Soft soil lateral confinement composite structure used in bias site

Abstract

The invention relates to the technical field of underground structures, in particular to a soft soil lateral confinement composite structure used in an unsymmetrical pressure field, which comprises a lateral confinement reinforcing body arranged in a soil body, and a vertical pile group used as a permanent underground structure or a temporary underground structure is arranged in the lateral confinement reinforcing body. A reinforced concrete top beam is mounted at one end, extending out of the top surface of the soil body, of the vertical pile group, and is arranged at the top of the lateral confinement reinforcing body; the lateral confinement reinforcing body penetrates through a soft soil layer of the soil body; and the vertical pile group penetrates through a soft soil layer of the soil body and extends into a bearing layer of the soil body. According to the method, the soil body is improved and solidified through the lateral confinement reinforcing body, and lateral displacement of the soft soil layer is limited; the vertical pile group and the reinforced concrete top beam are combined, so that a vertical supporting effect can be effectively provided, and the shear resistance of the whole structure is enhanced; and meanwhile, the vertical pile group and the reinforced concrete top beam are embedded in the lateral confinement reinforcing body, so that the construction efficiency and the structural rigidity are effectively improved, and the risks of settlement and deformation are reduced.

Description

Technical Field

[0001] The invention relates to the technical field of underground structures, and in particular to a soft soil confinement composite structure used in a biased site. Background Art

[0002] In engineering construction, the treatment of soft soil sites has always been a difficult problem to be solved urgently. People tend to pay more attention to the development and utilization of poor soil sites and their improvement and reinforcement, but tend to ignore the impact of eccentric loads generated in human engineering activities on the surrounding soft strata, such as loading projects, construction projects, foundation pit projects, bridge or elevated structure projects, embankment projects, land reclamation projects, etc. Soft strata, especially soft-plastic clay, will deform and move laterally under long-term eccentric pressure, which will cause a series of problems such as uneven settlement or instability of the site.

[0003] At present, the existing underground structures pay more attention to their supporting role or directly serve the engineering construction as a composite foundation. Therefore, how to solve the problem of lateral displacement of soft soil in the biased site under human engineering activities is the key consideration for the long-term stability and safe use of existing construction projects. Summary of the invention

[0004] The object of the present invention is to provide a composite structure for soft soil confinement in a biased site to solve the problems existing in the above-mentioned prior art.

[0005] To achieve the above-mentioned object, the present invention provides the following scheme: a composite structure for confinement of soft soil in an offset site, comprising a confinement reinforcement body arranged in the soil, a vertical pile group used as a permanent underground structure or a temporary underground structure arranged in the confinement reinforcement body, a reinforced concrete top beam installed at one end of the vertical pile group extending out of the top surface of the soil, and the reinforced concrete top beam arranged on the top of the confinement reinforcement body; the confinement reinforcement body penetrates the soft soil layer of the soil;

[0006] The vertical pile group penetrates the soft soil layer of the soil body and extends into the bearing layer of the soil body.

[0007] Preferably, the width of the reinforced concrete top beam is greater than the width of the vertical pile group and less than the width of the side limit reinforcement body.

[0008] Preferably, the width of the side surface of the lateral confinement reinforcement body is greater than the width of the side surface of the vertical pile group.

[0009] Preferably, the side confinement reinforcement body includes a plurality of high-pressure rotary jet piles or a plurality of three-axis mixing piles.

[0010] Preferably, a plurality of the high-pressure jet grouting piles or a plurality of the three-axis mixing piles are connected in a bite-type manner.

[0011] Preferably, the vertical pile group includes a plurality of precast concrete piles or a plurality of steel piles.

[0012] Preferably, the precast concrete piles and the steel piles are used for permanent underground structures.

[0013] Preferably, the steel piles are used for temporary underground structures.

[0014] The present invention discloses the following technical effects:

[0015] The present invention improves and solidifies the soil through the side limit reinforcement body, thereby limiting the lateral displacement of the soft soil layer; and through the combination of the vertical pile group and the reinforced concrete top beam, it can effectively provide a vertical support effect and enhance the shear resistance of the overall structure; at the same time, the vertical pile group and the reinforced concrete top beam are embedded in the side limit reinforcement body, which effectively improves the construction efficiency and structural rigidity, significantly enhances the overall structural stability, and reduces the risk of settlement and deformation.

[0016] The present invention can be used as a permanent underground structure or a temporary underground structure.

[0017] The overall structural design of the present invention is flexible, and the combination quantity of the side reinforcement bodies, vertical pile groups and reinforced concrete top beams can be adjusted according to the actual situation of the site bias degree and the distribution of the soft soil layer; the structural design of the present invention is simple, the construction is simple, and it has good durability and adaptability. It can be widely used in various soft soil sites and has significant economic and social benefits. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0019] Figure 1 It is a schematic diagram of the overall structure of the present invention in the soil layer;

[0020] Figure 2 This is a schematic diagram of the overall structure when the precast concrete piles are arranged in the present invention;

[0021] Figure 3 This is a schematic diagram of the top view of the structure when the precast concrete piles are arranged in the present invention;

[0022] Figure 4 It is a schematic diagram of the overall structure when the steel piles are arranged in the present invention;

[0023] Figure 5 It is a schematic diagram of the top view of the structure when the steel piles are arranged in the present invention;

[0024] Figure 6 A schematic diagram of the structure when the present invention is provided with multiple groups of side confinement reinforcement bodies, vertical pile groups and reinforced concrete top beams;

[0025] Among them, 1. Lateral reinforcement; 2. Vertical pile group; 3. Reinforced concrete top beam; 4. First soil layer; 5. Soft soil layer; 6. Second soil layer; 7. Bearing layer; 21. Precast concrete piles; 22. Steel piles. DETAILED DESCRIPTION

[0026] The possible implementation schemes found in the art are:

[0027] Soft soil:

[0028] Soft soil layers usually refer to foundations composed of silt, muddy soil, backfill, miscellaneous fill or other highly compressible soil layers. Such soil layers are characterized by excessive natural water content, low bearing capacity, and easy sliding or consolidation settlement under load. The engineering properties of soft soil layers include thixotropy, high compressibility, low permeability, heterogeneity and rheology.

[0029] The causes of soft soil layers may include geological structure, hydrological conditions, soil composition and other factors. For example, high groundwater levels can cause foundation soil to soften, increasing the risk of subsidence; long-term loads or increased loads during construction may cause soil deformation, reducing foundation stability. The presence of soft soil layers can pose a challenge to the stability and safety of buildings, and may lead to building settlement, structural damage and safety hazards.

[0030] In order to improve the engineering properties of soft soil layers, a series of foundation treatment technologies are usually required. These technologies include but are not limited to replacement cushion method, preloading method, compaction method, deep mixing method, high-pressure jet grouting method, grouting method, strong tamping method and reinforcement method. These methods are aimed at improving the shear strength of foundation soil, improving its compression characteristics, improving water permeability, and eliminating the influence of other adverse factors.

[0031] The latest relevant information mentions new progress in the treatment technology of soft soil layers, including different types of strong compaction methods, compaction sand pile construction technology, vibration compaction technology, deep mixing technology, high-pressure jet grouting method, etc. These technologies help to improve the efficiency and effect of soft soil layer treatment. In addition, there are specialized companies that provide foundation settlement management services, using advanced technology and materials to treat soft soil layers and ensure building safety.

[0032] Permanent underground structures:

[0033] Permanent underground structures are underground buildings or facilities that are designed to exist for a long time or even permanently. They are usually used to support soil, resist groundwater pressure, and serve as foundations or structural components of buildings. The reliability of permanent underground structures is a very important consideration in engineering design, because their failure may lead to significant safety risks and economic losses.

[0034] The design and construction technology of permanent underground structures has made significant progress. For example, sheet piles, as a form of permanent underground structure, can achieve advantages such as simple construction and short on-site operation period by using reinforced concrete sheet piles. Especially in cities, due to restrictions on vibration and noise, the use of hydraulic static pile driving equipment makes reinforced concrete sheet piles a suitable choice.

[0035] In addition, research and practice have shown that applying foundation pit support structures to the construction of underground main structures can achieve the permanence of support structures. This design can effectively reduce the pressure on the outer walls of the foundation pit and ensure the safety and durability of the structure by connecting the support piles and the supporting members of the underground structure.

[0036] The latest engineering cases and technical standards are also constantly updated to reflect the best practices in the design and construction of permanent underground structures. For example, the technical regulations for deep foundation pits and relatively deep foundation pits put forward the concept of permanent support structures, emphasizing that the vertical support structures of deep foundation pits that cannot be recycled should be designed as permanent structures to reduce resource waste and environmental pollution.

[0037] During the construction process, deep foundation pits should be numerically analyzed using a three-dimensional overall design method, while deeper foundation pits can use the current commonly used foundation pit design software to determine the support scheme. These regulations and recommendations help ensure the safety and sustainability of deep foundation pit projects.

[0038] In summary, the design and construction of permanent underground structures involves advanced technology and rigorous engineering practices to ensure their long-term reliability and safety. As technology develops and new standards are established, the performance and safety of permanent underground structures will continue to improve.

[0039] Temporary underground structures:

[0040] Temporary underground structures usually refer to underground support and protection structures that are temporarily built during construction to ensure construction safety and the stability of the surrounding environment. These structures are usually removed or converted into part of the permanent structure after the construction is completed. The design and construction of temporary underground structures are crucial to the smooth progress of the entire project. They can effectively control the risks of slope instability and ground subsidence caused by earth excavation, and ensure the safety of construction workers and the integrity of surrounding buildings.

[0041] According to the latest search results, the technology of temporary underground structures is constantly developing and improving. For example, there are studies and practices focusing on the integration of permanent and temporary structures for underground engineering structures, which aims to maximize the efficiency of temporary structures or reduce their impact on the environment through integrated design and construction. In addition, there are studies on the standardized design and construction technology of temporary steel structure covers for underground structures crossing roads, which shows that the industry is committed to developing more unified and efficient construction standards.

[0042] In actual projects, temporary underground structures are widely used, including but not limited to foundation pit support, tunnel construction, underground continuous wall construction, etc. For example, there are engineering cases that show how to solve the road settlement problem caused by subway crossing construction through standardized design and construction technology, ensuring the safety and smoothness of road traffic.

[0043] When discussing temporary underground structures, it is important to pay special attention to the timeliness of information. Given the rapid development of the construction industry and the constant emergence of new technologies, it is important to ensure that the information provided is up to date and can help guide current and future engineering practices and improve engineering efficiency and safety.

[0044] The Chinese patent publication number CN105064356A discloses a prestressed composite rod-cable anchoring device for supporting soft and loose soil. The main structure includes a drill bit, a connecting rod, an anchor cable fixing plate, a hollow drill rod, a protective casing, a rod-cable connecting sleeve, an anchor cable positioning guide ring, an anchor cable guide hole, a separate rotating bearing, an anchor cable and a grouting hole; an anchor cable positioning guide ring for fixing the protective casing is installed on the outer wall of the hollow drill rod, and anchor cable guide holes are evenly distributed on the anchor cable positioning guide ring along the circumferential direction. The number of anchor cable guide holes is determined according to the actual size of the anchor cable. The number of actual needs is determined; the protective casing passes through the anchor cable guide hole and is welded to the anchor cable positioning guide ring. The anchor cable is inserted into the protective casing. The length of the protective casing is the total length of the anchor cable minus the length of the anchor cable anchoring section to prevent the protective casing from rotating freely; the anchor cable positioning guide rotates freely around the hollow drill rod. When the hollow drill rod rotates into the formation under the action of the drilling rig torque, the anchor cables distributed around the hollow drill rod do not rotate, so that the anchor cables can smoothly enter the rock and soil body with the hollow drill rod; a rod cable connecting sleeve is provided on the inner side of the anchor cable positioning guide ring. A separate rotating bearing is provided on the connecting sleeve, the rod-cable connecting sleeve is mechanically fixed on the hollow drill rod, an anchor cable fixing plate is provided at the front end of the hollow drill rod, and the anchor cable fixing plate is lengthened to twice the diameter of the hollow drill rod along the axial width of the hollow drill rod so as to resist tension deformation; the anchor cable is anchored on the anchor cable fixing plate, and the tension is completely transmitted to the hollow drill rod when the anchor cable is tensioned; a thread is provided at the tail end of the hollow drill rod, which is convenient for lengthening according to needs; the front end of the hollow drill rod is connected to the drill bit through a connecting rod, and when the diameter of the hollow drill rod changes according to actual needs, it can By changing the size of the connecting rod to adapt to the model changes of the hollow drill rod, there is no need to make different types of drill bits; the wing of the drill bit is a pointed cross-shaped structure, and the penetrating force generated under the drive of the external drilling rig can penetrate all kinds of rocks; a grouting hole is opened on the front side wall of the hollow drill rod, so that it can serve as a drill rod and a grouting pipe. When the drilling is completed, high-pressure grouting is carried out through the grouting hole, so that the hollow drill rod and the surrounding strata are solidified into a whole, forming a steel pipe cement column, thereby enhancing the friction between the contact surface of the hollow drill rod and the stratum and the shear deformation resistance of the hollow drill rod.

[0045] Chinese patent publication number CN109898505A discloses a composite pipe pile with a reinforcement structure in a soft stratum, including a soft foundation pit of a sandy soil layer, a first pipe pile section, a first grouting pipe and a steel rod, a slurry diffusion hole is processed on the pipe wall of the first pipe pile section, and the slurry diffusion hole is arranged in a plum blossom shape on the pipe wall; an upper sleeve chuck and a lower sleeve chuck are sleeved on the first grouting pipe, and steel rod upper clamping notches are arranged at equal intervals on the outer circle of the upper sleeve chuck, and steel rod lower clamping notches are arranged at equal intervals on the outer circle of the lower sleeve chuck, and a steel rod is clamped between the steel rod upper clamping notch and the steel rod lower clamping notch, and the first grouting pipe tied with the steel rod is arranged in the inner cavity of the first pipe pile section, and the first pipe pile The pile section is arranged in a soft foundation pit of a sandy soil layer, a 1:1 cement slurry is poured into the first section grouting pipe, a cement column with a steel rod as a skeleton is formed in the inner cavity of the first section pipe pile section, and a cement slurry solidified body is formed around the outer wall of the pipe pile of the first section pipe pile section; a grouting expansion hole is arranged on the side wall of the grouting pipe of the first section grouting pipe, and a rubber hoop is sleeved on the grouting expansion hole; a first section pipe pile section top through hole is arranged on the top cast iron sealing cover of the first section pipe pile section, a second section pipe pile section bottom through hole is arranged on the bottom cast iron sealing cover of the second section pipe pile section, a second section pipe pile section is welded to the top cast iron sealing cover of the first section pipe pile section, and the bottom through hole of the second section pipe pile section is connected with the top through hole of the first section pipe pile section.

[0046] Embodiments that can be added to the present invention are:

[0047] The soft soil layer is usually between the hard soil layer and the rock layer. In geotechnical engineering investigation, the soft layer refers to the clay layer in the soft plastic and fluid plastic state, the sand layer in the loose state, and the fill and highly compressible soil layer without any treatment. The characteristics of these soft soil layers include high water content, large porosity, low shear strength and low permeability.

[0048] In actual engineering, the existence of soft soil layers may have an adverse effect on the stability of buildings. Therefore, when building structures on soft layers, the foundation must be treated to improve the engineering properties of the soil so that it meets the requirements of the building structure for foundation stability and deformation and eliminates adverse effects.

[0049] The bearing layer is the soil layer that directly bears the foundation load in the design of civil engineering structures. In soil mechanics calculations, the pressure on the bearing layer is continuously reduced, and the pressure can be ignored after a certain depth. The specific depth can only be known through calculation. This part that bears the pressure is called the bearing layer.

[0050] In the biased site, the soft soil confined composite structure usually refers to the structural system used to enhance the stability of the soft soil. This structural system can effectively limit the lateral displacement of the soil, reduce the foundation settlement, and reduce the adverse impact of the additional load on the surrounding environment; the confined composite foundation reinforcement technology usually includes a combination of confined walls (such as cement soil walls) and reinforced soil, and the interaction of these structures can improve the bearing capacity and overall stability of the soil.

[0051] In actual engineering applications, the design of the confined composite structure needs to consider many factors such as the physical and mechanical properties of the soil, load characteristics, geological conditions, and environmental impacts. Through comprehensive analysis and optimized design, it can be ensured that the confined composite structure of the soft soil in the biased site is both economical and safe, and meets the long-term stability requirements of engineering construction.

[0052] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0053] In order to make the above-mentioned objects, features and advantages of the present invention more obvious and easy to understand, the present invention is further described in detail below with reference to the accompanying drawings and specific embodiments.

[0054] Embodiment 1

[0055] Reference Figure 1-Figure 5 The present invention provides a composite structure for confinement of soft soil in an offset site, comprising a confinement reinforcement body 1 arranged in the soil, a vertical pile group 2 used as a permanent underground structure or a temporary underground structure arranged in the confinement reinforcement body 1, a reinforced concrete top beam 3 is installed at one end of the vertical pile group 2 extending out of the top surface of the soil, and the reinforced concrete top beam 3 is arranged on the top of the confinement reinforcement body 1; the confinement reinforcement body 1 penetrates the soft soil layer 5 of the soil; the vertical pile group 2 penetrates the soft soil layer 5 of the soil and extends into the bearing layer 7 of the soil.

[0056] The bearing layer 7 and the soil above the bearing layer 7 can be divided into the following layers from top to bottom:

[0057] Soil layer one: first soil layer 4, soft soil layer 5, second soil layer 6, bearing layer 7; that is, the lateral reinforcement body 1 sequentially penetrates the first soil layer 4, the soft soil layer 5 and extends into the second soil layer 6; the vertical pile group 2 sequentially penetrates the first soil layer 4, the soft soil layer 5, the second soil layer 6 and extends into the bearing layer 7.

[0058] Soil layer 2: first soil layer 4, soft soil layer 5, bearing layer 7; that is, the lateral reinforcement body 1 and the vertical pile group 2 successively penetrate the first soil layer 4, the soft soil layer 5 and extend into the bearing layer 7.

[0059] Soil layer three: soft soil layer 5, second soil layer 6, bearing layer 7; that is, the lateral confinement reinforcement body 1 penetrates the soft soil layer 5 and extends into the second soil layer 6; the vertical pile group 2 sequentially penetrates the soft soil layer 5, the second soil layer 6 and extends into the bearing layer 7.

[0060] Soil layer four: soft soil layer 5 and bearing layer 7; that is, the lateral reinforcement body 1 and the vertical pile group 2 penetrate the soft soil layer 5 and extend into the bearing layer 7.

[0061] The present invention improves and solidifies the soil through the lateral limit reinforcement body 1, thereby limiting the lateral displacement of the soft soil layer 5; and through the combination of the vertical pile group 2 and the reinforced concrete top beam 3, it can effectively provide a vertical support effect and enhance the shear resistance of the overall structure; at the same time, the vertical pile group 2 and the reinforced concrete top beam 3 are embedded in the lateral limit reinforcement body 1, which effectively improves the construction efficiency and structural rigidity, significantly enhances the overall structural stability, and reduces the risk of settlement and deformation.

[0062] The present invention can be used as a permanent underground structure or a temporary underground structure.

[0063] The overall structural design of the present invention is flexible, and the combination quantity of the side confinement reinforcement body 1, the vertical pile group 2 and the reinforced concrete top beam 3 can be adjusted according to the actual situation of the site bias degree and the distribution of the soft soil layer 5; the structural design of the present invention is simple, the construction is simple, and it has good durability and adaptability. It can be widely used in various soft soil sites and has significant economic and social benefits.

[0064] In a further optimized solution, the width of the reinforced concrete top beam 3 is greater than the width of the vertical pile group 2 and less than the width of the lateral confinement reinforcement body 1. Not only can the top surface of the vertical pile group 2 be effectively embedded in the bottom of the reinforced concrete top beam 3, but the bottom surface of the reinforced concrete top beam 3 can also be embedded in the top surface of the lateral confinement reinforcement body 1, so that the lateral confinement reinforcement body 1, the vertical pile group 2, and the reinforced concrete top beam 3 can form an overall force system to provide better bending and shear resistance and enhance the overall stability of the structure.

[0065] In a further optimized solution, the width of the side of the lateral reinforcement body 1 is greater than the width of the side of the vertical pile group 2. The lateral reinforcement body 1 can protect the vertical pile group 2 within a certain depth range, and at the same time enhance the overall anti-deformation capacity of the composite structure.

[0066] According to a further optimization scheme, the side-limit reinforcement body 1 includes a plurality of high-pressure rotary jet piles or a plurality of three-axis mixing piles.

[0067] To further optimize the solution, several high-pressure jet grouting piles or several three-axis mixing piles are connected in an interlocking manner.

[0068] The pile bodies of several high-pressure jet grouting piles or several three-axis mixing piles are interlocked with each other to form a continuous lateral confinement reinforcement body 1 that resists lateral displacement; and by adding appropriate amounts of admixtures and additives to the slurry, the impermeability and corrosion resistance of the high-pressure jet grouting piles or three-axis mixing piles in complex environments can be effectively enhanced.

[0069] The lateral confinement reinforcement body 1 formed by the mutual engagement of a number of high-pressure rotary jet piles or a number of three-axis mixing piles can limit the lateral displacement of the soft soil layer 5 by improving and solidifying the soft soil layer 5; and the vertical pile group 2 and the reinforced concrete top beam 3 can effectively provide vertical support to enhance the shear resistance of the structure; the vertical pile group 2 and the reinforced concrete top beam 3 are embedded in the lateral confinement reinforcement body 1, giving full play to the synergistic effect of the lateral confinement reinforcement body 1, the vertical pile group 2 and the reinforced concrete top beam 3, effectively improving the construction efficiency and structural rigidity, and significantly enhancing the overall structural stability, reducing the risk of settlement and deformation; at the same time, the composite structure of the lateral confinement reinforcement body 1, the vertical pile group 2 and the reinforced concrete top beam 3 can have good durability and adaptability.

[0070] According to a further optimized solution, the vertical pile group 2 includes a plurality of precast concrete piles 21 or a plurality of steel piles 22 .

[0071] The cross section of the pile body of the precast concrete pile 21 is square, rectangular, circular, annular, etc.

[0072] The steel pile 22 is made of I-steel, H-steel, T-steel and the like.

[0073] The precast concrete piles 21 and the steel piles 22 adopt various cross-sectional shapes, which can be adapted to various manufacturing processes and different geological conditions.

[0074] The pile tip of the precast concrete pile 21 is an inverted cone adapted to the shape and size of the pile body of the precast concrete pile 21 .

[0075] The pile tips of the precast concrete piles 21 and the steel piles 22 extend into the bearing layer 7 of the soil.

[0076] To further optimize the solution, precast concrete piles 21 and steel piles 22 are used for permanent underground structures.

[0077] When used as a permanent underground structure, the precast concrete piles 21 are corrosion-resistant, and the outer surfaces of the steel piles 22 are coated with an anti-corrosion coating.

[0078] To further optimize the solution, the steel piles 22 are used for temporary underground structures.

[0079] When used as a temporary underground structure, the outer surface of the steel pile 22 is coated with a lubricating coating.

[0080] The present invention can be used as a permanent underground structure and a temporary underground structure. When used as a permanent underground structure, precast concrete piles 21 or steel piles 22 coated with an anti-corrosion coating are used as vertical pile groups 2, which have high corrosion resistance, can adapt to larger load requirements and can maintain long-term stability in complex underground environments; when used as a temporary underground structure, steel piles 22 coated with a lubricating coating are used as vertical pile groups 2, which are easy to disassemble and recycle for reuse, and are not prone to underground disturbances, which is beneficial to reducing structural costs.

[0081] The construction steps are as follows:

[0082] S1. Site preparation: Determine the location and number of lateral reinforcement bodies 1 and vertical pile groups 2, and reserve sufficient construction space for them.

[0083] S2. Construction of side limit reinforcement body 1: Complete the construction of high-pressure rotary jet piles or three-axis mixing piles to ensure that the piles in each row and column are interlocked with each other.

[0084] S3. Construction of vertical pile group 2: before the initial setting of the lateral confinement reinforcement body 1, ensure that the vertical pile group 2 is embedded in the lateral confinement reinforcement body 1; then cast the reinforced concrete top beam 3 on site.

[0085] S4. Waiting for final setting and overall stability: Waiting for the final setting of the lateral confinement reinforcement body 1 to ensure that the lateral confinement reinforcement body 1 and the vertical pile group 2 are tightly combined and integrated.

[0086] S5. Quality inspection and subsequent construction: Conduct quality inspection on the composite structure and confirm that the integrity, strength and stability of the structure meet the design requirements before proceeding with subsequent construction work.

[0087] The present invention reduces construction interference and improves construction efficiency by reasonably reserving space; the pile bodies of the lateral limit reinforcement body 1 are interlocked with each other, which effectively improves the integrity and strengthens the constraint on the soft soil layer 5; the vertical pile group 2 is embedded in the lateral limit reinforcement body 1 before the initial setting, thereby avoiding subsequent multiple construction such as drilling and cutting, reducing construction links and complexity, and after the vertical pile group 2 is embedded in the lateral limit reinforcement body 1, the reinforced concrete top beam 3 is cast on site, so that the lateral limit reinforcement body 1, the vertical pile group 2 and the reinforced concrete top beam 3 form an integrated overall structure during the solidification process, thereby improving the stability of the composite structure; and through strict quality inspection, the construction quality is improved, ensuring that the structure can meet the use requirements and reducing subsequent maintenance costs.

[0088] Embodiment 2

[0089] Reference Figure 6The difference between this embodiment and the first embodiment is that this embodiment can adjust the number of combinations of the lateral limit reinforcement body 1, the vertical pile group 2 and the reinforced concrete top beam 3 according to the actual situation of the site bias degree and the distribution of the soft soil layer, the width of the lateral limit reinforcement body 1 is greater than the combined width of the vertical pile group 2 and the reinforced concrete top beam 3, and the width of the lateral limit reinforcement body 1 on both sides of the vertical pile group 2 and the reinforced concrete top beam 3 is not less than 250mm; when the number of combinations of the lateral limit reinforcement body 1, the vertical pile group 2 and the reinforced concrete top beam 3 is ≥2, the adjacent vertical pile groups 2 are staggered and inserted.

[0090] The vertical pile groups 2 in adjacent lateral reinforcement bodies 1 are arranged in a staggered manner, which can not only evenly transfer the load, but also effectively disperse the soil stress and avoid structural damage caused by concentrated force on a certain part.

[0091] In the description of the present invention, it should be understood that the terms "longitudinal", "lateral", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside" and "outside" etc., indicating orientations or positional relationships, 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 do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be understood as a limitation on the present invention.

[0092] The embodiments described above are only descriptions of the preferred modes of the present invention, and are not intended to limit the scope of the present invention. Without departing from the design spirit of the present invention, various modifications and improvements made to the technical solutions of the present invention by ordinary technicians in this field should all fall within the protection scope determined by the claims of the present invention.

Claims

1. A composite structure for soft soil confinement in a biased site, characterized by: The invention comprises a side confinement reinforcement body (1) arranged in a soil body, wherein a vertical pile group (2) used as a permanent underground structure or a temporary underground structure is arranged in the side confinement reinforcement body (1), and a reinforced concrete top beam (3) is installed at one end of the vertical pile group (2) extending outside the top surface of the soil body, and the reinforced concrete top beam (3) is arranged on the top of the side confinement reinforcement body (1); The side confinement reinforcement body (1) penetrates the soft soil layer (5) of the soil body; The vertical pile group (2) penetrates the soft soil layer (5) of the soil body and extends into the bearing layer (7) of the soil body.

2. The soft soil confinement composite structure for use in a biased site according to claim 1 is characterized in that: The width of the reinforced concrete top beam (3) is greater than the width of the vertical pile group (2) and less than the width of the side confinement reinforcement body (1).

3. The soft soil confinement composite structure for use in a biased site according to claim 1 is characterized in that: The width of the side surface of the lateral confinement reinforcement body (1) is greater than the width of the side surface of the vertical pile group (2).

4. The soft soil confinement composite structure for use in a biased site according to claim 1, characterized in that: The side confinement reinforcement body (1) comprises a plurality of high-pressure jet grouting piles or a plurality of three-axis mixing piles.

5. The soft soil confinement composite structure for use in a biased site according to claim 4, characterized in that: A plurality of the high-pressure jet-jet piles or a plurality of the three-axis mixing piles are connected in a bite-type manner.

6. The soft soil confinement composite structure for use in a biased site according to claim 1, characterized in that: The vertical pile group (2) comprises a plurality of precast concrete piles (21) or a plurality of profiled steel piles (22).

7. The composite structure for soft soil confinement in a biased site according to claim 6, characterized in that: The precast concrete piles (21) and the steel piles (22) are used for permanent underground structures.

8. The composite structure for soft soil confinement in a biased site according to claim 6, characterized in that: The steel pile (22) is used for temporary underground structures.

Images