Steel dowel structure, segmented precast beam and splicing method thereof

Abstract

The application belongs to the field of steel dowel structures, and discloses a steel dowel structure, a segmented precast beam and a splicing method thereof. The protrusion length of at least part of tenons is different from the protrusion length of other tenons, and the recess depth of at least part of mortises is different from the recess depth of other mortises, so that the tenons and / or mortises form a non-uniform and staggered distribution on the side edge of the tenon plate. By differentiating the geometric sizes of adjacent tenons, on the one hand, the transition area of the tenon root can be effectively increased, the stress concentration phenomenon can be relieved, the shear and tensile pull bearing capacity of the steel dowel structure and the concrete interface can be improved, and on the other hand, the concave-convex structure of the variable cross-section increases the mechanical engagement force and the contact area between the steel dowel structure and the concrete, eliminates the weak area of the bonding surface due to the sudden change of the cross-section, effectively delays the local crushing and peeling of the concrete in the stress process, and ensures that a stable anchoring connection is formed between the steel dowel structure and the concrete.

Description

Technical Field

[0001] This application belongs to the field of steel tenon structure technology, and more specifically, relates to a steel tenon structure, segmented precast beams and their splicing method. Background Technology

[0002] Steel-concrete composite beam structures, leveraging the combined tensile strength of steel and compressive strength of concrete, have been widely used in modern engineering structures. In this system, the shear and pull-out resistance of the steel-concrete interface is crucial for ensuring their coordinated operation. Traditional techniques typically employ stud connections to meet this requirement. However, while steel tenon connections offer higher load-bearing capacity, stiffness, and good ductility compared to studs, existing typical dovetail joints still have significant drawbacks. The sharp angle at the tenon root creates a natural mechanical weakness. Under pull-out forces, tensile stress easily concentrates at the tenon tip and root area. Coupled with the limited stress-bearing area at this point, this often leads to concrete cracking, chipping, or even failure. The abrupt change in cross-section at the interface further exacerbates stress concentration under shear, easily triggering localized crushing and peeling of the concrete, causing premature separation of the tenon from the mortise and tenon joint. This severely weakens the interlocking friction and overall anchoring effect, ultimately resulting in insufficient shear and pull-out resistance of the steel-concrete interface. Summary of the Invention

[0003] This application provides a steel tenon structure, segmented precast beams and their splicing method to solve the technical problem of insufficient shear and tensile bearing capacity of the steel-concrete interface in the prior art.

[0004] To achieve the above objectives, the technical solution adopted in this application is as follows:

[0005] A steel tenon structure is provided, comprising: Base plate; A tenon plate is orthogonally arranged to the base plate. The first side edge of the tenon plate is connected to the base plate, and the second side edge opposite to the first side edge is provided with a plurality of tenons and mortises arranged alternately in sequence. At least some of the tenons have a different protrusion length than the other tenons; and / or, at least some of the mortises have a different recess depth than the other mortises.

[0006] As a further improvement to the above technical solution: Optionally, the tenon includes a first tenon and a second tenon, wherein the protrusion length of the first tenon is less than the protrusion length of the second tenon, and the first tenon and the second tenon are alternately arranged along the extension direction of the tenon plate. And / or, the mortise includes a first mortise and a second mortise, the recess depth of the first mortise is greater than the recess depth of the second mortise, and the first mortise and the second mortise are alternately arranged along the extension direction of the tenon plate.

[0007] Optionally, the base width of the tenon near the first side edge is smaller than the end width of the tenon away from the first side edge; And / or, the base width of the mortise near the first side edge is greater than the end width of the mortise away from the first side edge.

[0008] Optionally, the tenon plate is further provided with a plurality of first through holes, each of the first through holes being spaced apart from each other along the extension direction of the tenon plate.

[0009] Optionally, the top corners of each tenon and / or mortise are rounded.

[0010] Optionally, it also includes a joint plate orthogonally arranged with the base plate, wherein the first side edge of the joint plate is connected to the base plate, and the second side edge and / or the third side edge intersecting with the first side edge are provided with a plurality of alternately arranged tenons and mortises; At least some of the tenons have a different protrusion length than the other tenons; and / or, at least some of the mortises have a different recess depth than the other mortises.

[0011] Optionally, the protrusion height of the joint plate on the base plate is greater than the protrusion height of the tenon plate on the base plate.

[0012] Optionally, the joint plate is further provided with a plurality of second through holes, each of the second through holes being spaced apart from each other along the extension direction and / or protrusion direction of the joint plate.

[0013] Compared with the prior art, the beneficial effects of this application are as follows: The steel tenon structure provided in this application has at least some tenons with protrusion lengths unequal to those of other tenons; and at least some mortises with recess depths unequal to those of other mortises, thereby creating a non-uniform, staggered distribution of tenons and / or mortises on the side edge of the tenon plate. Compared to the regular and symmetrical dovetail joint structure in the prior art, this application breaks the single force path by differentiating the geometric dimensions of adjacent tenons. On the one hand, it can effectively increase the transition area at the root of the tenon, alleviate stress concentration, and thus improve the shear and tensile strength of the steel tenon structure and the concrete interface. On the other hand, this variable cross-section concave-convex structure increases the mechanical interlocking force and contact area between the steel tenon structure and the concrete, eliminates the weak area caused by the abrupt change in cross-section at the joint surface, effectively delays the local crushing and peeling of the concrete during the stress process, and ensures a stable anchoring connection between the steel tenon structure and the concrete.

[0014] This application also provides a segmented precast beam, including a concrete layer and the aforementioned steel tenon structure, wherein the concrete layer is poured on the base plate, the tenon plate is embedded in the concrete layer, and the joint plate is embedded at the connection between two adjacent segments of the concrete layer.

[0015] As a further improvement to the above technical solution: Optionally, the segmented precast beam includes stirrups, one end of which passes through the first through hole and the other end of which is embedded in the concrete layer; And / or, the segmented precast beams include a reinforcing mesh, which is at least partially embedded in one of two adjacent segmented precast beams; the reinforcing mesh is at least partially embedded in the other of two adjacent segmented precast beams.

[0016] This application also provides a method for splicing the above-mentioned segmented precast beams, comprising the following steps: Prepare tenon and joint boards; The tenon plate and the joint plate are connected to the base plate to form a steel tenon structure; The steel tenon structure is installed into the positioning template, and concrete is poured into the positioning template to form a precast beam segment; The precast beam segments are spliced ​​together in sequence. A joint template is erected at the joint of two adjacent precast beam segments, and a steel mesh is placed at the joint. Concrete is then poured into the joint template to form a complete beam.

[0017] As a further improvement to the above technical solution: Optionally, a butt-joint reinforcing plate is connected to the end of the base plate of the steel tenon structure, the butt-joint reinforcing plate being at least partially used for connection with the base plate of the adjacent steel tenon structure. Attached Figure Description

[0018] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0019] Figure 1 This is a cross-sectional structural diagram of a traditional steel-concrete composite beam structure. Figure 2 This is a cross-sectional structural schematic diagram of the steel-concrete composite beam structure of this application; Figure 3 This is a three-dimensional structural diagram of the first type of steel tenon structure in this application; Figure 4This is a three-dimensional structural diagram of the tenon plate of the steel tenon structure of this application; Figure 5 This is a three-dimensional structural diagram of the second type of steel tenon structure in this application; Figure 6 This is a schematic diagram of the main structure of the first type of joint plate in this application; Figure 7 This is a schematic diagram of the main structure of the second type of joint plate in this application; Figure 8 This is a partial structural schematic diagram of the segmented precast beam of this application; Figure 9 This is a schematic diagram of the splicing structure of the first type of segmented precast beam in this application; Figure 10 This is a schematic diagram of the splicing structure of the second type of segmented precast beam in this application; Figure 11 This is a partial sectional structural schematic diagram of the first type of segmented precast beam in this application; Figure 12 This is a partial cross-sectional structural schematic diagram of the second type of segmented precast beam in this application.

[0020] The following are the labeling elements in the figure: 1. Base plate; 2. Mortise and tenon; 21. Tenon; 211. First tenon; 212. Second tenon; 22. Mortise; 221. First mortise; 222. Second mortise; 23. First through hole; 3. Joint board; 31. Tenon; 32. Mortise; 33. Second through hole; 4. Concrete layer; 5. Stirrups; 6. Steel mesh; 7. Reinforcing plate for docking. Detailed Implementation

[0021] To make the technical problems, technical solutions, and beneficial effects to be solved by this application clearer, the following detailed description is provided in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and are not intended to limit the scope of this application.

[0022] It should be noted that when a component is referred to as being "fixed to" or "set on" another component, it can be directly on or indirectly on that other component. When a component is referred to as being "connected to" another component, it can be directly connected to or indirectly connected to that other component.

[0023] It should be understood that the terms "length", "width", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this application.

[0024] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this application, "multiple" means two or more, unless otherwise explicitly specified.

[0025] Unless otherwise defined, all technical terms used herein have the same meaning as commonly understood by those skilled in the art. The technical terms used herein are for the purpose of describing particular embodiments only and are not intended to limit the scope of the invention.

[0026] like Figure 1 As shown, in existing steel-concrete composite beam structures, tensile stress tends to concentrate at the tip and root of the tenon when subjected to pull-out forces. Given the limited stress-bearing area at these locations, this often leads to the concrete cracking, chipping, or even failure first. The abrupt change in cross-section at the interface further exacerbates stress concentration under shear stress, easily causing localized crushing and peeling of the concrete. This results in premature separation of the tenon from the mortise and tenon, severely weakening the interlocking friction and overall anchoring effect at the interface, ultimately leading to insufficient shear and pull-out bearing capacity of the steel-concrete interface.

[0027] like Figure 2 and Figure 3 As shown, this application embodiment provides a steel tenon structure, which includes a base plate 1 and a tenon plate 2 vertically disposed on the base plate 1. The first side edge of the tenon plate 2 is fixedly connected to the base plate 1, and the second side edge opposite to the first side edge is provided with a plurality of alternately distributed tenons 21 and mortises 22 along the extension direction.

[0028] To improve the defects of stress concentration in traditional steel tenons, at least some of the protrusion lengths of the tenons 21 are not equal to the protrusion lengths of other tenons 21; and / or, at least some of the recess depths of the mortises 22 are not equal to the recess depths of other mortises 22, thereby forming a non-uniform, staggered distribution of each tenon 21 and / or mortise 22 on the side edge of the tenon plate 2. Compared with the regular and symmetrical dovetail tenon structure in the prior art, this application breaks the single force path by setting the geometric dimensions of adjacent tenons 21 differently. On the one hand, it can effectively increase the transition area at the root of the tenon 21, alleviate the stress concentration phenomenon, and thus improve the shear and pull-out bearing capacity of the steel tenon structure and the concrete interface; on the other hand, this variable cross-section concave-convex structure increases the mechanical interlocking force and contact area between the steel tenon structure and the concrete, eliminates the weak area caused by the abrupt change in cross-section at the joint surface, effectively delays the local crushing and peeling of the concrete during the stress process, and ensures a stable anchoring connection between the steel tenon structure and the concrete.

[0029] like Figure 4 As shown, in some specific embodiments of this application, the tenon 21 includes a first tenon 211 and a second tenon 212, the protrusion length of the first tenon 211 is less than the protrusion length of the second tenon 212, and the first tenon 211 and the second tenon 212 are alternately arranged along the extension direction of the tenon plate 2; and / or, the mortise 22 includes a first mortise 221 and a second mortise 222, the recess depth of the first mortise 221 is greater than the recess depth of the second mortise 222, and the first mortise 221 and the second mortise 222 are alternately arranged along the extension direction of the tenon plate 2.

[0030] By differentiating the geometric dimensions of the first tenon 211 and the second tenon 212, and the first mortise 221 and the second mortise 222, the side profile of the tenon plate 2 forms an uneven distribution with varying heights in the longitudinal direction. Thus, after the steel tenon structure is combined with the concrete, a multi-level, gradient mechanical interlocking interface is constructed by using protrusions of different heights and recesses of different depths, further optimizing the load transfer path.

[0031] like Figure 4 As shown, in some specific embodiments of this application, the base width of the tenon 21 near the first side edge is smaller than the end width of the tenon 21 away from the first side edge, so that the overall outline of the tenon 21 is a trapezoidal or fan-shaped gradually expanding structure; and / or, the base width of the mortise 22 near the first side edge is larger than the end width of the mortise 22 away from the first side edge, so that the opening of the mortise 22 is smaller than its bottom space.

[0032] By utilizing the outline shape of the tenon 21 and mortise 22, the contact area between the steel tenon and concrete in the main stress area can be effectively increased, the stress transmission path can be optimized, the stress concentration caused by abrupt changes in cross section can be reduced, and the shear and pull-out bearing capacity of the steel tenon root and interface can be improved.

[0033] like Figure 3 As shown in some specific embodiments of this application, the tenon plate 2 is further provided with a plurality of first through holes 23, each of which is spaced apart from each other along the extension direction of the tenon plate 2, and each of the first through holes 23 is used to pass through the stirrups 5. By providing through holes 23 on the tenon plate 2, the external stirrups 5 can directly pass through the holes and form an integral structure with the concrete. On the one hand, this enhances the mechanical interlocking effect between the steel tenon and the concrete; on the other hand, the restraining effect formed by the stirrups 5 after passing through the first through holes 23 can effectively suppress the lateral expansion and splitting of the concrete, thereby improving the shear stiffness of the steel-concrete interface and the overall cooperative stress performance.

[0034] like Figure 3 and Figure 4 As shown in some specific embodiments of this application, the apex and edge corners of each tenon 21 and / or mortise 22 are constructed as rounded corners. By designing the sharp edges of the tenon 21 and mortise 22 as rounded transition structures, stress singularities in the geometry can be effectively eliminated, significantly reducing the stress concentration factor in the area under stress. This avoids micro-cracks or edge chipping in the concrete due to excessive local stress under load, thereby ensuring the continuity and uniformity of stress transfer between the steel tenon and the concrete interface, and improving the durability and load-bearing capacity of the joint connection.

[0035] like Figure 5 As shown, in some specific embodiments of this application, two or more tenon plates 2 may be provided on the base plate 1, and each tenon plate 2 is arranged parallel to each other and spaced apart.

[0036] like Figure 3 and Figure 6 As shown, in some specific embodiments of this application, the steel tenon structure further includes a joint plate 3 orthogonally arranged to the base plate 1. The joint plate 3 is mainly used for the butt joint assembly of two adjacent precast beam components on the construction site. Specifically, the first side edge of the joint plate 3 is fixedly connected to the base plate 1, and the second side edge and / or the third side edge intersecting the first side edge are provided with a plurality of alternately arranged tenons 31 and mortises 32; in this structure, the protrusion length of at least some of the tenons 31 is not equal to the protrusion length of other tenons 31, and / or, the recess depth of at least some of the mortises 32 is not equal to the recess depth of other mortises 32.

[0037] The tenons 31 and mortises 32 provided on the joint plate 3 enable complementary mechanical interlocking relationships to be formed on both sides of the splice joint after the adjacent precast beams are joined. The interlocking structure with varying heights effectively resists shear slippage and opening deformation at the splice interface, thereby enhancing the integrity of the concrete at the joint and its shear and pull-out resistance.

[0038] like Figure 3 As shown, in some specific embodiments of this application, the protrusion height of the joint plate 3 on the base plate 1 is greater than the protrusion height of the tenon plate 2 on the base plate 1. By setting the relative height of the joint plate 3 to be higher than that of the tenon plate 2, the joint plate 3 can contact the external structure or concrete and form a positioning support before the tenon plate 2 during the jointing construction of adjacent precast beams, thereby playing a guiding and initial limiting role.

[0039] like Figure 3 and Figure 6 As shown in some specific embodiments of this application, the joint plate 3 is further provided with a plurality of second through holes 33, which are arranged at intervals along the extension direction and / or the protrusion height direction of the joint plate 3. These second through holes 33 are for the cast-in-place concrete to pass through or fill during pouring, allowing the concrete material to fully penetrate into the internal area of ​​the joint plate 3 during the solidification process. By providing second through holes 33 on the joint plate 3, on the one hand, the difference in contact stiffness between the joint plate 3 and the concrete can be reduced, lowering the interfacial stress caused by the difference in thermal expansion coefficients; on the other hand, the concrete passing through the second through holes 33 hardens to form a pin-like concrete key, further enhancing the mechanical interlocking force and shear slip resistance between the joint plate 3 and the surrounding concrete, ensuring the integrity of the joint between adjacent precast beams.

[0040] like Figure 6 As shown, in some specific embodiments of this application, the tenons 31 on the second and third side edges are symmetrically arranged with the mortise 32; as Figure 7 As shown, in some other specific embodiments of this application, the tenons 31 and mortises 32 on the second and third side edges may also be arranged in a staggered manner.

[0041] like Figure 8 , Figure 9 and Figure 11 As shown, this application also provides a segmented precast beam, which includes a concrete layer 4 and a steel tenon structure as described above. The concrete layer 4 is integrally cast on the base plate 1, and the tenon plate 2 and the joint plate 3 are respectively partially embedded in the concrete layer 4 and at the joint connecting two adjacent precast beam segments.

[0042] In practical implementation, ultra-high performance concrete (UHPC) is preferably used for concrete layer 4 instead of conventional ordinary concrete. Given UHPC's extremely high compressive strength, density, and excellent crack resistance, it can effectively avoid the localized crushing, breaking, or peeling phenomena common in ordinary concrete when subjected to the compressive force transmitted by the steel tenon structure. This provides a more robust and uniform confining pressure constraint and support for the tenon 21 and mortise 22. This material matching relationship makes the steel tenon structure closer to the ideal pure shear stress state under working conditions, significantly improving the shear push-out bearing capacity and ductility of the steel tenon, thereby significantly improving the bond-slip characteristics of the steel-concrete interface and the overall mechanical properties.

[0043] like Figure 8 As shown, in some specific embodiments of this application, the segmented precast beam further includes stirrups 5. The stirrups 5 are arranged vertically, with one end penetrating through the first through hole 23 on the tenon plate 2, and the other end inserted downwards into the concrete layer 4, thereby forming a lateral constraint on the tenon plate 2 and an anchoring connection with the concrete layer 4. The stirrups 5 can limit the lateral expansion of the concrete layer 4 during stress, inhibiting crack propagation.

[0044] like Figure 8 As shown in some specific embodiments of this application, the segmented precast beams also include a reinforcing mesh 6. The reinforcing mesh 6 is laid along the direction of the concrete layer 4, with at least a portion embedded in the concrete layer 4 of one of the adjacent segmented precast beams, and the remaining portion extending into and being fixed to the other adjacent concrete layer 4. The reinforcing mesh 6 forms a continuous reinforcement skeleton in the joint area of ​​adjacent precast beam segments, effectively transferring tensile stress and resisting bending and shear deformation at the joint, thereby further improving the overall stiffness and bending and shear bearing capacity of the segmented precast beams.

[0045] This application also provides a method for splicing segmented precast beams, which specifically includes the following steps: First, a steel plate conforming to the design specifications is selected as the base material. The steel plate is then cut along a predetermined trajectory using a CNC cutting device to form tenons 21 and mortises 22 with interlocking geometric features, thereby obtaining the tenon plate 2 and joint plate 3 components. At the same time, according to the structural stress requirements, a first through hole 23 and a second through hole 33 can be pre-drilled on the tenon plate 2 and joint plate 3 for subsequent reinforcement and concrete pouring.

[0046] Subsequently, the processed tenon plate 2 and joint plate 3 are orthogonally connected to the base plate 1 through welding or bolt fastening processes to construct a steel tenon structure with excellent overall rigidity.

[0047] Next, the steel tenon structure is placed into the pre-set positioning template, and the spatial positions of the tenon plate 2 and the joint plate 3 are precisely calibrated and fixed to ensure that their positional deviation in the mold is within the allowable range. Then, ultra-high performance concrete (UHPC) is poured into the template and vibrated to fully fill the gaps and holes in the steel tenon structure. After curing, a precast beam segment with exposed joint plate 3 is formed.

[0048] Finally, the on-site assembly stage begins, such as... Figure 9 or Figure 10 As shown, each precast beam segment is hoisted into position sequentially according to the design axis, ensuring that the joint plates 3 at the ends of adjacent precast beam segments are parallel and opposite to each other. Then, a dedicated joint template is erected at the joint, and the reinforcing mesh 6 is placed in the joint area, with both ends of the reinforcing mesh 6 anchored within the adjacent precast beam segments. Finally, a second layer of concrete is poured into the joint template. After the concrete at the joint reaches the design strength, the template is removed, thus completing the process as shown. Figure 11 or Figure 12 As shown, the process involves splicing prefabricated components into a continuous beam structure.

[0049] like Figure 9 and Figure 10 As shown in some specific embodiments of this application, to further enhance the connection stiffness and force transmission efficiency between adjacent precast beam segments, a butt-joint reinforcing plate 7 is also connected to the end of the base plate 1 of the steel tenon structure. The butt-joint reinforcing plate 7 is preferably made of the same material as the base plate 1 and is firmly bonded to the end face of the base plate 1 by welding or bolting. At least a portion of the butt-joint reinforcing plate 7 is used for butt-joint connection with another adjacent base plate 1 of the steel tenon structure, for example, by fastening with a group of high-strength bolts or bevel welding. By adding a butt-joint reinforcing plate 7 to the end of the base plate 1, the cross-sectional loss caused by cutting or splicing precast beam segments can be effectively compensated, significantly improving the bending and shear bearing capacity of the base plate at the joint, ensuring smooth and efficient load transfer between adjacent beam segments, thereby preventing the splicing node from becoming a weak point in the overall structure.

[0050] The above description is merely a preferred embodiment of this application and is not intended to limit this application. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of this application should be included within the protection scope of this application.

Claims

1. A steel tenon structure, characterized in that, include: Base plate (1); The tenon plate (2) is orthogonally arranged with the base plate (1). The first side edge of the tenon plate (2) is connected to the base plate (1), and the second side edge opposite to the first side edge is provided with a plurality of alternating tenons (21) and mortises (22). The protrusion length of at least some of the tenons (21) is different from the protrusion length of the other tenons (21); and / or, the recess depth of at least some of the mortises (22) is different from the recess depth of the other mortises (22).

2. The steel tenon structure as described in claim 1, characterized in that, The tenon (21) includes a first tenon (211) and a second tenon (212). The protrusion length of the first tenon (211) is less than the protrusion length of the second tenon (212). Along the extension direction of the tenon plate (2), the first tenon (211) and the second tenon (212) are alternately arranged in sequence. And / or, the mortise (22) includes a first mortise (221) and a second mortise (222), the recess depth of the first mortise (221) is greater than the recess depth of the second mortise (222), and the first mortise (221) and the second mortise (222) are alternately arranged along the extension direction of the tenon plate (2).

3. The steel tenon structure as described in claim 1, characterized in that, The base width of the tenon (21) near the first side edge is smaller than the end width of the tenon (21) away from the first side edge; And / or, the base width of the mortise (22) near the first side edge is greater than the end width of the mortise (22) away from the first side edge.

4. The steel tenon structure as described in claim 1, characterized in that, The tenon plate (2) is also provided with a plurality of first through holes (23), and each of the first through holes (23) is provided at intervals from each other along the extension direction of the tenon plate (2).

5. The steel tenon structure as described in claim 1, characterized in that, The top corners of each of the tenons (21) and / or the mortises (22) are rounded.

6. The steel tenon structure as described in any one of claims 1 to 5, characterized in that, It also includes a joint plate (3) orthogonally arranged with the base plate (1), the first side edge of the joint plate (3) is connected to the base plate (1), and the second side edge and / or the third side edge intersecting with the first side edge are provided with a plurality of alternately arranged tenons (31) and mortises (32). The protrusion length of at least some of the tenons (31) is different from the protrusion length of the other tenons (31); and / or, the recess depth of at least some of the mortises (32) is different from the recess depth of the other mortises (32).

7. The steel tenon structure as described in claim 6, characterized in that, The protrusion height of the joint plate (3) on the base plate (1) is greater than the protrusion height of the tenon plate (2) on the base plate (1).

8. The steel tenon structure as described in claim 6, characterized in that, The joint plate (3) is also provided with a plurality of second through holes (33), and each second through hole (33) is provided at intervals from each other along the extension direction and / or protrusion direction of the joint plate (3).

9. A segmented precast beam, characterized in that, The structure includes a concrete layer (4) and a steel tenon structure as described in any one of claims 6 to 8, wherein the concrete layer (4) is poured on the base plate (1), the tenon plate (2) is embedded in the concrete layer (4), and the joint plate (3) is embedded at the connection between two adjacent sections of the concrete layer (4).

10. The segmented precast beam as described in claim 9, characterized in that, Includes a stirrup (5), one end of which passes through the first through hole (23), and the other end of which is inserted into the concrete layer (4); And / or, including a steel mesh (6), the steel mesh (6) being at least partially embedded in one of two adjacent precast segment beams; the steel mesh (6) being at least partially embedded in the other of two adjacent precast segment beams.

11. A method for splicing segmented precast beams as described in claim 10, characterized in that, Includes the following steps: Prepare tenon board (2) and joint board (3); The tenon plate (2) and the joint plate (3) are connected to the base plate (1) to form a steel tenon structure; The steel tenon structure is installed into the positioning template, and concrete is poured into the positioning template to form a precast beam segment; The precast beam segments are spliced ​​together in sequence, and a joint template is erected at the joint of two adjacent precast beam segments. A steel mesh (6) is placed at the joint and concrete is poured into the joint template to form a whole beam.

12. The method for splicing segmented precast beams as described in claim 11, characterized in that, A butt reinforcing plate (7) is connected to the end of the base plate (1) of the steel tenon structure. The butt reinforcing plate (7) is at least partially used to connect with the adjacent base plate (1) of the steel tenon structure.

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