A prefabricated slope reaction structure with built-in core tube and its design optimization method

Abstract

The present invention provides a prefabricated slope reaction structure with a built-in core tube, comprising a main body, a core tube, a first reinforcement cage, a second reinforcement cage and concrete. The core tube is placed in the first anchor rod area of ​​the main body and is surrounded by four plates in sequence. The first reinforcement cage and the second reinforcement cage are placed in the first support beam area and the second support beam area respectively, the first longitudinal reinforcement group of the first reinforcement cage penetrates the first plate and the third plate along the first direction, and the second longitudinal reinforcement group of the second reinforcement cage penetrates the second plate and the fourth plate along the second direction. In addition, the overall stability of the structure is optimized by setting the oblique reinforcement group. On the other hand, the present invention also quantifies the influence of factors such as the diameter-to-thickness ratio and the base bed coefficient of the core tube on the bearing performance of the slope reaction structure through a bearing capacity calculation function, and provides an optimization method for different core tube diameter-to-thickness ratio parameters and different slope rock and soil layer base bed coefficients, thereby determining the ultimate bearing capacity and design bearing capacity of the slope reaction structure, and optimizing and guiding the structural design of the reaction structure.

Description

Technical Field

[0001] The invention relates to the field of slope reaction force structures, and in particular to a prefabricated slope reaction force structure with a built-in core tube and a design optimization method. Background Art

[0002] The slope reaction structure, also known as the force transmission structure, is a component in the anchor system used to connect the anchor rod and the rock and soil layer. It plays the role of transmitting anchoring force and reinforcing the rock and soil. It usually includes frame beams, anchor piers, ground beams, etc. Prefabricated slope reaction structures are slope reinforcement reaction components that are prefabricated in the factory and transported to the slope construction site for installation after maintenance. It is a trend in the construction industry towards assembly in recent years.

[0003] Under the action of concentrated anchoring force, the nodes of the reaction structure are subjected to local super-high stress under the anchor, and the soil produces excessive compression deformation on the slope, causing damage to the reaction structure or even failure. Traditional slope reaction structures generally use cast-in-place reinforced concrete structures, which are usually bulky and not only increase the weight of the slope, but also cause waste of engineering materials. Especially at the nodes of the frame beams, the longitudinal, transverse and oblique steel bars are densely distributed, making it difficult to vibrate and compact the concrete. It is very easy to produce local compression failure under high stress conditions during the tensioning process of large-tonnage anchor rods / cables at the node position, showing defects such as node crushing and beam fracture, which affects the effect of slope anchoring.

[0004] Therefore, following the trend of prefabricated buildings, carrying out design improvements on new prefabricated slope reaction structures, realizing lightweight design of slope reaction structures and enhanced design of node compressive performance, and developing matching design and calculation methods are key issues in promoting the application of prefabricated slope reaction structures in slope reinforcement and emergency rescue.

[0005] At present, the production of slope reaction structures is divided into two types: cast-in-place and prefabricated. Cast-in-place reaction structures adopt a construction mode of on-site casting, which has the following problems: (1) There are many casting processes and a long construction period; (2) The structure is large in size and there is a lot of material waste; (3) There are many influencing factors, and the quality of the structure is difficult to guarantee, especially the node concrete is not easy to be dense. Prefabricated reaction structures adopt a construction mode of factory prefabrication and on-site installation, which has the following problems: (1) It still uses a traditional reinforced concrete structure similar to on-site casting, and the reduction of self-weight is limited, making it difficult to transport and hoist the structure; (2) The frame beam node still uses the traditional longitudinal and transverse steel mesh layout mode, the node concrete is still not dense enough, the local pressure performance of the node is poor, and the node damage and prestress loss may still occur after the anchor / cable is tensioned. Summary of the invention

[0006] In view of the above problems, the present invention provides a new type of prefabricated slope reaction structure with an internal core tube, and proposes a design optimization method for a prefabricated slope reaction structure with an internal core tube matching the structure. The method combining numerical simulation and indoor experiments is used to verify that the structure has good bearing performance, and the corresponding design calculation method is reasonable and feasible, which can solve the technical problems in the prior art such as the heavy self-weight of the prefabricated slope reaction structure and the insufficient bearing capacity of the node parts.

[0007] To achieve the above-mentioned purpose, in a first aspect, the present invention provides a prefabricated slope reaction force structure with a built-in core tube, comprising a main body, a core tube, a first reinforcement cage, a second reinforcement cage and concrete, the main body having a first support beam area, a second support beam area and a first anchor rod area, the first support beam area and the second support beam area are cross-distributed, the first support beam area extends along a first direction, the second support beam area extends along a second direction, the first direction and the second direction are arranged at a preset angle, the first anchor rod area is arranged at the intersection of the first support beam area and the second support beam area, and a first anchor rod avoidance pipe is also arranged at the center of the first anchor rod area; the core tube is arranged in the first anchor rod area, the core tube has a first plate, a second plate, a third plate and a fourth plate, the first plate is parallel to the third plate, the second plate is parallel to the fourth plate, The first plate, the second plate, the third plate, and the fourth plate are enclosed in sequence to form a core tube; the first reinforcement cage is placed in the first supporting beam area, the first reinforcement cage includes a first longitudinal reinforcement group and a first stirrup reinforcement group, the first longitudinal reinforcement group includes a plurality of first longitudinal reinforcements, each first longitudinal reinforcement sequentially penetrates the first plate and the third plate along the first direction, the first stirrup reinforcement group includes a plurality of first stirrups, and the plurality of first stirrups are sequentially and spaced apart from each other on the periphery of the first longitudinal reinforcement group; the second reinforcement cage is placed in the second supporting beam area, the second reinforcement cage includes a second longitudinal reinforcement group and a second stirrup reinforcement group, the second longitudinal reinforcement group includes a plurality of second longitudinal reinforcements, each second longitudinal reinforcement sequentially penetrates the second plate and the fourth plate along the second direction, the second stirrup reinforcement group includes a plurality of second stirrups, and the plurality of second stirrups are sequentially and spaced apart from each other on the periphery of the second longitudinal reinforcement group; concrete is configured to be poured into the body.

[0008] In some embodiments, the preset angle is 90°, and the first rib cage is perpendicular to the second rib cage.

[0009] In some embodiments, the first longitudinal rib group has a first radial dimension, the second longitudinal rib group has a second radial dimension, the first radial dimension is smaller than the second radial dimension, and the first longitudinal ribs are independent of the second longitudinal ribs.

[0010] In some embodiments, the prefabricated slope reaction structure with an internal core tube further includes an oblique reinforcement group, the oblique reinforcement group includes a plurality of oblique reinforcements, and each oblique reinforcement is connected to a first longitudinal reinforcement and a second longitudinal reinforcement that are adjacently arranged.

[0011] In some embodiments, the body further includes an oblique rib area, which is disposed on the periphery of the first anchor rod area, and an oblique rib group is disposed in the oblique rib area.

[0012] In some embodiments, the first plate and the second plate are perpendicular to the first edge, the second plate and the third plate are perpendicular to the second edge, the third plate and the fourth plate are perpendicular to the third edge, and the fourth plate and the first plate are perpendicular to the fourth edge; the oblique rib group includes a first oblique rib group, a second oblique rib group, a third oblique rib group and a fourth oblique rib group, the first oblique rib group is arranged at the first edge, the second oblique rib group is arranged at the second edge, the third oblique rib group is arranged at the third edge, and the fourth oblique rib group is arranged at the fourth edge; the first oblique rib group includes at least two first oblique ribs distributed in the vertical direction, the second oblique rib group includes at least two second oblique ribs distributed in the vertical direction, the third oblique rib group includes at least two third oblique ribs distributed in the vertical direction, and the fourth oblique rib group includes at least two fourth oblique ribs distributed in the vertical direction.

[0013] In some embodiments, the first plate is provided with four first holes distributed along the circumference of the first plate, the second plate is provided with four second holes distributed along the circumference of the second plate, the third plate is provided with four third holes distributed along the circumference of the third plate, and the fourth plate is provided with four fourth holes distributed along the circumference of the fourth plate; the first longitudinal rib group includes four first longitudinal ribs, and the first longitudinal ribs pass through the first hole and the third hole in sequence; the second longitudinal rib group includes four second longitudinal ribs, and the second longitudinal ribs pass through the second hole and the fourth hole in sequence; the wall thickness of the first plate, the second plate, the third plate and the fourth plate is 6 mm; the aspect ratio of the core tube is less than 4.

[0014] In a second aspect, the present invention further provides a method for optimizing the design of a prefabricated slope reaction force of a built-in core tube, which is applicable to the prefabricated slope reaction force structure of the built-in core tube described in the first aspect, and the method comprises:

[0015] The bearing capacity calculation function of the precast slope reaction structure based on the core tube diameter-to-thickness ratio and the slope base coefficient is constructed and solved. The bearing capacity calculation function is expressed by formula (1), which is as follows:

[0016] ;

[0017] In formula (1), is the bearing capacity of the prefabricated slope reaction structure, is the influencing factor of the base bed coefficient, is the first diameter-to-thickness ratio influencing factor, is the second diameter-to-thickness ratio influencing factor, is the first cross-sectional area of ​​the core tube, is the second cross-sectional area of ​​the concrete inside the core tube, is the yield strength of the core tube, is the yield strength of concrete;

[0018] The first cross-sectional area is expressed by formula (2), which is as follows:

[0019] ;

[0020] The second cross-sectional area is expressed by formula (3), which is as follows:

[0021] ;

[0022] In formula (2) and formula (3), is the outer diameter of the core tube, is the wall thickness of the core tube.

[0023] In some embodiments, constructing and solving a calculation function of the bearing capacity of the prefabricated slope reaction structure of the core tube diameter-thickness ratio and the slope base coefficient includes:

[0024] A constraint force is applied to the lower surface of the reaction structure, and the first diameter-thickness ratio influencing factor and the second diameter-thickness ratio influencing factor are fitted and solved to obtain the first diameter-thickness ratio influencing factor , the second diameter-thickness ratio influencing factor ;

[0025] After substituting the first diameter-to-thickness ratio influencing factor and the second diameter-to-thickness ratio influencing factor into the calculation function of the bearing capacity of the precast slope reaction structure, the final calculation formula of the bearing capacity of the precast slope reaction structure is obtained, which is expressed by formula (4). Formula (4) is as follows:

[0026] .

[0027] In some embodiments, constructing and solving a calculation function for the bearing capacity of the prefabricated slope reaction structure of the core tube diameter-thickness ratio and the slope base coefficient further includes:

[0028] On the basis of the simulated bearing capacity and calculated bearing capacity under the condition of infinite base stiffness, it is also necessary to consider the interaction principle between the slope reaction structure and the underlying rock and soil, reduce the bearing capacity of the reaction structure considering the base bed coefficient of different soil types, determine the base bed coefficient influence factor β, and finally obtain the design bearing capacity of the slope reaction structure.

[0029] The slope base coefficient is fitted and solved in the base coefficient range corresponding to different soil layer types, which is expressed by formula (5). Formula (5) is as follows:

[0030] ;

[0031] In formula (5), is the range of base bed coefficient of soft soil, is the base coefficient range of medium dense soil, is the base bed coefficient range of dense soil, is the base coefficient range of extremely dense soil, is the base coefficient range of hard soil, is the range of the bed coefficient of moderately weathered rock, This is the range of the bed coefficient of slightly weathered rock.

[0032] Different from the prior art, the above technical solution adopts a built-in core tube and a first and second reinforcement cage cross-arranged in the body, so that the overall structure can better disperse stress when subjected to external force, thereby improving the bearing capacity and deformation resistance of the slope reaction structure. Especially under complex geological conditions, the structure can effectively resist adverse factors such as soil side pressure and water pressure to ensure the stability and safety of the slope. In terms of construction efficiency, the installation process of the anchor rod is simplified by the setting of the first anchor rod avoidance tube, avoiding the cumbersome steps of additional drilling required for anchor rod installation in the traditional construction method. In addition, since the structure is prefabricated, it can be standardized in the factory, further improving the construction efficiency and quality. The configuration of the oblique reinforcement significantly reduces the generation of chamfer cracks when the structure is under pressure, extending the service life of the structure. At the same time, the core tube is welded with steel plates, which has high strength and rigidity, and can play a hoop role on the core concrete, thereby improving the bearing capacity of the reaction structure. The solution provided in this embodiment is suitable for slope reinforcement projects under various complex geological conditions, and can be widely used in the slope support field of civil engineering projects such as tunnels, bridges, and foundation pits. It is not only conducive to improving construction efficiency and reducing costs, but also can ensure the safety and durability of the structure.

[0033] The above-mentioned records related to the invention content are only an overview of the technical solution of the present application. In order to enable ordinary technicians in the field to more clearly understand the technical solution of the present application, and then implement it according to the text of the specification and the contents recorded in the drawings, and to make the above-mentioned purpose and other purposes, features and advantages of the present application easier to understand, the following is an explanation in combination with the specific implementation mode and drawings of the present application. BRIEF DESCRIPTION OF THE DRAWINGS

[0034] The drawings are only used to illustrate the principles, implementation methods, applications, characteristics and effects of the specific embodiments of the present invention and other related contents, and shall not be considered as limiting the present application.

[0035] In the drawings of the specification:

[0036] Figure 1 A three-dimensional diagram of the prefabricated slope reaction structure of the built-in core tube described in the specific implementation method;

[0037] Figure 2It is a front view of the prefabricated slope reaction structure of the built-in core tube described in the specific implementation method;

[0038] Figure 3 It is a side view of the prefabricated slope reaction structure of the built-in core tube described in the specific implementation method;

[0039] Figure 4 It is a top view of the prefabricated slope reaction structure of the built-in core tube described in the specific implementation method;

[0040] Figure 5 It is a structural schematic diagram of the core tube described in the specific implementation method;

[0041] Figure 6 This is a schematic diagram of the distribution of the first reinforcement cage, the second reinforcement cage and the oblique reinforcement in a specific implementation manner;

[0042] Figure 7 It is a concrete schematic diagram of the specific implementation method;

[0043] Figure 8 It is a first physical picture of the prefabricated slope reaction structure of the built-in core tube described in the specific implementation method;

[0044] Fig. 9 A second physical diagram of the prefabricated slope reaction structure with a built-in core tube according to the specific implementation method;

[0045] Fig.10 It is a third physical picture of the prefabricated slope reaction structure of the built-in core tube described in the specific implementation method.

[0046] The reference numerals in the above drawings are described as follows:

[0047] 1. Ontology;

[0048] 11. The first beam area;

[0049] 12. Second beam area;

[0050] 13. First anchor area;

[0051] 131. First anchor avoidance tube;

[0052] 14. Diagonal reinforcement area;

[0053] 2. Core tube;

[0054] 21. First plate;

[0055] 211, first hole position;

[0056] 22. Second plate;

[0057] 221, second hole position;

[0058] 23. The third plate;

[0059] 231, the third hole position;

[0060] 24. Fourth plate;

[0061] 241, fourth hole position;

[0062] 3. The first reinforcement cage;

[0063] 31. The first longitudinal reinforcement group;

[0064] 32. The first stirrup group;

[0065] 4. The second reinforcement cage;

[0066] 41. The second longitudinal reinforcement group;

[0067] 42. The second stirrup group;

[0068] 5. Concrete;

[0069] 6. Oblique tendons;

[0070] 61. The first oblique reinforcement group;

[0071] 62. The second oblique reinforcement group;

[0072] 63. The third oblique reinforcement group;

[0073] 64. Fourth oblique reinforcement group;

[0074] a. First direction;

[0075] b. Second direction. DETAILED DESCRIPTION

[0076] In order to explain in detail the possible application scenarios, technical principles, specific schemes that can be implemented, and the purposes and effects that can be achieved, the following is a detailed description of the specific embodiments listed in conjunction with the accompanying drawings. The embodiments described herein are only used to more clearly illustrate the technical solutions of the present application, and are therefore only used as examples, and cannot be used to limit the scope of protection of the present application.

[0077] Reference to "embodiment" herein means that the specific features, structures or characteristics described in conjunction with the embodiment may be included in at least one embodiment of the present application. The term "embodiment" appearing in various places in the specification does not necessarily refer to the same embodiment, nor does it particularly limit its independence or association with other embodiments. In principle, in the present application, as long as there is no technical contradiction or conflict, the various technical features mentioned in the embodiments can be combined in any way to form a corresponding implementable technical solution.

[0078] Unless otherwise defined, the technical terms used in this document have the same meanings as those generally understood by those skilled in the art to which this application belongs; the use of relevant terms in this document is only for describing specific embodiments and is not intended to limit this application.

[0079] In the description of this application, the term "and / or" is an expression used to describe the logical relationship between objects, indicating that three relationships may exist, for example, A and / or B, which means: A exists, B exists, and A and B exist at the same time. In addition, the character " / " in this article generally indicates that the objects before and after are in an "or" logical relationship.

[0080] In the present application, terms such as “first” and “second” are merely used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any actual relationship of quantity, priority or sequence between these entities or operations.

[0081] Without further limitations, in this application, the words "include", "comprises", "has" or other similar open-ended expressions used in sentences are intended to cover non-exclusive inclusion. These expressions do not exclude the presence of additional elements in the process, method or product including the elements, so that the process, method or product including a series of elements may include not only those limited elements, but also other elements not explicitly listed, or also include elements inherent to such process, method or product.

[0082] Similar to the understanding in the Examination Guidelines, in this application, expressions such as "greater than", "less than", "exceed" and the like are understood to exclude the number itself; expressions such as "above", "below", "within" and the like are understood to include the number itself. In addition, in the description of the embodiments of this application, "multiple" means more than two (including two), and similar expressions related to "multiple" are also understood in this way, such as "multiple groups", "multiple times", etc., unless otherwise clearly and specifically limited.

[0083] In the description of the embodiments of the present application, space-related expressions used, such as "center", "longitudinal", "lateral", "length", "width", "thickness", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "vertical", "top", "bottom", "inside", "outside", "clockwise", "counterclockwise", "axial", "radial", "circumferential", etc., indicate the orientation or position relationship based on the orientation or position relationship shown in the specific embodiments or drawings, and are only for the convenience of describing the specific embodiments of the present application or facilitating the reader's understanding, and do not indicate or imply that the referred device or component must have a specific position, a specific orientation, or be constructed or operated in a specific orientation, and therefore cannot be understood as a limitation on the embodiments of the present application.

[0084] See also Figures 1 to 10 In the first aspect, the present embodiment provides a prefabricated slope reaction force structure with a built-in core tube, including a body 1, a core tube 2, a first reinforcement cage 3, a second reinforcement cage 4 and concrete 5, the body 1 has a first support beam area 11, a second support beam area 12 and a first anchor rod area 13, the first support beam area 11 and the second support beam area 12 are cross-distributed, the first support beam area 11 extends along a first direction a, the second support beam area 12 extends along a second direction b, the first direction a and the second direction b are arranged at a preset angle, the first anchor rod area 13 is arranged at the intersection of the first support beam area 11 and the second support beam area 12, and a first anchor rod avoidance tube 131 is further arranged at the center of the first anchor rod area 13; the core tube 2 is arranged in the first anchor rod area 13, the core tube 2 has a first plate 21, a second plate 22, a third plate 23 and a fourth plate 24, the first plate 21 is parallel to the third plate 23, the second plate 22 is parallel to the fourth plate 24, The first plate 21, the second plate 22, the third plate 23, and the fourth plate 24 are enclosed in sequence to form the core tube 2; the first reinforcement cage 3 is placed in the first supporting beam area 11, the first reinforcement cage 3 includes a first longitudinal reinforcement group 31 and a first stirrup group 32, the first longitudinal reinforcement group 31 includes a plurality of first longitudinal reinforcements, each first longitudinal reinforcement sequentially penetrates the first plate 21 and the third plate 23 along the first direction a, the first stirrup group 32 includes a plurality of first stirrups, and the plurality of first stirrups are sequentially and spaced around the periphery of the first longitudinal reinforcement group 31; the second reinforcement cage 4 is placed in the second supporting beam area 12, the second reinforcement cage 4 includes a second longitudinal reinforcement group 41 and a second stirrup group 42, the second longitudinal reinforcement group 41 includes a plurality of second longitudinal reinforcements, each second longitudinal reinforcement sequentially penetrates the second plate 22 and the fourth plate 24 along the second direction b, the second stirrup group 42 includes a plurality of second stirrups, and the plurality of second stirrups are sequentially and spaced around the periphery of the second longitudinal reinforcement group 41; the concrete 5 is configured to be cast in the body 1.

[0085] In this embodiment, a first anchor rod avoidance tube 131 is provided at the center of the first anchor rod area 13 of the body 1. The position of the first anchor rod avoidance tube 131 can be combined with Figure 1 It is understood that by setting the first anchor avoidance tube 131, the hole position required for the installation of the first anchor can be reserved. It should be noted that in the production process of the entire prefabricated slope reaction structure, wooden or plastic steel molds can be used. The wooden or plastic steel molds can first be spliced ​​into the approximate shape of the current body for subsequent concrete pouring. After the pouring is successful, the mold on the outer surface of the body can be removed by knocking it out.

[0086] It should be noted that during the pouring construction of concrete 5, a certain amount of peripheral space needs to be reserved inside the main body 1. The peripheral space here is the periphery of the core tube 2, the periphery of the first reinforcement cage 3, the periphery of the second reinforcement cage 4 or the periphery of the diagonal reinforcement group, so as to ensure that the concrete 5 can fully wrap the core tube 2, the first reinforcement cage 3, the second reinforcement cage 4 and the subsequent diagonal reinforcement group, thereby improving the stability and integrity of the overall structure.

[0087] See also Figure 5 In some embodiments, the first plate 21 is provided with four first holes 211 distributed along the circumference of the first plate 21, the second plate 22 is provided with four second holes 221 distributed along the circumference of the second plate 22, the third plate 23 is provided with four third holes 231 distributed along the circumference of the third plate 23, and the fourth plate 24 is provided with four fourth holes 241 distributed along the circumference of the fourth plate 24; the first longitudinal rib group 31 includes four first longitudinal ribs, and the first longitudinal ribs sequentially penetrate the first hole 211 and the third hole 231; the second longitudinal rib group 41 includes four second longitudinal ribs, and the second longitudinal ribs sequentially penetrate the second hole 221 and the fourth hole 241; the wall thickness of the first plate 21, the second plate 22, the third plate 23 and the fourth plate 24 is 4mm-10mm; the aspect ratio of the core tube 2 is less than 4, the aspect ratio is the ratio of the tube height to the outer diameter of the core tube, and when the aspect ratio is less than 4, the core tube is a short column. The beam height range of this structure is 250mm to 350mm to meet the demand, so the aspect ratio of the core tube of this structure is around 1, and the impact of the aspect ratio can be ignored.

[0088] In this embodiment, the prefabricated slope reaction force structure of the built-in core tube includes a first anchor avoidance tube 131, a core tube 2, a first reinforcement cage 3, a second reinforcement cage 4, an oblique reinforcement 6, and concrete 5; the first anchor avoidance tube 131 can be left with a hole according to the corresponding requirements of the anchor size; the core tube 2 is a barrel-shaped component welded from steel plates, and the first plate 21, the first plate 21, the third plate 23 and the fourth plate 24 of the core tube 2 are provided with a first hole position 211, a second hole position 221, a third hole position 231 and a fourth hole position 241 for the longitudinal reinforcement to pass through. The first hole position 211, the second hole position 221, the third hole position 231 and the fourth hole position 241 are staggered up and down according to the crossing requirements of the first longitudinal reinforcement and the second longitudinal reinforcement to ensure that the first longitudinal reinforcement and the second longitudinal reinforcement can pass through accurately, and the sizes of the first hole position 211, the second hole position 221, the third hole position 231 and the fourth hole position 241 are determined according to the diameters of the first longitudinal reinforcement and the second longitudinal reinforcement; the first reinforcement The cage 3 and the second reinforcement cage 4 are respectively formed by binding the first longitudinal reinforcement group 31 and the first stirrup reinforcement group 32, and the second longitudinal reinforcement group 41 and the second stirrup reinforcement group 42. The specific reinforcement of the first longitudinal reinforcement group 31 and the first stirrup reinforcement group 32, and the second longitudinal reinforcement group 41 and the second stirrup reinforcement group 42 is reinforced according to the anchoring force requirement of the specific working condition; optionally, some embodiments also include an oblique reinforcement group, the oblique reinforcement group includes a plurality of oblique reinforcements 6, and the oblique reinforcements 6 are configured to reduce the generation of chamfered cracks when the structure is under pressure. The oblique reinforcements 6 are welded on the crossed first and second longitudinal reinforcements, and 2 are welded on each of the four chamfers, for a total of 8 oblique reinforcements. The position of the oblique reinforcement 6 should be parallel to the chamfered surface of the structure, and the straight-line distance from the chamfered surface can be 20mm to 30mm; the concrete 5 should be poured after the internal steel bars are assembled, and the pouring, curing and molding are performed considering the corresponding thickness of the concrete 5. It is believed that the height of the concrete 5 is 250mm to 350mm to meet the bearing capacity requirements and is convenient for structural production.

[0089] The manufacturing process of the prefabricated slope reaction structure with built-in core tube is as follows: (1) Manufacturing of core tube 2: Select steel plates of corresponding materials for cutting, and make holes on the cut steel plates (i.e., the first plate 21, the second plate 22, the third plate 23, and the fourth plate 24) according to the diameters of the first longitudinal reinforcement and the second longitudinal reinforcement. The hole positions should be staggered up and down to avoid the collision of the first longitudinal reinforcement and the second longitudinal reinforcement. After the holes are drilled, the first plate 21, the second plate 22, the third plate 23, and the fourth plate 24 are welded to form a barrel-shaped component; (2) Manufacturing of the first reinforcement cage 3 and the second reinforcement cage 4: Align the first longitudinal reinforcement and the second longitudinal reinforcement with the corresponding first hole position 211, the second hole position 221, the third hole position 231, and the fourth hole position 241 of the core tube 2 and insert them in sequence. It should be ensured that the first longitudinal reinforcement and the second longitudinal reinforcement are aligned with the core tube. 2 is symmetrical about the axis of symmetry. After the insertion is completed, the first stirrup and the second stirrup are used to tie the stirrups; (3) Welding of the oblique reinforcement 6: The cut oblique reinforcement 6 is welded to the intersection of the first longitudinal reinforcement and the second longitudinal reinforcement (i.e., the first edge, the second edge, the third edge, and the fourth edge) in sequence; (4) Pouring of concrete 5: An appropriate hole position (i.e., the first anchor avoidance tube 131) is reserved in the middle of the component according to the corresponding anchor hole diameter, and the first plate 21, the second plate 22, the third plate 23, and the fourth plate 24 should be considered to have an appropriate thickness of the concrete 5 protective layer before the integral pouring; (5) Component curing: After the component is cast, the top surface of the component is leveled, and then a 28-day curing work is carried out; (6) Demoulding: After the curing is completed, the component is demolded to complete the component production.

[0090] This embodiment takes the structure size of 1000mm×250mm×260mm and the core tube 2 wall thickness of 4mm-10mm as an example for structure production. According to the numerical simulation results, from the diameter-thickness ratio of 27.5 to 100, the bearing capacity change of the core tube wall thickness from 2.2mm to 8mm is tested. The results show that the core tube wall thickness in the range of 4mm-10mm can meet the ultimate bearing capacity requirement of 1000kN. Considering the economic benefits and the difficulty of plate production, it is believed that the plate thickness of 6mm is the most appropriate. Of course, it should be adjusted according to the actual structure size. The recommended value is given below:

[0091] The structure has a span length of 1000mm and a beam width of 260mm, and a core tube with an outer diameter of 220mm and a wall thickness of 6mm can be used;

[0092] The structure has a span of 1500mm and a beam width of 300mm. A core tube with an outer diameter of 260mm and a wall thickness of 10mm can be used. Figures 8 to 10 As shown, after weighing, it can be found that the weight of the single structure is 0.15t, which is "lightweight".

[0093] In this embodiment, by adopting the built-in core tube 2 and the first reinforcement cage 3 and the second reinforcement cage 4 cross-arranged in the main body 1, the overall structure can better disperse stress when subjected to external force, thereby improving the bearing capacity and anti-deformation ability of the slope reaction structure. Especially under complex geological conditions, the structure can effectively resist adverse factors such as soil side pressure and water pressure to ensure the stability and safety of the slope. In terms of construction efficiency, the installation process of the anchor rod is simplified by the setting of the first anchor rod avoidance tube 131, avoiding the cumbersome steps of additional drilling required for anchor rod installation in the traditional construction method. In addition, since the structure adopts a prefabricated method, standardized production can be carried out in the factory, further improving the construction efficiency and quality. The configuration of the oblique reinforcement 6 significantly reduces the generation of chamfer cracks when the structure is under pressure, and prolongs the service life of the structure. At the same time, the core tube 2 is welded with steel plates, which has high strength and rigidity, and can play a hoop role on the core concrete, thereby improving the bearing capacity of the reaction structure. The solution provided in this embodiment is suitable for slope reinforcement projects under various complex geological conditions, and can be widely used in the slope support field of civil engineering projects such as tunnels, bridges, and foundation pits. It is not only conducive to improving construction efficiency and reducing costs, but also can ensure the safety and durability of the structure.

[0094] In some embodiments, the preset angle is 90°, and the first reinforcement cage 3 is perpendicular to the second reinforcement cage 4. That is, a cross structure is formed, which can meet the structural requirements of most slope reaction structures. In some optional embodiments, the preset angle between the first reinforcement cage 3 and the second reinforcement cage 4 can be adjusted to make it more suitable for the structural requirements of different occasions to achieve better compatibility.

[0095] In some embodiments, the first longitudinal rib group 31 has a first radial dimension, the second longitudinal rib group 41 has a second radial dimension, the first radial dimension is smaller than the second radial dimension, and the first longitudinal rib and the second longitudinal rib are independent of each other. Figures 1 to 10 To understand, the first radial dimension can be understood as the distance between the two first longitudinal ribs that are farthest apart in the first longitudinal rib group 31, and the second radial dimension can be understood as the distance between the two second longitudinal ribs that are farthest apart in the second longitudinal rib group 41. When the number of first longitudinal ribs is four, the first radial dimension is also the distance between the two first longitudinal ribs on the diagonal line, and when the number of second longitudinal ribs is four, the second radial dimension is also the distance between the two second longitudinal ribs on the diagonal line. In this way, the periphery formed by the first longitudinal rib group 31 is larger than the periphery formed by the second longitudinal rib group 41, so that the intersection areas of the first longitudinal rib group 31 and the second longitudinal rib group 41 can be staggered in structure, while ensuring the strength of both.

[0096] See also Figure 6In some embodiments, the prefabricated slope reaction structure of the built-in core tube further includes an oblique reinforcement group, which includes a plurality of oblique reinforcements 6, each of which is connected to a first longitudinal reinforcement and a second longitudinal reinforcement arranged adjacently. It can be understood that the connection method of the oblique reinforcement 6 with the first longitudinal reinforcement group and the second longitudinal reinforcement group is combined with Figure 2 and Figure 3 The connection method shown can be understood, which can effectively reduce the occurrence of cracks when the chamfer is under pressure.

[0097] See also Figure 4 In some embodiments, the body 1 further includes an oblique reinforcement area 14, which is disposed at the periphery of the first anchor rod area 13, and an oblique reinforcement group is disposed in the oblique reinforcement area 14. In this way, the oblique reinforcement area 14 corresponds to the oblique reinforcement 6, and the strength of the oblique reinforcement 6 can be ensured.

[0098] See also Figure 5 and Figure 6 In some embodiments, the first plate 21 and the second plate 22 are perpendicular to the first edge, the second plate 22 and the third plate 23 are perpendicular to the second edge, the third plate 23 and the fourth plate 24 are perpendicular to the third edge, and the fourth plate 24 and the first plate 21 are perpendicular to the fourth edge; the oblique rib group includes a first oblique rib group 61, a second oblique rib group 62, a third oblique rib group 63 and a fourth oblique rib group 64, the first oblique rib group 61 is arranged at the first edge, the second oblique rib group 62 is arranged at the second edge, the third oblique rib group 63 is arranged at the third edge, and the fourth oblique rib group 64 is arranged at the fourth edge; the first oblique rib group 61 includes at least two first oblique ribs distributed in the vertical direction, the second oblique rib group 62 includes at least two second oblique ribs distributed in the vertical direction, the third oblique rib group 63 includes at least two third oblique ribs distributed in the vertical direction, and the fourth oblique rib group 64 includes at least two fourth oblique ribs distributed in the vertical direction.

[0099] In this embodiment, since the core tube 2 is a barrel-shaped structure with height, the vertical direction can be understood as the height direction of the core tube 2 when it is placed flat. Taking the first oblique rib group 61 as an example, the layout of the first oblique rib in the first oblique rib group 61 can be referred to. Figure 6, and can be understood in combination with the first hole position 211 and the second hole position 221 described later. Specifically, the two adjacent first hole positions 211 and the second hole position 221 are diagonal, and the first oblique ribs extend along the diagonal direction; and the two adjacent first hole positions 211 and the second hole positions 221 are two groups, and the two groups of adjacent first hole positions 211 and the second hole positions 221 are distributed up and down along the height extension direction of the core tube 2, and the two first oblique ribs correspond to the two groups of adjacent first hole positions 211 and the second hole positions 221. By setting the oblique rib groups distributed along the vertical direction at the first edge, the second edge, the third edge and the fourth edge, a three-dimensional mechanical network can be formed, which can better disperse and transfer stress when subjected to external force, improve the overall load resistance of the structure, and enhance the bearing capacity of the structure in the vertical direction, further improving the overall seismic resistance.

[0100] In a second aspect, the present embodiment further provides a method for optimizing the design of a prefabricated slope reaction force of a built-in core tube, which is applicable to the prefabricated slope reaction force structure of the built-in core tube described in the first aspect, and the method comprises:

[0101] The bearing capacity calculation function of the precast slope reaction structure based on the core tube diameter-to-thickness ratio and the slope base coefficient is constructed and solved. The bearing capacity calculation function is expressed by formula (1), which is as follows:

[0102] ;

[0103] In formula (1), is the bearing capacity of the prefabricated slope reaction structure, is the influencing factor of the base bed coefficient, is the first diameter-to-thickness ratio influencing factor, is the second diameter-to-thickness ratio influencing factor, is the first cross-sectional area of ​​the core tube, is the second cross-sectional area of ​​the concrete inside the core tube, is the yield strength of the core tube, is the yield strength of concrete;

[0104] The first cross-sectional area is expressed by formula (2), which is as follows:

[0105] ;

[0106] The second cross-sectional area is expressed by formula (3), which is as follows:

[0107] ;

[0108] In formula (2) and formula (3), is the outer diameter of the core tube, is the wall thickness of the core tube.

[0109] The process of the reaction structure acting on the slope is as follows: reaction structure fabrication - reaction structure installation on the slope - anchor rod / cable tensioning - anchor rod / cable locking and anchor sealing;

[0110] Therefore, the working mechanism of the reaction structure can be simplified as concentrated force acting on the anchor hole area of ​​the reaction structure. Therefore, exploring the ultimate bearing capacity of the reaction structure can provide guidance for the design of the outer diameter and wall thickness of the core tube of the reaction structure.

[0111] The diameter-to-thickness ratio and the foundation coefficient are two important parameters that affect the ultimate bearing capacity of the reaction structure. The thicker the diameter-to-thickness ratio, the stronger the hoop effect of the core tube on the core concrete, and the more obvious the improvement in the ultimate bearing capacity of the structure. Considering the economy, it is necessary to discuss the specific value of the diameter-to-thickness ratio and find the most suitable size; the foundation coefficient can be understood as the stiffness of the soil. The larger the foundation coefficient, the greater the stiffness of the soil, and the greater the bearing capacity that the structure can withstand. The smaller the foundation coefficient, the softer the soil. When a large anchoring force is applied, the structure is easily depressed into the soil, resulting in structural failure. Therefore, the two parameters of the superimposed diameter-to-thickness ratio and the foundation coefficient provide a basis for the design of the reaction structure in different soils.

[0112] In structural design, a "core tube" with an aspect ratio less than or equal to 4 is generally considered to be a short column. The aspect ratio of the core tube used in this embodiment is around 1, so the influence of the tube height on the bearing capacity of the structure is not considered; the core tube diameter-to-thickness ratio refers to the ratio of the outer diameter of the core tube to the wall thickness, which is an important parameter for measuring the mechanical properties, strength, weight and service life of the core tube; the base bed coefficient refers to the ratio of the stress distribution generated by the contact surface between the bottom surface of the foundation and the soil after the bottom surface of the foundation bears the load, which can be understood as the stiffness of the soil. The smaller the base bed coefficient, the softer the soil. Conversely, the larger the base bed coefficient, the greater the stiffness of the soil and the harder the soil.

[0113] Based on the above analysis, it is believed that the core tube diameter-to-thickness ratio and slope base parameters will have a great impact on the bearing capacity of the prefabricated slope reaction structure. Therefore, the bearing capacity formula of the prefabricated slope reaction structure considering the diameter-to-thickness ratio and slope base coefficient is proposed:

[0114] ;

[0115] in, is the bearing capacity of the prefabricated slope reaction structure, is the influencing factor of the base bed coefficient, is the first diameter-to-thickness ratio influencing factor, is the second diameter-to-thickness ratio influencing factor, is the first cross-sectional area of ​​the core tube, is the second cross-sectional area of ​​the concrete inside the core tube, is the yield strength of the core tube, is the yield strength of concrete.

[0116] In some embodiments, constructing and solving a calculation function of the bearing capacity of the prefabricated slope reaction structure of the core tube diameter-thickness ratio and the slope base coefficient includes:

[0117] A constraint force is applied to the lower surface of the reaction structure, and the first diameter-thickness ratio influencing factor and the second diameter-thickness ratio influencing factor are fitted and solved to obtain the first diameter-thickness ratio influencing factor , the second diameter-thickness ratio influencing factor ;

[0118] After substituting the first diameter-to-thickness ratio influencing factor and the second diameter-to-thickness ratio influencing factor into the calculation function of the bearing capacity of the precast slope reaction structure, the final calculation formula of the bearing capacity of the precast slope reaction structure is obtained, which is expressed by formula (4). Formula (4) is as follows:

[0119] .

[0120] In this embodiment, in order to determine the specific values ​​of the influencing factors of the diameter-thickness ratio and the bed coefficient, the structural size is 1000mm×250mm×260mm, the steel material is Q235, and the concrete material is C30. As an example, 7 groups of simulation models with different diameter-thickness ratios and 7 groups of different bed coefficients are established. The bed coefficient value is referenced to the Technical Code for Building Slope Engineering (GB50330-2013).

[0121] The idea of ​​modeling and bearing capacity calculation method of prefabricated slope reaction structure with built-in core tube is as follows:

[0122] (1) Considering the strength control theory , Solution: Under the tension of anchor rods / cables, the reaction structure is reflected as concentrated force acting on the nodes of the reaction structure, so the nodes of the structure are required to have a certain compressive bearing capacity. In the modeling analysis, constraints are imposed on the lower surface of the reaction structure to limit displacement and steering. It can be understood that the reaction structure is placed on the ground with infinite stiffness. At this time, the hoop effect of the core tube on the core concrete is considered, the influence of the core tube diameter-thickness ratio on the bearing capacity is studied, and the diameter-thickness ratio influencing factor is determined. , Get value;

[0123] (2) Considering deformation control theory Solution: In practical applications, the reaction structure is not only subject to the local pressure under the anchor, but also to the reaction force of the soil. The reaction structure of the same structure is more likely to suffer from excessive compression deformation of the slope on the softer soil, resulting in damage to the reaction structure or even failure. , Introducing the influence factor of the subgrade coefficient Reflects the interaction between soil and structure.

[0124] Table 1 Comparison of structural design parameters and ultimate bearing capacity

[0125]

[0126] From Table 1 above, it can be seen that the structural bearing capacity shows a rule that as the diameter-to-thickness ratio decreases, the ultimate bearing capacity also increases. , , the simulated values ​​are highly consistent with the calculated values, with a low deviation rate, and both are within the allowable range, so that the reasonable value of the diameter-to-thickness ratio influencing factor can be optimized and determined.

[0127] The above bearing capacity calculation formula can provide guidance for the bearing capacity calculation of structures of different sizes on different slope soil layers, thereby providing theoretical support and supporting options for the actual application design of the component.

[0128] In some embodiments, constructing and solving a calculation function for the bearing capacity of the prefabricated slope reaction structure of the core tube diameter-thickness ratio and the slope base coefficient further includes:

[0129] On the basis of the simulated bearing capacity and calculated bearing capacity under the condition of infinite base stiffness, it is also necessary to consider the interaction principle between the slope reaction structure and the underlying rock and soil, reduce the bearing capacity of the reaction structure considering the base bed coefficient of different soil types, determine the base bed coefficient influence factor β, and finally obtain the design bearing capacity of the slope reaction structure.

[0130] When the slope reaction structure is installed on the slope geotechnical conditions of different soil types, due to the significant difference in the mechanical properties of the soil, the design bearing capacity of the slope reaction structure is lower than the simulated bearing capacity and calculated bearing capacity under the condition of infinite base stiffness. Therefore, the slope base coefficient is fitted and solved in the base coefficient range corresponding to different soil types, which is expressed by formula (5), which is as follows:

[0131] ;

[0132] In formula (5), is the range of base bed coefficient of soft soil, is the base coefficient range of medium dense soil, is the base bed coefficient range of dense soil, is the base coefficient range of extremely dense soil, is the base coefficient range of hard soil, is the range of the bed coefficient of moderately weathered rock, This is the range of the bed coefficient of slightly weathered rock.

[0133] Table 2 Slope soil base coefficient values ​​and design bearing capacity results

[0134]

[0135] As can be seen from Table 2 above, the structural bearing capacity shows that as the base coefficient increases, the ultimate bearing capacity also increases. For this reason, the corresponding base coefficient influencing factor and the ultimate bearing capacity value are fitted for each soil layer, as shown in the following formula:

[0136]

[0137] in, is the range of base bed coefficient of soft soil, is the base coefficient range of medium dense soil, is the base bed coefficient range of dense soil, is the base coefficient range of extremely dense soil, is the base coefficient range of hard soil, is the range of the bed coefficient of moderately weathered rock, This is the range of the bed coefficient of slightly weathered rock.

[0138] Different from the prior art, the above technical solution adopts a built-in core tube and a first and second reinforcement cage cross-arranged in the body, so that the overall structure can better disperse stress when subjected to external force, thereby improving the bearing capacity and deformation resistance of the slope reaction structure. Especially under complex geological conditions, the structure can effectively resist adverse factors such as soil side pressure and water pressure to ensure the stability and safety of the slope. In terms of construction efficiency, the installation process of the anchor rod is simplified by the setting of the first anchor rod avoidance tube, avoiding the cumbersome steps of additional drilling required for anchor rod installation in the traditional construction method. In addition, since the structure is prefabricated, it can be standardized in the factory, further improving the construction efficiency and quality. The configuration of the oblique reinforcement significantly reduces the generation of chamfer cracks when the structure is under pressure, extending the service life of the structure. At the same time, the core tube is welded with steel plates, which has high strength and rigidity, and can play a hoop role on the core concrete, thereby improving the bearing capacity of the reaction structure. The solution provided in this embodiment is suitable for slope reinforcement projects under various complex geological conditions, and can be widely used in the slope support field of civil engineering projects such as tunnels, bridges, and foundation pits. It is not only conducive to improving construction efficiency and reducing costs, but also can ensure the safety and durability of the structure.

[0139] Finally, it should be noted that although the above embodiments have been described in the specification and drawings of this application, this does not limit the scope of patent protection of this application. All technical solutions generated by replacing or modifying equivalent structures or equivalent processes based on the essential concept of this application using the contents recorded in the specification and drawings of this application, as well as directly or indirectly implementing the technical solutions of the above embodiments in other related technical fields, are included in the scope of patent protection of this application.

Claims

1. A prefabricated slope reaction structure with a built-in core tube, characterized in that: include: The body comprises a first supporting beam area, a second supporting beam area and a first anchor rod area, wherein the first supporting beam area and the second supporting beam area are cross-distributed, the first supporting beam area extends along a first direction, the second supporting beam area extends along a second direction, the first direction and the second direction are arranged at a preset angle, the first anchor rod area is arranged at the intersection of the first supporting beam area and the second supporting beam area, and a first anchor rod avoidance tube is also arranged at the center of the first anchor rod area; A core tube is placed in the first anchor rod area, the core tube comprises a first plate, a second plate, a third plate and a fourth plate, the first plate is parallel to the third plate, the second plate is parallel to the fourth plate, and the first plate, the second plate, the third plate and the fourth plate are sequentially enclosed to form the core tube; A first reinforcement cage is disposed in the first supporting beam region, the first reinforcement cage includes a first longitudinal reinforcement group and a first stirrup reinforcement group, the first longitudinal reinforcement group includes a plurality of first longitudinal reinforcements, each of the first longitudinal reinforcements sequentially penetrates the first plate and the third plate along a first direction, the first stirrup reinforcement group includes a plurality of first stirrups, and the plurality of first stirrups are sequentially spaced and sleeved on the periphery of the first longitudinal reinforcement group; A second reinforcement cage is disposed in the second support beam region, the second reinforcement cage includes a second longitudinal reinforcement group and a second stirrup reinforcement group, the second longitudinal reinforcement group includes a plurality of second longitudinal reinforcements, each of the second longitudinal reinforcements sequentially penetrates the second plate and the fourth plate along a second direction, the second stirrup reinforcement group includes a plurality of second stirrups, and the plurality of second stirrups are sequentially spaced and sleeved on the periphery of the second longitudinal reinforcement group; Concrete is configured to be poured into the body.

2. The prefabricated slope reaction structure with built-in core tube according to claim 1 is characterized in that: The preset angle is 90°, and the first reinforcement cage is perpendicular to the second reinforcement cage.

3. The prefabricated slope reaction structure with built-in core tube according to claim 1 or 2, characterized in that: The first longitudinal rib group has a first radial dimension, the second longitudinal rib group has a second radial dimension, the first radial dimension is smaller than the second radial dimension, and the first longitudinal rib and the second longitudinal rib are independent of each other.

4. The prefabricated slope reaction structure with built-in core tube according to claim 3 is characterized in that: Also includes: The oblique rib group includes a plurality of oblique ribs, each of which is connected to one of the first longitudinal ribs and one of the second longitudinal ribs that are adjacently arranged.

5. The prefabricated slope reaction structure with built-in core tube according to claim 4 is characterized in that: The main body further comprises an oblique rib area, which is arranged at the periphery of the first anchor rod area, and the oblique rib group is arranged in the oblique rib area.

6. The prefabricated slope reaction structure with built-in core tube according to claim 4 or 5, characterized in that: The first plate and the second plate are perpendicular to the first edge, the second plate and the third plate are perpendicular to the second edge, the third plate and the fourth plate are perpendicular to the third edge, and the fourth plate and the first plate are perpendicular to the fourth edge; The oblique rib group includes a first oblique rib group, a second oblique rib group, a third oblique rib group and a fourth oblique rib group, the first oblique rib group is arranged at the first edge, the second oblique rib group is arranged at the second edge, the third oblique rib group is arranged at the third edge, and the fourth oblique rib group is arranged at the fourth edge; The first oblique rib group includes at least two first oblique ribs distributed along the vertical direction, the second oblique rib group includes at least two second oblique ribs distributed along the vertical direction, the third oblique rib group includes at least two third oblique ribs distributed along the vertical direction, and the fourth oblique rib group includes at least two fourth oblique ribs distributed along the vertical direction.

7. The prefabricated slope reaction structure with built-in core tube according to claim 6 is characterized in that: The first plate is provided with four first holes distributed along the circumference of the first plate, the second plate is provided with four second holes distributed along the circumference of the second plate, the third plate is provided with four third holes distributed along the circumference of the third plate, and the fourth plate is provided with four fourth holes distributed along the circumference of the fourth plate; The first longitudinal reinforcement group includes four first longitudinal reinforcements, and the first longitudinal reinforcements sequentially penetrate the first hole position and the third hole position; The second longitudinal rib group includes four second longitudinal ribs, and the second longitudinal ribs sequentially penetrate the second hole position and the fourth hole position; The wall thickness of the first plate, the second plate, the third plate and the fourth plate is 4 mm-10 mm; The aspect ratio of the core tube is less than 4.

8. A method for optimizing the reaction force design of a prefabricated slope with an internal core tube, characterized in that: The prefabricated slope reaction structure with a built-in core tube according to any one of claims 1 to 7, the method comprising: Constructing and solving the bearing capacity calculation function of the prefabricated slope reaction structure of the diameter-to-thickness ratio of the core tube and the slope base coefficient, and obtaining the specific values ​​of the first diameter-to-thickness ratio influencing factor, the second diameter-to-thickness ratio influencing factor and the base coefficient influencing factor; The bearing capacity calculation function is expressed by formula (1), which is as follows: ； In formula (1), is the bearing capacity of the prefabricated slope reaction structure, is the influencing factor of the base bed coefficient, is the first diameter-to-thickness ratio influencing factor, is the second diameter-to-thickness ratio influencing factor, is the first cross-sectional area of ​​the core tube, is the second cross-sectional area of ​​the concrete inside the core tube, is the yield strength of the core tube, is the yield strength of concrete; The first cross-sectional area is expressed by formula (2), which is as follows: ； The second cross-sectional area is expressed by formula (3), which is as follows: ； In formula (2) and formula (3), is the outer diameter of the core tube, is the wall thickness of the core tube.

9. The method for optimizing the design of prefabricated slope reaction force of an internal core tube according to claim 8, characterized in that: Constructing and solving the bearing capacity calculation function of the prefabricated slope reaction structure of the core tube diameter-thickness ratio and the slope base coefficient includes: A constraint force is applied to the lower surface of the reaction structure, and the first diameter-thickness ratio influencing factor and the second diameter-thickness ratio influencing factor are fitted and solved to obtain the first diameter-thickness ratio influencing factor , the second diameter-thickness ratio influencing factor ; After substituting the first diameter-to-thickness ratio influencing factor and the second diameter-to-thickness ratio influencing factor into the precast slope reaction structure bearing capacity calculation function, the final precast slope reaction structure bearing capacity calculation formula is obtained, which is expressed by formula (4). The formula (4) is as follows: 。 10. The method for optimizing the design of prefabricated slope reaction force of an internal core tube according to claim 8 or 9, characterized in that: Constructing and solving the bearing capacity calculation function of the prefabricated slope reaction structure of the core tube diameter-thickness ratio and the slope base coefficient also includes: The slope base coefficient is fitted and solved in the base coefficient range corresponding to different soil layer types, and is expressed by formula (5), which is as follows: ； In formula (5), is the range of base bed coefficient of soft soil, is the base coefficient range of medium dense soil, is the base bed coefficient range of dense soil, is the base coefficient range of extremely dense soil, is the base coefficient range of hard soil, is the range of the bed coefficient of moderately weathered rock, This is the range of the bed coefficient of slightly weathered rock.

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