Figure Description

[0021] Figure 1 A schematic diagram illustrating the underground seepage prevention support structure of this utility model during support. Figure 2 This is a schematic diagram of the diagonal brace in this utility model.

[0022] In all the accompanying drawings, the same reference numerals denote the same technical features, specifically: 1. TRD continuous wall; 2. Steel section; 3. Cap beam; 4. Diagonal bracing; 5. Cap beam; 6. Engineering pile; 7. Back side soil; 41. Steel pipe; 42. First connecting plate; 43. Second connecting plate; 8. Waterproof geotextile; 71. Drainage ditch A; 9. Drainage ditch B. Detailed Implementation

[0023] To make the objectives, technical solutions, and advantages of this utility model clearer, the present utility model will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the present utility model and are not intended to limit the present utility model. Furthermore, the technical features involved in the various embodiments of the present utility model described below can be combined with each other as long as they do not conflict with each other.

[0024] Reference Figure 1 , Figure 2 An underground seepage prevention support structure includes a TRD continuous wall 1, steel profiles 2, a capping beam 3, a first embedded part, diagonal bracing 4, a cap beam 5, a second embedded part, and engineering piles 6, wherein: The TRD continuous wall 1 is located on one side of the back soil 7 to contact and block the back soil 7.

[0025] The capping beam 3 is located on the top of the TRD continuous wall 1, and multiple first embedded parts are provided on the capping beam 3.

[0026] There are multiple steel sections 2, each of which is vertically installed and embedded in the TRD continuous wall 1, and the upper end of each steel section 2 extends beyond the capping beam 3.

[0027] There are multiple engineering piles 6, each of which is vertically installed and embedded in the bearing layer at the bottom of the foundation pit.

[0028] All the engineering piles 6 jointly support the cap beam 5, and the cap beam 5 is fixedly connected to each of the engineering piles 6 respectively. Multiple second embedded parts are provided on the cap beam 5.

[0029] The diagonal brace 4 includes multiple steel pipes 41, each of which is inclined relative to the horizontal plane. The upper end of each steel pipe 41 is connected to a first embedded part, and the lower end of each steel pipe 41 is connected to a second embedded part.

[0030] TRD Continuous Wall 1 is a continuous wall formed by the TRD construction method. As the main vertical retaining structure for seepage prevention, TRD Continuous Wall 1, together with the embedded steel section 2, forms a composite load-bearing structure. The embedded steel section 2 significantly enhances the bending stiffness and shear strength of TRD Continuous Wall 1, enabling it to effectively withstand the soil and water pressure from the back side soil 7 and preventing cracking or excessive deformation due to load concentration. The cap beam 3 integrates the discrete TRD Continuous Wall 1 and steel section 2 into a whole, achieving uniform load transfer through the first embedded part at the top, preventing structural damage caused by local stress concentration. The engineering piles 6 are vertically embedded in the bearing layer at the bottom of the foundation pit, providing a stable passive support point for the entire support system. Their deep penetration into the bearing layer ensures tensile and compressive strength, effectively balancing the vertical component force transmitted by the inclined support and preventing the cap beam 5 from bulging or settling. The cap beam 5 serves as the connecting carrier for the engineering piles 6, forming a horizontal platform with high rigidity from multiple engineering piles 6, which constrains the displacement of the pile tops and ensures the synergistic force-bearing effect of the pile group.

[0031] The inclined steel pipe 41 of the diagonal bracing member 4 serves as the core for force transmission, converting the horizontal load borne by the TRD continuous wall 1 into axial pressure and vertical force along the steel pipe 41. The horizontal force is transmitted to the engineering pile 6 through the cap beam 5, sharing the load with the shear capacity of the engineering pile 6 and the horizontal resistance of the surrounding soil. The vertical force is directly borne by the engineering pile 6, fully utilizing its high bearing capacity. This truss-like structural force mode significantly reduces the cantilever moment of the TRD continuous wall 1, strictly controlling wall deformation and solving the industry pain point of excessive lateral deformation in deep foundation pit engineering. Whether in deep soil layers in soft soil areas or complex geological conditions under high groundwater levels, this closed-loop force system can resist various loads such as water and soil pressure and soil creep through the coordinated work of its components, ensuring the overall stability of the foundation pit sidewall and effectively preventing safety accidents such as foundation pit instability and collapse.

[0032] During construction, the wall thickness of TRD continuous wall 1 is 550mm, the wall deviation is no greater than +20mm to -50mm (the deviation into the pit is positive), the wall depth deviation is no greater than 50mm, the wall thickness should not be less than the design wall thickness, and the deviation should be controlled within 0 to -20mm (controlling the size deviation of the cutting box cutter head).

[0033] The plane position of steel section 2 shall not exceed 50mm in the direction parallel to the edge of the foundation pit and 10mm in the direction perpendicular to the edge of the foundation pit. The allowable deviation of the centroidal angle of steel section 2 is 3°.

[0034] The insertion of section steel 2 must be carried out using a sturdy positioning guide frame. During the insertion process, measures should be taken to ensure the verticality of section steel 2. After section steel 2 is inserted into place, a suspension component should be used to control the top elevation of section steel 2 and to firmly connect it with the inserted section steel 2.

[0035] Furthermore, the first and second embedded parts are embedded plates; Each end of the steel pipe 41 is machined with an end plane, which is not perpendicular to the axis of the steel pipe 41. A first connecting plate 42 is welded to the end plane of one end of the steel pipe 41, and a second connecting plate 43 is welded to the end plane of the other end. The first connecting plate 42 is detachably connected to the first embedded part by a first bolt, and the second connecting plate 43 is detachably connected to the second embedded part by a second bolt.

[0036] The process of machining a non-perpendicular end face at the end of steel pipe 41 is a precise matching design based on the geometric characteristics of the diagonal brace 4. This beveling ensures that the end face of steel pipe 41 can achieve a tight fit across the entire cross-section with the vertically or horizontally arranged embedded plates and their connecting plates. Through the complete fit of the physical contact surfaces, the enormous axial pressure borne by steel pipe 41 can be uniformly transferred to the connecting plates in the form of surface contact, effectively avoiding local stress concentration caused by point contact or line contact, and preventing local yielding or crushing at the end of steel pipe 41. This geometric matching design ensures the smoothness of the force transmission path, allowing the load to be transferred without loss along the axis of steel pipe 41 to the nodes of cap beam 3 and cover beam 5.

[0037] When construction within the foundation pit is completed and the diagonal bracing 4 needs to be removed, the steel pipe 41 can be recovered entirely by simply unplugging the bolts. This non-destructive removal method allows the high-strength steel pipe 41 support assembly to be reused in other engineering projects, greatly reducing material waste and project costs.

[0038] The embedded plate, acting as a bearing plate, diffuses the concentrated high stress transmitted from the steel pipe 41 to a larger area of ​​the concrete beam, preventing the concrete from crushing due to excessive local pressure. Simultaneously, the bolted connection allows for some adjustment; by adding shims or adjusting the tightness of the nuts, installation deviations caused by civil construction errors can be corrected within a certain range.

[0039] Furthermore, the bottom surfaces of the first embedded part and the second embedded part are respectively welded with a first anchor bar and a second anchor bar, the first anchor bar extending into the cap beam 3 and the second anchor bar extending into the cover beam 5. The first and second anchor bars, extending deep into the cap beam 3 and the cover beam 5 respectively, are welded to the bottom surfaces of the first and second embedded parts. This design fundamentally solves the anchoring problem at the steel-concrete interface. When the steel pipe 41 bears a load, the joint not only bears a huge normal pressure, but is also often accompanied by shear force and bending moment caused by installation deviation or structural deformation. The anchor bars, which penetrate deep into the concrete, use the bond force between the steel bars and the concrete to firmly lock the embedded plate to the beam, effectively resisting the shear force that may cause the embedded plate to peel off or slip. This deep anchoring mechanism ensures that the embedded part is no longer a component floating on the surface, but forms a core node with the cap beam 3 and the cover beam 5 concrete to bear the load as a whole, ensuring that the load can be smoothly transferred from the steel structure to the interior of the reinforced concrete structure, avoiding brittle failure at the interface.

[0040] A triangular stiffening rib A is provided at the joint between the first connecting plate 42 and the steel pipe 41, and a triangular stiffening rib B is provided at the joint between the second connecting plate 43 and the steel pipe 41.

[0041] Triangular stiffening ribs A and B are respectively provided at the joints between the first connecting plate 42 and the steel pipe 41, and between the second connecting plate 43 and the steel pipe 41. These stiffening ribs distribute the load on the steel pipe 41 wall evenly over a wider area of ​​the connecting plate and limit local deformation of the connecting plate. Simultaneously, the stiffening ribs also strengthen the weld strength at the weld joint between the end of the steel pipe 41 and the connecting plate, reduce the stress concentration factor at the weld toe, and prevent weld cracking due to fatigue or overload.

[0042] Furthermore, it also includes waterproof geotextile 8; A drainage ditch A71 is provided on the top of the back side soil 7; the drainage ditch A71 on the top of the back side soil 7 forms the first line of defense against water. When rainfall or surface runoff accumulates, the drainage ditch A71 can quickly collect and drain the surface water around the foundation pit, preventing water from spreading into the foundation pit or seeping into the soil behind the support structure.

[0043] The waterproof geotextile 8 covers the back soil 7, and the waterproof geotextile 8 is located between the drainage ditch A71 and the capping beam 3; The back side soil 7 has a slope between the drainage ditch A71 and the capping beam 3, and the waterproof geotextile 8 covers the slope.

[0044] A slope was constructed and covered with waterproof geotextile 8, forming a highly efficient seepage-proof and drainage surface. The backside soil 7 was constructed as a slope between drainage ditch A71 and capping beam 3, utilizing gravitational potential energy to force rainwater falling in this area to flow rapidly towards drainage ditch A71, eliminating the presence of waterlogged areas. The waterproof geotextile 8 covering the slope plays a dual role in isolation: firstly, its excellent impermeability completely isolates rainwater from contact with the soil, preventing direct erosion of the slope surface and causing soil erosion, ditch erosion, or even localized landslides; secondly, the waterproof geotextile 8 maintains a constant soil moisture content, preventing the cohesive soil from softening and expanding due to water absorption or drying and cracking due to water loss, thus preventing adverse additional stress on capping beam 3.

[0045] Furthermore, each of the steel sections 2 has a friction-reducing agent coating on its outer surface. During the insertion of the steel section 2 into the TRD continuous wall 1, the friction-reducing agent coating effectively reduces the frictional resistance between the steel section 2 and the cement-soil mixture. This means that during construction, the steel section 2 can be inserted into the predetermined position more smoothly, reducing construction difficulties and time delays caused by excessive friction.

[0046] When steel section 2 needs to be recycled, the application of the friction-reducing agent coating allows it to be pulled out from within the TRD continuous wall 1. This design not only improves construction efficiency but also reduces recycling costs.

[0047] Furthermore, the steel pipe 41 is made of high-strength steel, preferably Q345 or Q420, and the steel pipe 41 is a seamless steel pipe 41.

[0048] Q345 and Q420 have higher strength design values. When subjected to the same amount of lateral earth pressure in deep foundation pits, using high-strength steel can reduce the cross-sectional dimensions or wall thickness of the steel pipe 41, thereby reducing the self-weight of the supporting components and facilitating hoisting and installation. More importantly, high-strength steel has good plasticity and toughness, and can undergo significant plastic deformation under ultimate load conditions without immediately experiencing brittle fracture.

[0049] Seamless steel pipe 41 is integrally formed by hot rolling or cold drawing processes. Its cross-sectional metal structure is dense and uniform, with good isotropy and no anisotropy caused by longitudinal welds. For long and slender rods that mainly bear axial pressure, seamless steel pipe 41 provides extremely superior overall stability and resistance to local buckling.

[0050] Furthermore, a drainage ditch B9 is provided at the bottom of the foundation pit next to the TRD continuous wall 1.

[0051] Drainage ditch B9 is located at the bottom edge of the pit, adjacent to the TRD continuous wall 1, at the lowest point of the pit or the water catchment boundary, and can intercept and collect water flowing down the wall or seeping in from the toe of the wall in the first instance.

[0052] The organized collection and drainage of accumulated water through drainage ditch B9 ensures that the construction work surfaces at the bottom of the foundation pit (such as the foundation slab construction area) remain dry, preventing a muddy environment from affecting construction efficiency and quality. More importantly, this measure effectively protects the passive zone soil at the bottom of the foundation pit. If water accumulates at the bottom of the pit for a long time, the passive zone soil will soften and disintegrate due to soaking, leading to a significant decrease in the soil's bearing capacity and horizontal resistance coefficient. The loss of resistance in the passive zone soil will directly lead to increased displacement at the bottom of the TRD continuous wall 1, and may even cause overall instability of the foundation pit's kick-off. The presence of drainage ditch B9 cuts off the soaking path of water to the passive zone soil, maintains the consolidation state and mechanical strength of the soil at the bottom of the pit, and ensures that the bond strength of the soil around the engineering pile 6 is not weakened, thereby ensuring the stability of the entire wall-support-pile system's root.

[0053] Furthermore, a transverse connecting beam is provided between any two adjacent steel pipes 41, and each end of the transverse connecting beam is connected to the steel pipe 41 by a clamp.

[0054] The single steel pipe 41 is a slender compression member, and its load-bearing capacity is often limited by the stability controlled by the slenderness ratio rather than the material strength. Without lateral restraint, the steel pipe 41 is prone to buckling out of plane (i.e., in the direction perpendicular to the support plane). The transverse tie beam connects the originally independent single steel pipes 41 into a whole planar or spatial frame system, effectively improving the overall load-bearing capacity of the diagonal brace 4.

[0055] The use of clamp connections avoids the cross-sectional weakening and stress concentration caused by direct welding on the main load-bearing steel pipe 41, and also facilitates on-site installation and position adjustment. This lateral connection allows adjacent steel pipes 41 to work together. When a steel pipe 41 undergoes significant deformation due to a sudden increase in local soil pressure, the connecting beam can transfer the load to the adjacent steel pipe 41 for distribution, improving the redundancy of the system and facilitating the disassembly and recycling of the diagonal bracing member 4.

[0056] Furthermore, the steel section 2 is an H-beam, and any two adjacent steel sections 2 are connected by reinforcing bars.

[0057] The selection of H-beams as the stiffening core material for TRD continuous wall 1 is based on their excellent cross-sectional geometry. H-beams have wide flanges, high lateral stiffness, and their main mass is concentrated on the outer side of the flanges, giving them a very large moment of inertia and section modulus in the strong axis direction. When subjected to water and soil pressure (bending moment) perpendicular to the wall surface, H-beams provide higher bending efficiency than ordinary I-beams or round tubes, resulting in extremely high material utilization.

[0058] After the wall is formed, the connecting steel bars act as distribution reinforcement, enhancing the crack resistance and shear strength of the plain cement-soil wall. When the wall is subjected to localized concentrated loads or uneven earth pressure, the connecting steel bars can coordinate the deformation of adjacent steel sections 2, prompting multiple steel sections 2 to participate in the load-bearing process together, preventing a single steel section 2 from detaching from the surrounding cement-soil or experiencing independent shear failure. This design makes the reinforced TRD continuous wall 1 not merely a simple superposition of cement-soil and isolated steel sections 2, but rather a composite reinforced soil retaining wall with bidirectional load-bearing capacity, significantly improving the overall toughness and impermeability of the wall.

[0059] Furthermore, each of the steel pipes 41 is filled with concrete, which significantly improves the axial bearing capacity of the steel pipe 41. Under the same cross-sectional dimensions, the bearing capacity can be increased several times compared to the empty steel pipe 41. Alternatively, under the same bearing capacity requirements, the diameter and wall thickness of the steel pipe 41 can be significantly reduced, saving steel. After being filled with concrete, the bending stiffness of the component can be greatly improved, and the deformation of the foundation pit can be controlled more effectively, reducing the second-order effect caused by the bending of the compression member.

[0060] Those skilled in the art will readily understand that the above description is merely a preferred embodiment of the present utility model and is not intended to limit the present utility model. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present utility model should be included within the protection scope of the present utility model.

Claims

1. An underground seepage prevention support structure, characterized in that, This includes TRD continuous wall, steel profiles, cap beam, first embedded parts, diagonal bracing, cap beam, second embedded parts, and engineering piles, among which: The TRD continuous wall is located on one side of the back soil mass; The capping beam is located at the top of the TRD continuous wall, and multiple first embedded parts are installed on the capping beam; There are multiple steel sections, each of which is vertically installed and embedded in the TRD continuous wall, and the upper end of each steel section extends beyond the capping beam. There are multiple engineering piles, each of which is vertically installed and embedded in the bearing layer at the bottom of the foundation pit. All the engineering piles jointly support the cap beam, and the cap beam is fixedly connected to each of the engineering piles respectively. Multiple second embedded parts are provided on the cap beam. There are multiple diagonal bracing components, each of which includes a steel pipe. Each steel pipe is inclined relative to the horizontal plane. The upper end of each steel pipe is connected to a first embedded part, and the lower end of each steel pipe is connected to a second embedded part.

2. The underground seepage prevention support structure according to claim 1, characterized in that, The first and second embedded parts are embedded plates; Each end of the steel pipe is machined with an end plane, which is not perpendicular to the axis of the steel pipe. A first connecting plate is welded to the end plane of one end of the steel pipe and a second connecting plate is welded to the end plane of the other end. The first connecting plate is detachably connected to the first embedded part by a first bolt, and the second connecting plate is detachably connected to the second embedded part by a second bolt.

3. The underground seepage prevention support structure according to claim 2, characterized in that, The bottom surfaces of the first embedded part and the second embedded part are respectively welded with a first anchor bar and a second anchor bar. The first anchor bar extends into the cap beam and the second anchor bar extends into the cover beam. A triangular stiffening rib A is provided at the joint between the first connecting plate and the steel pipe, and a triangular stiffening rib B is provided at the joint between the second connecting plate and the steel pipe.

4. The underground seepage prevention support structure according to claim 1, characterized in that, It also includes waterproof geotextiles; A drainage ditch A is provided on the top of the back side soil; The waterproof geotextile covers the soil on the back side and is located between the drainage ditch A and the capping beam.

5. The underground seepage prevention support structure according to claim 1, characterized in that, Each of the steel sections has a friction-reducing agent coating on its outer surface.

6. The underground seepage prevention support structure according to claim 1, characterized in that, The steel pipe is made of high-strength steel and is a seamless steel pipe.

7. The underground seepage prevention support structure according to claim 1, characterized in that, A drainage ditch B is also provided at the bottom of the foundation pit next to the TRD continuous wall.

8. The underground seepage prevention support structure according to claim 1, characterized in that, A transverse connecting beam is provided between any two adjacent steel pipes, and each end of the transverse connecting beam is connected to a steel pipe by a clamp.

9. The underground seepage prevention support structure according to claim 1, characterized in that, The steel section is an H-beam, and any two adjacent steel sections are connected by reinforcing bars.

10. The underground seepage prevention support structure according to claim 1, characterized in that, Each of the steel pipes is filled with concrete.

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