Bearing and protecting integrated steel beam and machining method and connecting joint thereof

Abstract

The invention relates to the technical field of building structure engineering, in particular to a bearing and protecting integrated steel beam and a machining method and connecting joint thereof, and the bearing and protecting integrated steel beam comprises a concrete outer cladding layer, inner pouring concrete, a beam rib structure, transverse welding ribs, beam end plates, an inner box type steel pipe and a Z-shaped connector; the transverse welding ribs are welded on the outer wall of the inner box type steel pipe; the beam rib structure is welded on the transverse welding rib; the beam end plates are arranged on the two sides of the inner box type steel pipe in pairs. The inner box type steel pipe is filled with inner pouring concrete. The outer side of the inner box type steel pipe is wrapped with a concrete outer wrapping layer; the beam rib structure is wrapped by the concrete outer wrapping layer. Through optimization design, the thickness of the concrete outer wrapping layer is reduced, and the contribution of the internal box type steel pipe to the flexural capacity of the component is remarkably improved.

Description

Technical Field

[0001] The present invention relates to the technical field of building structure engineering, and in particular to a load-bearing and protection integrated steel beam, a processing method thereof, and a connection node. Background Art

[0002] 1. The beam components of multi-story steel structures are usually made of hot-rolled steel or welded cross-section steel beams. Such components usually use a coating on the steel surface to improve the fire resistance and corrosion resistance of the components, but this method is costly and the actual life of the coating is only 5-10 years, which cannot achieve protection throughout the life cycle of the structure, and the cost of regular maintenance and re-coating is too high.

[0003] Second, the traditional steel concrete beam is a reinforced concrete beam with a steel frame in the core area. The steel frame section is I-shaped, cross-shaped, T-shaped, etc. Its function is to significantly improve the axial compression performance of the beam component, thereby reducing the cross section of the component. However, it has the following shortcomings: 1. Article 11.4.2 of the Technical Code for Concrete Structures of High-rise Buildings requires that the thickness of the concrete protective layer of such components should not be less than 100 mm. For steel-concrete beams with smaller cross-sections, the contribution of the steel to the bending performance of the components is relatively small, resulting in the need to configure a large number of longitudinal reinforcements in the concrete of the components, which is too costly.

[0004] 2. The construction difficulty is greater than that of traditional reinforced concrete components, requiring higher construction technology, process support and supporting tools.

[0005] 3. The components need to be made on site, and the construction period is longer than that of traditional prefabricated components. A detailed construction plan is required in advance to ensure the construction period. In addition, the steel is susceptible to corrosion and requires special anti-corrosion treatment during production and construction, which increases the difficulty and cost of construction. Summary of the invention

[0006] The purpose of the present invention is to provide a load-bearing and protection integrated steel beam to solve at least one technical problem existing in the prior art.

[0007] In order to solve the above technical problems, the present invention provides a load-bearing and protection integrated steel beam, comprising: a concrete outer layer, an inner concrete layer, a beam reinforcement structure, a transverse welded reinforcement, a beam end plate, an internal box-shaped steel pipe and a Z-shaped joint; The transverse welding ribs are welded to the outer wall of the inner box-shaped steel pipe; The beam reinforcement structure is welded to the transverse welding reinforcement; The beam end plates are arranged in pairs on both sides of the internal box-shaped steel pipe; The interior of the inner box-shaped steel pipe is filled with inner-poured concrete; The outer side of the inner box-shaped steel pipe is wrapped with a concrete outer layer; The beam reinforcement structure is wrapped by the concrete outer cladding; A Z-shaped joint is provided on one end of the beam end plate away from the internal box-shaped steel pipe; The Z-shaped joint is an H-beam structure, and the length of the upper steel wing is greater than the length of the lower steel wing.

[0008] Further, it includes a peg; One end of the bolt is arranged on the inner box-shaped steel pipe, and the other end is exposed outside the concrete outer cladding.

[0009] Furthermore, the length of the stud is the thickness of the concrete outer covering + 100 mm; The studs are arranged in two parallel rows on the inner box-shaped steel pipe along the axial direction, and the interval between the studs in each row is 200-300 mm.

[0010] Furthermore, the beam reinforcement structure includes beam top reinforcement, beam bottom reinforcement, beam waist reinforcement and beam stirrups; The beam top reinforcement, the beam bottom reinforcement and the beam waist reinforcement are all welded to the transverse welding reinforcement, so as to be arranged outside the steel pipe; The beam top reinforcement and the beam bottom reinforcement are respectively arranged at the top and bottom of the internal box-shaped steel pipe, and are arranged in parallel along the axial direction of the internal box-shaped steel pipe; The waist reinforcement is arranged at the waist of the inner box-shaped steel pipe and is arranged parallel to the axial direction of the inner box-shaped steel pipe; The beam stirrups are hooped onto the beam top reinforcement, the beam bottom reinforcement and the beam waist reinforcement.

[0011] Furthermore, the beam reinforcement structure is a shaped steel bar welded mesh; The shaped steel bar welded mesh is composed of steel bar mesh sheets; The steel mesh is connected to the transverse welding ribs by welding.

[0012] Furthermore, the transverse welding ribs are arranged in sequence at intervals of 300-400 mm along the longitudinal direction of the internal box-shaped steel pipe.

[0013] In a second aspect, the present application discloses a load-bearing and protection integrated steel beam, including a concrete outer layer, a beam reinforcement structure, an H-shaped steel, a lightweight filler, and a Z-shaped joint; The lightweight filler is filled in the gaps of the H-shaped steel; The beam reinforcement structure is wrapped around the lightweight filler and the H-shaped steel, and is wrapped inside by the concrete outer cladding; The Z-shaped joint is an H-beam structure with the same cross-sectional dimensions as the H-shaped steel, the length of the upper steel wing is greater than the length of the lower steel wing, and is welded to the end of the H-shaped steel.

[0014] Furthermore, holes are provided at the web of the H-shaped steel to connect the lightweight fillers to form an integrated structure, thereby enhancing the mechanical properties of the load-bearing and protective integrated steel beam.

[0015] In a third aspect, the present application discloses a connection node for supporting and protecting an integrated steel beam and a column, comprising a U-shaped steel plate hoop, an outer ring plate and a Z-shaped corbel; The outer ring plates are arranged in pairs on the column, and the distance between the pair of outer ring plates is equal to the distance between the upper and lower flange plates of the Z-shaped corbel; The two U-shaped steel plate hoops are connected at the edges of the hoops and surround the column, so as to replace the traditional hoops; The upper and lower flange plates of the Z-shaped bracket are respectively welded to the outer ring plate; The Z-shaped bracket is fixedly connected to the Z-shaped joint via a fastener.

[0016] Furthermore, a truncated through groove is provided on the concrete outer layer, and the truncated through groove is provided within the concrete range of the end of the Z-shaped corbel to reserve an opening space for the arrangement of the stirrups in the core area; The side wall of the column in the truncated through groove is provided with transverse welded ribs to strengthen the interaction between the column and the concrete; Stiffening ribs are arranged on the web of the Z-shaped corbel in the truncated through groove, which are used to transfer the vertical force shared by the concrete outer cladding and to reinforce the rigidity at the edge of the opening of the web of the steel beam; The stiffening ribs are welded with transverse welded ribs for strengthening the interaction between the steel beam and the concrete so as to transfer the shear force at the beam end to the vertical components.

[0017] By adopting the above technical solution, the present invention has the following beneficial effects: (1) Through optimized design, the thickness of the concrete outer layer is reduced, while the contribution of the internal box-shaped steel pipe (i.e., internal steel) to the bending bearing capacity of the component is significantly improved. This design not only ensures the overall bearing capacity of the component, but also reduces the configuration requirements of the longitudinal reinforcement in the outer layer, while greatly improving the fire resistance and corrosion resistance of the component, enhancing the safety and durability of the structure.

[0018] (2) The concrete outer layer is prefabricated in the factory, which effectively avoids the complexity and uncertainty of on-site pouring and significantly shortens the construction period. This prefabrication production method not only improves production efficiency, but also reduces on-site work, lowering construction difficulty and cost.

[0019] (3) The Z-shaped joint design at the end of the precast beam allows the precast beam to be directly placed on the connected steel bracket during on-site assembly without the need for additional temporary fixing measures, which greatly facilitates the lifting and positioning of the steel beam. In addition, the beam end splicing nodes are connected by fillet welds, which simplifies the operation process, improves the welding quality, and further reduces the construction difficulty and cost.

[0020] (4) Compared with the traditional bolt-welding connection method, the beam end splicing method of this technical solution is more economical and efficient. It not only simplifies the construction process, but also reduces material consumption and manpower input, thereby achieving effective cost control. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] In order to more clearly illustrate the specific implementation methods of the present invention or the technical solutions in the prior art, the drawings required for use in the specific implementation methods or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are some implementation methods of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0022] Figure 1 It is a schematic diagram of the planar structure of the load-bearing and protection integrated steel beam in Example 1; Figure 2 for Figure 1 Sectional view of 1-1; Figure 3 for Figure 1 Sectional view of 2-2; Figure 4 It is a schematic diagram of the planar structure of the load-bearing and protection integrated steel beam in Example 3; Figure 5 for Figure 4 Sectional view of section 3-3; Figure 6 It is a schematic diagram of the planar structure of the load-bearing and protection integrated steel beam in Example 4; Figure 7 for Figure 6 Section 4-4; Figure 8 It is a schematic diagram of the three-dimensional structure of the prefabricated composite beam-prefabricated composite column connection node in Example 5; Fig. 9 It is a schematic diagram of the planar structure of the prefabricated composite beam-prefabricated composite column connection node in Example 5; Fig.10 for Fig. 9 Sectional view of section 5-5; Fig.11 It is a schematic diagram of the three-dimensional structure of the prefabricated composite beam-prefabricated composite column connection node in Example 7; Fig.12This is a schematic diagram of the planar structure of the prefabricated composite beam-prefabricated composite column connection node when no concrete is filled in the embodiment 7; Fig.13 This is a schematic diagram of the planar structure of the prefabricated composite beam-prefabricated composite column connection node after being filled with concrete in Example 7; Fig.14 A schematic diagram of the overall structure of the building's self-resetting beam-column and floor slab node structure provided by an embodiment of the present invention; Fig.15 A schematic diagram of the structure of a node support assembly provided by an embodiment of the present invention; Fig.16 A schematic structural diagram of a carrier substrate provided in an embodiment of the present invention; Fig.17 A schematic diagram of the structure of a beam-column support assembly provided in an embodiment of the present invention; Fig.18 For the present invention Fig.14 Schematic diagram of the structure of the middle A area; Fig.19 A schematic structural diagram of a prestressed support rod provided in an embodiment of the present invention.

[0023] Reference numerals: 1-concrete outer layer; 2-inner concrete; 3-beam reinforcement structure; 4-transverse welded reinforcement; 5-beam end plate; 6-internal box steel pipe; 7-Z-shaped joint; 8-stud; 9-beam top reinforcement; 10-beam bottom reinforcement; 11-beam waist reinforcement; 12-beam stirrups; 13-H-shaped steel; 14-lightweight filler; 15-hole; 16-shaped steel bar welded mesh; 17-U-shaped steel plate hoop; 18-outer ring plate; 19-Z-shaped corbel; 20-stirrup edge; 21-stiffening rib; 22-column; 23-cut-off slot; 811-floor slab body; 812-node support assembly; 813-node support frame group; 814- Reinforced main bracket; 815-crossbeam fixing bracket; 816-column fixing bracket; 817-beam-column supporting assembly; 818-beam body; 820-U-shaped connecting seat; 821-main support frame; 822-prestressed auxiliary wing frame; 823-lower support frame; 824-carrying base plate; 825-bottom support frame; 831-vertical support frame; 832-auxiliary bracket; 833-outer wing fixing frame; 834-reinforcement rod; 835-inner support fixing piece; 836-prestressed reset support; 841-main frame bracket; 842-end support rod; 843-inner frame support rod; 844-auxiliary wing frame plate; 845-frame plate fixing frame; 846-steel strand connection frame; 847-swing installation groove; 851-front support beam; 852-front beam chassis; 853-rear support beam; 854-rear beam chassis; 862-end rod mounting head; 863-end rod positioning sleeve; 864-reset piece frame; 865-frame support beam; 866-frame beam mounting head; 867-frame beam positioning sleeve; 871-reset piece support base plate; 872-bottom frame base plate; 873-mounting track frame; 874-embedded mounting block; 875-inner rail mounting groove; 876-fixing bolt; 881-reset piece inner base; 882-middle support positioning frame; 883-middle support; 884-elastic support head; 885-mid-position telescopic support; 886-prestressed steel bar; 887-inserted support block; 888-assembly plug plate; 889-I-shaped slot; 880-side wing slot; 891-mid-position cross support; 892-prestressed support rod; 893-locking bolt installation top slot; 894-locking bolt installation bottom slot; 895-locking bolt; 8101-support rod body; 8102-threaded section; 8103-top support plate; 8104-bottom support plate; 8105-top plate installation sleeve; 8106-bottom plate installation sleeve; 8107-rod end fixing block; 8108-rod end fixing head; 8100-torsion spring. DETAILED DESCRIPTION

[0024] The technical solution of the present invention will be described clearly and completely below in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0025] In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc., indicating the orientation or positional relationship, are based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as limiting the present invention. In addition, the terms "first", "second", and "third" are used for descriptive purposes only, and cannot be understood as indicating or implying relative importance.

[0026] In the description of the present invention, it should be noted that, unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or it can be indirectly connected through an intermediate medium, or it can be the internal communication of two components. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0027] It should also be noted that the following specific embodiments or specific implementations are a series of optimized settings listed in the present invention to further explain the specific content of the invention, and these settings can be used in combination or in association with each other.

[0028] The present invention is further explained below in conjunction with specific implementation modes.

[0029] Example 1 like Figure 1-3 As shown, this embodiment provides a load-bearing and protection integrated steel beam to solve at least one technical problem existing in the prior art.

[0030] In order to solve the above technical problems, the present invention provides a load-bearing and protection integrated steel beam, comprising: a concrete outer layer 1, an inner poured concrete 2, a beam reinforcement structure 3, a transverse welded reinforcement 4, a beam end plate 5, an internal box-shaped steel pipe 6 and a Z-shaped joint 7; The transverse welding ribs 4 are welded to the outer wall of the inner box-shaped steel pipe 6; The beam reinforcement structure 3 is welded to the transverse welding reinforcement 4; The beam end plates 5 are arranged in pairs on both sides of the internal box-shaped steel pipe 6; The interior of the inner box-shaped steel pipe 6 is filled with inner pouring concrete 2; The outer side of the inner box-shaped steel pipe 6 is wrapped with a concrete outer layer 1; The beam reinforcement structure 3 is wrapped by the concrete outer layer 1 , that is, the beam reinforcement structure 3 is arranged in the concrete outer layer 1 .

[0031] A Z-shaped joint 7 is provided on one end of the beam end plate 5 away from the internal box-shaped steel pipe 6; The Z-shaped joint 7 is an H-beam structure, and the length of the upper steel wing is greater than the length of the lower steel wing.

[0032] As a further embodiment of the present application, it further comprises a peg 8; One end of the bolt 8 is arranged on the inner box-shaped steel pipe 6 , and the other end is exposed outside the concrete outer envelope 1 .

[0033] As a preferred embodiment of the present application, the length of the stud 8 is 100 mm or more longer than the thickness of the concrete outer covering 1 , preferably the thickness of the concrete outer covering 1 plus 100 mm.

[0034] As a preferred embodiment of the present application, the studs 8 are arranged in two rows in parallel along the axial direction on the internal box-shaped steel pipe 6, and the studs 8 in each row are spaced 200-300 mm apart.

[0035] As a further embodiment of the present application, the beam reinforcement structure 3 includes a beam top reinforcement 9, a beam bottom reinforcement 10, a beam waist reinforcement 11 and a beam stirrup 12; The beam top reinforcement 9, the beam bottom reinforcement 10 and the beam waist reinforcement 11 are all welded to the transverse welding reinforcement 4, so as to be arranged outside the internal box-shaped steel pipe 6; The beam top reinforcement 9 and the beam bottom reinforcement 10 are respectively arranged at the top and bottom of the internal box-shaped steel pipe 6, and are arranged in parallel and spaced apart along the axial direction (i.e., the length direction) of the internal box-shaped steel pipe 6; The waist reinforcement 11 is arranged at the waist of the inner box-shaped steel pipe 6 and is arranged parallel and spaced along the axial direction (i.e. the length direction) of the inner box-shaped steel pipe 6; The beam stirrups 12 are hooped onto the beam top reinforcement 9 , the beam bottom reinforcement 10 and the beam waist reinforcement 11 .

[0036] As a preferred embodiment of the present application, the transverse welding ribs 4 are arranged in sequence at intervals of 300-400 mm along the longitudinal direction of the internal box-shaped steel pipe 6.

[0037] As a preferred embodiment of the present application, the concrete outer layer 1 is made of C30-C60 fine stone concrete, and the inner poured concrete 2 is made of C30-C60 ordinary concrete.

[0038] On the basis of the design of traditional steel-concrete beams, by reducing the thickness of the concrete outer layer 1, the contribution of the internal steel to the bending resistance of the component is improved, and the configuration of the outer layer longitudinal reinforcement is reduced under the premise of ensuring the bearing capacity of the component, while significantly improving its fire resistance and corrosion resistance. The concrete outer layer 1 of the component is prefabricated in the factory, avoiding on-site pouring, which has the advantage of shortening the construction period. During on-site assembly, the prefabricated beam can be directly placed on the connected steel bracket with the help of the Z-shaped joint 7 at the end, without taking temporary fixing measures. For the beam end splicing node method, the flange is connected by fillet welds, which is convenient to operate and easy to ensure welding quality.

[0039] Through the present invention, the contribution of the internal steel to the bending resistance of the component is improved, the configuration of the longitudinal reinforcement of the outer layer is reduced, and its fire resistance and corrosion resistance are significantly improved. The construction of the concrete outer layer 1 of the component is completed by factory prefabrication, which effectively shortens the construction period. The supporting function of the end Z-shaped joint 7 facilitates the on-site lifting and positioning of the steel beam, and the beam end splicing method is more cost-effective than the traditional bolt welding connection.

[0040] By adopting the above technical solution, the present invention has the following beneficial effects: (1) Through optimized design, the thickness of the concrete outer layer 1 is reduced, while the contribution of the internal box-shaped steel tube 6 (i.e., internal steel) to the bending bearing capacity of the component is significantly improved. This design not only ensures the overall bearing capacity of the component, but also reduces the configuration requirements of the longitudinal reinforcement in the outer layer, while greatly improving the fire resistance and corrosion resistance of the component, and enhancing the safety and durability of the structure.

[0041] (2) The concrete outer layer 1 is prefabricated in the factory, which effectively avoids the complexity and uncertainty of on-site pouring and significantly shortens the construction period. This prefabrication production method not only improves production efficiency, but also reduces on-site work, lowering construction difficulty and cost.

[0042] (3) The Z-shaped joint 7 design at the end of the precast beam allows the precast beam to be directly placed on the connected steel bracket during on-site assembly without the need for additional temporary fixing measures, which greatly facilitates the lifting and positioning of the steel beam. In addition, the beam end splicing nodes are connected by fillet welds, which simplifies the operation process, improves the welding quality, and further reduces the construction difficulty and cost.

[0043] (4) Compared with the traditional bolt-welding connection method, the beam end splicing method of this technical solution is more economical and efficient. It not only simplifies the construction process, but also reduces material consumption and manpower input, thereby achieving effective cost control.

[0044] Example 2 This embodiment discloses a method for processing a load-bearing protection integrated beam, comprising the steps of: S1: Use cutting, milling, welding and other processes to cut the purchased pipes into steel pipes of required sizes; S2: Weld studs on one side of the top of the steel tube beam; S3: End plate with Z-shaped joint welded at the end of the steel pipe; S4: Weld a section of transverse reinforcement on both sides of the waist of the steel pipe every 300-400mm along the longitudinal direction of the steel pipe. The transverse reinforcement needs to be adjusted to avoid the position of the bolts; S5: Steel cage for tying the outer layer of stress-bearing steel bars; S6: insert the steel cage into the steel pipe with welded transverse steel bars and position it; S7: Weld studs on the steel pipe side of the beam top surface; S8: Formwork and pouring of C30-C60 fine stone concrete outer cladding; S9: Maintenance to make it reach more than 75% of the design strength; S10: Pour C30-C60 ordinary concrete inside the steel pipe.

[0045] Example 3 like Figure 4-5 The figure shows a load-bearing and protection integrated steel beam disclosed in this embodiment, including a concrete outer layer 1, a beam reinforcement structure 3, an H-shaped steel 13, a lightweight filler 14, and a Z-shaped joint 7; The lightweight filler 14 is filled in the gaps of the H-shaped steel 13 (i.e., in the U-shaped grooves on both sides); The beam reinforcement structure 3 is wrapped around the lightweight filler 14 and the H-shaped steel 13, and is wrapped inside by the concrete outer envelope 1; The Z-shaped joint 7 is an H-beam structure with the same cross-sectional dimensions as the H-shaped steel 13 , the length of the upper steel wing is greater than the length of the lower steel wing, and is welded to the end of the H-shaped steel 13 .

[0046] Furthermore, holes 15 are provided at the web of the H-shaped steel 13 for passing stirrups or connecting the lightweight fillers 14 to form an integrated structure, thereby enhancing the mechanical properties of the load-bearing and protective integrated steel beam.

[0047] The load-bearing and protection integrated steel beam of this embodiment is used for secondary beams with lower torsion requirements. Based on economic considerations, it can be made of H-shaped steel 13 inside. The component does not consider the stress of the concrete outer layer 1, and the thickness of the concrete outer layer 1 only needs to meet the structural requirements. The "Concrete Structure Design Code" stipulates that when a crack-proof and peel-proof steel mesh is configured in the protective layer, the thickness of the protective layer of the mesh steel bars should not be less than 25mm. When the diameter of the transverse welded ribs 4 is 4-10mm and the thickness of the steel mesh is 8-12mm, the thickness of the outer layer without considering the stress ranges from 40-50mm. Round or square holes can be opened in the web of the beam to facilitate the passage of pipelines for construction equipment. EPS boards or other lightweight insulation materials are used to fill the width of the flanges on both sides of the web. On the one hand, the self-weight of the component is reduced to enable the structural system to obtain better seismic performance. On the other hand, it plays a role in fire prevention and corrosion prevention of the component.

[0048] The arrangement and size of the hole 15 position must meet the following opening requirements: 1. The diameter of the circular hole should not be greater than 0.70 times the height of the beam, the height of the rectangular hole should not be greater than 0.50 times the height of the beam, and the length of the rectangular hole should not be greater than the height of the beam and the hole.

[0049] 2. The distance between the edges of adjacent circular holes should not be less than 0.25 times the beam height, and the distance between a rectangular hole and adjacent holes should not be less than the beam height and the length of the rectangular hole.

[0050] 3. The height of the upper and lower cross-sections of the beam at the opening should not be less than 0.15 times the height of the beam, and the distance from the upper and lower edges of the rectangular opening to the outer skin of the beam flange should not be less than 0.25 times the height of the beam.

[0051] 4. Holes should not be set within the range of the beam height from the beam end, and earthquake-resistant structures should not have holes in the area where the corner braces connect with beams and columns.

[0052] By adopting the above technical solution, the present invention has the following beneficial effects: (1) By using H-shaped steel 13 as the internal support structure and optimizing the design of the secondary beam with lower torsion resistance requirements, the overall prefabricated beam can meet the functional requirements while achieving effective cost control. In addition, the thickness of the concrete outer layer 1 only meets the structural requirements, reducing unnecessary material use and further improving economic efficiency.

[0053] (2) Filling the flange width on both sides of the beam web with EPS boards or other lightweight insulation materials effectively reduces the deadweight of the component, thereby improving the seismic performance of the entire structural system. This lightweight design not only improves safety, but also conforms to the development trend of green and environmentally friendly modern buildings.

[0054] (3) The filling of lightweight insulation materials not only makes the components lighter, but also gives them multiple protective functions such as fire prevention and corrosion resistance. These protective properties extend the service life of prefabricated beams, reduce subsequent maintenance costs, and improve the durability of the overall building.

[0055] (4) Round or square holes can be opened in the web of the beam as needed to facilitate the installation of pipelines for building equipment. This design increases the flexibility of the precast beam and enables it to better adapt to different building needs. At the same time, the reasonable arrangement of the positions of the holes 15 and the strict compliance with the opening requirements ensure the dual protection of the precast beam in terms of structural safety and functional use.

[0056] (5) During the prefabrication process, the holes 15 of the lightweight insulation material are reserved and the concrete outer layer 1 is poured in an avoidance manner. Although this increases the difficulty of construction, it can ensure the smooth progress of the construction process through refined management and operation. At the same time, this prefabrication production method also reduces the complexity and uncertainty of on-site construction and improves construction efficiency.

[0057] Example 4 like Figure 6-7 The figure shows a load-bearing and protection integrated steel beam disclosed in this embodiment. The difference from the embodiment 1 is that the beam reinforcement structure 3 is a shaped steel bar welded mesh 16; the shaped steel bar welded mesh 16 is composed of steel mesh; the steel mesh is connected to the transverse welded ribs 4 by welding. The concrete outer layer 1 is only provided on the two sides and the bottom of the component, and the stress of the concrete outer layer 1 is not considered. The thickness of the outer layer ranges from 40 to 50 mm.

[0058] By adopting the above technical solution, the present invention has the following beneficial effects: (1) A prefabricated steel mesh 16 is used as the beam reinforcement structure 3. This prefabricated steel mesh can be directly welded to the transverse welded reinforcement 4, which greatly simplifies the on-site steel bar binding and welding process, improves construction efficiency, and reduces labor costs and time costs.

[0059] (2) The shaped steel bar welded mesh 16 is tightly connected to the transverse welded ribs 4 by welding, forming a stable overall structure, thereby enhancing the integrity and rigidity of the precast beam, and being beneficial to improving the bearing capacity and stability of the structure.

[0060] (3) The component design only sets a concrete outer layer 1 on both sides and the bottom, and the thickness of the outer layer is controlled within the range of 40-50 mm. This design not only meets the structural requirements, but also avoids unnecessary material waste and achieves the optimization of material use.

[0061] (4) Since the concrete outer layer 1 is relatively thin and is only provided at a specific position, the deadweight of the entire precast beam can be reduced, which is beneficial to reducing the requirements of the structure on the foundation and also helps to improve the seismic performance of the structure.

[0062] Example 5 like Figure 8-10 The figure shows a connection node between a load-bearing and protection integrated steel beam and a column 22 disclosed in this embodiment, including a U-shaped steel plate hoop 17, an outer ring plate 18 and a Z-shaped corbel 19; The outer ring plates 18 are arranged in pairs on the column 22, and the distance between the pair of outer ring plates 18 is equal to the distance between the upper and lower flange plates of the Z-shaped corbel 19; The two U-shaped steel plate hoops 17 are connected at the edge 20 of the hoops and surround the column 22, and are used to replace the traditional hoops; The upper and lower flange plates of the Z-shaped bracket 19 are respectively welded to the outer ring plate 18; The Z-shaped bracket 19 is fixedly connected to the Z-shaped joint 7 by a fastener.

[0063] In the traditional steel beam-steel concrete column node core area stirrup method, the steel bracket and the column steel frame are usually welded in the factory, and holes 15 for the stirrups to pass through are reserved at the corresponding positions of the steel bracket web. After the column 22 is transported to the site, the stirrups in the core area of ​​the node need to pass through the holes 15 and then be bent and tied, which is inconvenient to construct. In addition, the holes 15 in the steel bracket web reduce the shear bearing capacity of the beam, and reinforcement measures need to be taken if necessary.

[0064] The U-shaped steel plate hoops 17 are completed in the process of processing the steel node of the component, that is, the process of making the hoops is completed in the factory, avoiding the need to tie the outer layer of the column 22 with hoops after the steel node of the component is transported to the site. The ends of the U-shaped steel plates are directly welded to the steel corbel web by fillet welds during the processing of the steel structure, avoiding the need to drill holes reserved for the hoops in the steel corbel web.

[0065] The U-shaped steel plate stirrup 17 replaces the stirrup to complete the construction of the stirrup in the factory prefabrication stage and can play the role of shear resistance in the core area of ​​the node. Its cross-sectional area should not be less than the larger of the calculated area of ​​the traditional stirrup and the required area of ​​the structure, and its spacing should meet the requirements of Article 6.3.10 of the Code for Seismic Design of Buildings.

[0066] By adopting the above technical solution, the present invention has the following beneficial effects: (1) By using U-shaped steel plate hoops 17 to replace traditional hoops, and completing their production and installation in the factory prefabrication stage, the complexity of on-site construction is greatly simplified. The tedious process of tying the outer layer of hoops of the column 22 on site is avoided, the manpower input is reduced, the construction period is shortened, and the safety and efficiency of construction are improved.

[0067] (2) The design of the U-shaped steel plate stirrup 17 has been carefully calculated to ensure that its cross-sectional area is not less than the larger of the calculated area of ​​the traditional stirrup and the area required by the structure, and the spacing meets the requirements of the specification. This design effectively plays the shear resistance role of the core area of ​​the node, improves the shear resistance performance, and ensures the safety of the structure.

[0068] (3) In the traditional practice, reserved holes for stirrups need to be drilled in the web of the steel corbel, which not only increases the difficulty of construction, but also may have an adverse effect on the shear bearing capacity of the web. The present technical solution avoids the need to drill reserved holes by directly welding the U-shaped steel plate stirrup 17 to the web of the steel corbel, thereby protecting the structural integrity of the web and improving the shear bearing capacity of the beam.

[0069] (4) Through reasonable design and material selection, such as using the same plate thickness or cutting the entire plate for the outer ring plate 18 and the Z-shaped corbel 19 flange plate, material waste is reduced and costs are reduced. At the same time, due to the improvement of construction efficiency and the reduction of reinforcement measures, the overall construction cost is also indirectly reduced.

[0070] (5) The organic combination of factory prefabrication and on-site installation ensures the controllability and reliability of construction quality. The high-precision processing and strict quality control in the factory prefabrication stage provide a good foundation for on-site installation and reduce the probability of construction quality problems.

[0071] Example 6 This embodiment discloses a method for processing and installing a prefabricated composite beam-prefabricated composite column connection node on site: R1: Weld the outer ring plate to the corresponding position of the steel pipe; R2: The web is welded between the upper and lower outer ring plates and the side walls of the column to form a steel corbel; R3: Weld the U-shaped steel strips on both sides of the steel corbel web to the corbel web; R4: Cast the outer concrete layer and cast the inner part of the steel pipe simultaneously with the precast columns; R5: On-site steel beam installation, the web flange of the steel beam is connected with high-strength bolts, the flange is connected with high-strength bolts, and the lap edge of the flange steel plate is welded with fillet welds.

[0072] Example 7 like Figure 11-13 The figure shows a connection node between a load-bearing and protection integrated steel beam and a column 22 disclosed in this embodiment. This embodiment is basically the same as Embodiment 5. The difference from Embodiment 5 is that a truncated through groove 23 is provided on the concrete outer cladding 1. The truncated through groove 23 is provided within the concrete range at the end of the Z-shaped corbel 19 to reserve an opening space for the arrangement of stirrups in the core area. The side wall of the column 22 in the truncated through groove 23 is provided with a transverse welded rib 4 for strengthening the interaction between the column 22 and the concrete; The web of the Z-shaped corbel 19 in the truncated through groove 23 is provided with a stiffening rib 21 for transmitting the vertical force shared by the concrete outer cladding 1 and reinforcing the rigidity at the edge of the opening of the web of the steel beam; The stiffening ribs are welded with transverse welded ribs 4 for strengthening the interaction between the steel beam and the concrete so as to transfer the shear force at the beam end to the vertical components.

[0073] By adopting the above technical solution, the present invention has the following beneficial effects: (1) By providing the cut-off groove 23 on the concrete outer cover 1, an unobstructed space is provided for the tightening of the U-shaped steel plate hoop 17, thereby avoiding the problem of additional construction adjustments that may be required due to the obstruction of the stirrup in the traditional practice. This design simplifies the construction process, improves construction efficiency, and ensures that the stirrup can play its role correctly and effectively.

[0074] (2) The provision of the cut-off through groove 23 not only facilitates the arrangement of the stirrups, but also enables the stirrups in the core area of ​​the node to wrap the column 22 more tightly by reserving the opening space, thereby enhancing the shear and compression resistance of the core area of ​​the node. In addition, the combination of the stiffening rib 21 and the transverse welded rib 4 further improves the overall stiffness and stability of the node area.

[0075] (3) The transverse welded ribs 4 provided at the side wall of the column 22 and the truncation of the corbel web effectively strengthen the interaction between the column 22 and the concrete. This design enables the steel and concrete to work together better and bear the load together, thus improving the bearing capacity and seismic performance of the node.

[0076] (4) The setting of the stiffening rib 21 not only strengthens the stiffness of the edge of the opening of the web of the steel beam, but also effectively transfers the shear force at the beam end to the vertical member through the transverse welded rib 4 thereon. This design helps to reduce stress concentration and improve the overall safety and reliability of the structure.

[0077] (5) By optimizing the node design, such as using the same plate thickness or cutting the whole plate to make the outer ring plate 18 and the Z-shaped bracket 19 flange plate, the material utilization is maximized and waste is reduced. At the same time, due to the simplification of the construction process and the improvement of construction efficiency, it also helps to reduce the overall construction cost.

[0078] Example 8 This embodiment discloses a method for processing and installing a prefabricated composite beam-prefabricated composite column connection node on site, comprising the steps of: T1: Weld the outer ring plate to the corresponding position of the steel pipe; T2: T-weld the web and stiffener; T3: Weld the web between the upper and lower outer ring plates to form a steel corbel; T4: Formwork and pouring of C30-C60 fine stone concrete outer cladding; T5: Maintenance to make it reach more than 75% of the design strength; T6: Prefabricated components arrive at the site; T7: Pour C30-C60 ordinary concrete inside the steel pipe.

[0079] Example 9 like Fig.14 The present application also discloses a building self-resetting beam-column and floor node structure including a load-bearing protective integrated steel beam, including a floor body 811 and a beam-column support assembly 817 arranged at the bottom of the floor body 811, a node support assembly 812 is arranged between the beam-column support assembly 817 and the floor body 811, the beam-column support assembly 817 includes a node support frame group 813 and a reinforced main bracket 814 arranged on the side edge of the node support frame group 813, and a cross beam fixing bracket 815 and a column fixing bracket 816 are arranged on the reinforced main bracket 814.

[0080] This embodiment is arranged at the node position between the beam column and the floor slab to form a stable supporting effect for the floor slab, and effectively resist vibration to achieve a self-resetting effect. The floor body 811 is the main body structure of the floor, the top of the node support assembly 812 is used to support the floor body 811, the bottom of the node support assembly 812 is installed on the node support frame group 813, and the node support frame group 813 is arranged inside the beam-column support assembly 817; the beam-column support assembly 817 is used to support the overall floor body 811 and the node support assembly 812, and the side wing is also provided with a crossbeam fixing bracket 815; in this embodiment, the beam body 818 of the building is erected in the corresponding crossbeam fixing bracket 815, and the beam body 818 is the load-bearing and protection integrated steel beam in Examples 1-4, and the top of the column 22 of the building is provided with a U-shaped connecting seat 10, the U-shaped connecting seat 10 is supported on the lower part of the node support frame group 813, and the column fixing bracket 816 is fixedly connected to the U-shaped connecting seat 10, so as to maintain the support stability of the overall node area.

[0081] The node support assembly 812 includes a main support frame 821, a prestressed auxiliary wing frame 822 installed on the periphery of the main support frame 821, and a lower support frame 823 arranged below the main support frame 821. The main support frame 821 and the prestressed auxiliary wing frame 822 are supported at the bottom of the floor body 811; the node support frame group 813 includes a vertical support frame 831, an auxiliary bracket 832 arranged on the side edge of the vertical support frame 831, and an outer wing fixing frame 833 installed on the auxiliary bracket 832. A bottom support frame 825 is arranged at the bottom edge of the frame body of the frame 821, and the outer wing fixing frame 833 is fixedly installed with the bottom support frame 825. A plurality of reinforcing rods 834 are arranged inside the frame of the vertical support frame 831. An inner support fixing member 835 and a prestressed reset support member 836 installed on the top of the inner support fixing member 835 are installed on the vertical support frame 831. A supporting base plate 824 is also arranged on the bottom plane of the lower support frame 823, and the prestressed reset support member 836 is supported and fixed on the bottom plane of the supporting base plate 824.

[0082] The main support frame 821 and the prestressed auxiliary wing frame 822 are both frame structures. The main support frame 821 is used to assist in supporting the main body of the floor slab 811. The prestressed auxiliary wing frame 822 is flexibly connected to the main support frame 821 while assisting in supporting the main body of the floor slab 811, thereby achieving the effect of prestressed reset; the node support frame group 813 is composed of a vertical support frame 831, an auxiliary bracket 832 and an outer wing fixed frame 833 to form a bottom support frame, thereby maintaining the bearing capacity of the beam column. The bottom of the main support frame 821 is supported and installed on the outer wing fixed frame 833 by the lower support frame 823 to maintain stability on the side wing; the reinforcing rod 834 strengthens the vertical support The supporting effect at the bottom of the frame 831; and the midline position of the vertical support frame 831 is also provided with an internal support fixing 835, which serves as the main supporting structure of the midline. The lower support frame 823 is connected to the main supporting structure through the supporting base plate 824, and the prestressed reset support 836 is supported on the bottom of the supporting base plate 824, and a plastic support connection method is adopted. On the one hand, it maintains the supporting strength under normal conditions and maintains the stability of the connection between the overall beam column and the floor slab node. On the other hand, in the case of high-intensity vibration, it can be deformed without being immediately destroyed. After the vibration disappears, the prestressed structure can generate a restoring force to help the structure reset.

[0083] In one embodiment, see Fig.14 and Fig.15 This embodiment is a further design of the above embodiment. On this basis, the specific implementation structure of the node support component 812 is designed as follows: The main support frame 821 includes a main frame bracket 841, an inner frame support rod 843 disposed between the main frame brackets 841 on both sides, and an end support rod 842 connected to the end points of the main frame brackets 841 on both sides. The prestressed wing frame 822 includes a wing frame plate 844 disposed on the side edge of the main frame bracket 841 and a frame plate fixing frame 845 for connecting the wing frame plate 844. The main frame bracket 841 is located in the plate body spacing area of ​​the wing frame plate 844. The plate body of the wing frame plate 844 is provided with a swing installation groove 847, and the plate body of the main frame bracket 841 is provided with a steel strand connecting frame 846 connected to the swing installation groove 847.

[0084] In this embodiment, a surface frame type steel truss structure is composed of a main frame support 841, an end support rod 842 and an inner frame support rod 843, and the supporting effect on the floor main body 811 is maintained with the assistance of relevant fixing tools. The prestressed auxiliary wing frame 822 is composed of an auxiliary wing frame plate 844 and an inner frame support rod 843 to form a card frame structure, which is arranged on the periphery of the main frame support 841. Under normal conditions, it can help to increase the supporting range of the main frame support 841; at the same time, the auxiliary wing frame plate 844 has a certain range of motion relative to the main frame support 841, and can be folded a certain distance with the swing installation groove 847 as the folding point. The steel strand connecting frame 846 has steel strands for prestressed support built in, which are always in an elastic state, providing the necessary restoring force for the overall auxiliary wing frame plate 844 structure, which is used to dissipate seismic energy during vibration, reduce structural damage, and further reduce the impact of vibration force on the main frame support 841, so that the vibration force is consumed in the process of changing direction and flipping of the auxiliary wing frame plate 844, thereby further ensuring the stability of the main support frame 821 and the node support frame group 813 used to support the main support frame 821, that is, ensuring the stability of the overall beam-column support end.

[0085] In one case of this embodiment, see Fig.14 , Fig.15 and Fig.16 For the installation implementation structure of the lower support frame 823, the supporting substrate 824 and the bottom support frame 825, the present embodiment is designed as follows: The main frame bracket 841 plate body extends downward and is provided with a bottom support frame 825. The bottom support frame 825 and the main frame bracket 841 are an integrated structure. A front support beam 851 is provided on the front side of the lower edge of the plate body of the main frame bracket 841, and a rear support beam 853 is provided on the rear side of the lower edge of the main frame bracket 841. The bottom ends of the front support beam 851 and the rear support beam 853 are respectively provided with a front beam bottom frame 852 and a rear beam bottom frame 854. The lower support frame 823 is fixedly installed on the front beam bottom frame 852 and the rear beam bottom frame 854.

[0086] The lower support frame 823 includes a bottom frame substrate 872 and a mounting rail frame 873 arranged on the bottom plane of the bottom frame substrate 872, the supporting substrate 824 includes a reset member support substrate 871 and an embedded mounting block 874 installed on the top of the reset member support substrate 871, the mounting rail frame 873 is provided with an inner rail mounting groove 875, the embedded mounting block 874 is embedded in the mounting rail frame 873 and fixed to the inner rail mounting groove 875 by a plurality of fixing bolts 876, and the reset member support substrate 871 is docked and installed with the prestressed reset support 836.

[0087] The bottom frame substrate 872 and the mounting track frame 873 are fixedly installed on the bottom of the main support frame 821, thereby forming a crossbeam structure at the bottom of the main support frame 821 to form a fixed support for the supporting substrate 824. The main body of the supporting substrate 824 is a reset member supporting substrate 871, which is arranged and installed along the track of the mounting track frame 873 through an embedded mounting block 874. As an example, two groups of supporting substrates 824 are installed on the mounting track frame 873 in the figure. The specific number and installation spacing of the supporting substrates 824 on the mounting track frame 873 can be determined according to the specific building structure.

[0088] In one embodiment, see Fig.14 and Fig.17 This embodiment is a further design of the above embodiment. On this basis, for the specific support implementation structure of the node support frame group 813, this embodiment is designed as follows: A plurality of end rod mounting heads 862 are installed at the outer rod ends of the end support rods 842, a plurality of end rod positioning sleeves 863 fixed to the end rod mounting heads 862 are arranged on the plate body of the outer wing fixing frame 833, a plurality of frame supporting beams 865 are arranged on the frame supporting beam 865, the prestressed reset support 836 is matched one-to-one with the supporting base plate 824, a reset member frame 864 is arranged on the outer frame of the prestressed reset support 836, the reset member frame 864 is fixedly mounted on the corresponding frame supporting beam 865, a frame beam mounting head 866 is installed at the rod end of the frame supporting beam 865, and a frame beam positioning sleeve 867 for fixing the frame beam mounting head 866 is installed on the outer wing fixing frame 833.

[0089] The node support frame group 813 uses the outer wing fixed frame 833 as a supporting structure for the node support assembly 812. The outer wing fixed frame 833 is supported on the periphery of the frame structure composed of the main frame bracket 841, the end support rod 842 and the inner frame support rod 843. The outer rod end of the end support rod 842 is supported and fixed by the end rod mounting head 862, thereby supporting the four corners of the main support frame 821 to further improve the stability coefficient. In this embodiment, prestressed reset supports 836 are used to provide a bottom-up building self-reset force, and each prestressed reset support 836 is a self-reset support point. The number of supporting substrates 824 is determined according to the design number of prestressed reset supports 836.

[0090] For the specific implementation structure of the prestressed reset support 836, please refer to Figure 16-Figure 19 , this embodiment is designed as follows: The prestressed reset support 836 includes a reset member inner base 881 installed on the inner support fixing member 835, a middle support positioning frame 882 arranged at the midline position of the reset member inner base 881, and a middle support 883 installed on the middle support positioning frame 882. A middle telescopic bracket 885 is installed on the top of the middle support 883. A prestressed steel bar 886 is supported and installed on the middle telescopic bracket 885 through an elastic support head 884. An inserted support block 887 and an assembly plug plate 888 located on the side edge of the inserted support block 887 are arranged on the prestressed steel bar 886. An I-shaped slot 889 and a side wing slot 880 opened on the side edge of the I-shaped slot 889 are arranged at the midline position of the plate body of the reset member support base plate 871. The inserted support block 887 is connected to the I-shaped slot 889, and the side wing slot 880 is inserted into the slot installed in the side wing slot 880.

[0091] The inner base 881 of the reset member is the bottom support structure of the prestressed reset support 836. The middle support positioning frame 882 is the support structure at the midline position of the inner base 881 of the reset member, forming an upward positioning support for fixing and supporting the middle support 883. The middle telescopic bracket 885 is a vertical support structure erected on the middle support 883. The prestressed steel bar 886 is installed on the top of the middle telescopic bracket 885, and two elastic support base points are formed with the elastic support head 884 to connect and support the prestressed steel bar 886. The top of the stress steel bar 886 is assembled in a chimeric manner with the plate body of the reset member support base plate 871 through the two installation components, the internal support block 887 and the assembly plug plate 888. The overall structure allows the centerline support structure composed of the elastic support head 884 and the prestressed steel bar 886 to undergo a certain deformation during the vibration process. Therefore, as a prestressed element during the vibration process, it can resist the deformation of the structure. At the same time, it has a certain range of activity and deformation, and can absorb earthquake energy as an energy-absorbing component to reduce the vibration and damage of the structure. After the vibration ends, the restoring force provided by the elastic support head 884 will automatically reset the structure to its initial state, thereby achieving the recoverability of the structure.

[0092] The support stability of the above-mentioned prestressed element alone is still insufficient, so the present embodiment further provides the following structure: The prestressed reset support 836 includes a median cross bracket 891, two of which are respectively installed on the median support positioning frame 882 and the median telescopic bracket 885. The prestressed reset support 836 also includes a plurality of prestressed support rods 892, which are arranged on both sides of the median support positioning frame 882.

[0093] The prestressed support rod 892 includes a support rod body 8101 and a threaded section 8102 arranged on the support rod body 8101, a top support plate 8103 is installed on the top of the support rod body 8101, and a bottom support plate 8104 is installed on the threaded section 8102, the top support plate 8103 and the bottom support plate 8104 are respectively rotatably installed on the middle cross bracket 891 through a top plate mounting sleeve 8105 and a bottom plate mounting sleeve 8106, and a torsion spring 8100 is wound around the periphery of the support rod body 8101, and the torsion spring 8100 is supported between the top support plate 8103 and the bottom support plate 8104, and the two ends of the torsion spring 8100 are fixed on the plate body of the top support plate 8103 and the bottom support plate 8104.

[0094] A plurality of top locking grooves 893 are provided on the plate body of the reset member support base plate 871, and a plurality of bottom locking grooves 894 are correspondingly provided on the plate body of the reset member inner base 881. Locking bolts 895 are installed on both the top locking grooves 893 and the bottom locking grooves 894. Rod end fixing blocks 8107 are installed on the top and bottom ends of the support rod body 8101, and rod end fixing heads 8108 are provided on the rod end fixing blocks 8107. The rod end fixing heads 8108 are fixedly locked to the corresponding locking bolts 895.

[0095] In this embodiment, the support structure in the frame of the prestressed reset support 836 includes an inner base 881 of the reset member located at the bottom and two middle cross supports 891 arranged in the middle position. This embodiment is also provided with a plurality of prestressed support rods 892. The prestressed support rods 892 are supported on the periphery of the prestressed element composed of the middle telescopic support 885, the elastic support head 884 and the prestressed steel bar 886 to form a peripheral prestressed reinforcement. The main body of the prestressed support rod 892 is the support rod body 8101. The column structure of the support rod body 8101 is fixedly supported between the inner base 881 of the reset member and the reset member support base plate 871. The top and bottom ends of the support rod body 8101 are fixedly locked to the corresponding locking bolts 895 through the rod end fixing head 8108 to form vertical support points in the upper and lower directions. These vertical support points are distributed on the periphery of the above-mentioned prestressed element to form a support structure for the outer ring of the prestressed element to maintain stability.

[0096] At the same time, the support rod body 8101 is also provided with a top support plate 8103 and a bottom support plate 8104, which are respectively positioned on the corresponding reset member support base plate 871; on the one hand, the top support plate 8103 and the bottom support plate 8104 are both rotatably installed, so that when the beams and the floor slabs are subjected to vibration, the two will rotate to a certain extent due to the vibration, and the rotational offset of the two will drive the two ends of the torsion spring 8100 to move, and then drive the torsion of the torsion spring 8100 to change. During the vibration process, it is necessary to overcome the elastic torsion, and then achieve the effect of elastic damping, so as to consume energy through the elastic force of the arc torque under the action of vibration, while maintaining the stability of the structure; after the vibration disappears, the reset trend of the torque is also conducive to generating a restoring force, which helps to reset the structure.

[0097] On the other hand, the bottom support plate 8104 is installed by means of a threaded connection, and there will be an upward and downward movement tendency during the rotation process. In this case, the distance between the top support plate 8103 and the bottom support plate 8104 will be reduced, thereby compressing the torsion spring 8100. As a result, the vibration force needs to overcome the elastic force formed by the compression of the torsion spring 8100, thereby further consuming the vibration force; and when the top support plate 8103 spirally moves up or down around the support rod body 8101, it will also form a friction damping effect, thereby further consuming the energy of the external vibration source.

[0098] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit it. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the aforementioned embodiments, or replace some or all of the technical features therein with equivalents. However, these modifications or replacements do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention.

Claims

1. A load-bearing and protection integrated steel beam, characterized in that: Includes: concrete outer layer, inner concrete, beam reinforcement structure, transverse welded reinforcement, beam end plate, internal box steel pipe and Z-shaped joint; The transverse welding ribs are welded to the outer wall of the inner box-shaped steel pipe; The beam reinforcement structure is welded to the transverse welding reinforcement; The beam end plates are arranged in pairs on both sides of the internal box-shaped steel pipe; The interior of the inner box-shaped steel pipe is filled with inner-poured concrete; The outer side of the inner box-shaped steel pipe is wrapped with a concrete outer layer; The beam reinforcement structure is wrapped by the concrete outer cladding; A Z-shaped joint is provided on one end of the beam end plate away from the internal box-shaped steel pipe; The Z-shaped joint is an H-beam structure, and the length of the upper steel wing is greater than the length of the lower steel wing.

2. The load-bearing and protection integrated steel beam according to claim 1, characterized in that: Also included are pegs; One end of the bolt is arranged on the inner box-shaped steel pipe, and the other end is exposed outside the concrete outer cladding.

3. The load-bearing and protection integrated steel beam according to claim 2 is characterized in that: The length of the stud is the thickness of the concrete outer layer + 100mm; The studs are arranged in two parallel rows on the inner box-shaped steel pipe along the axial direction, and the interval between the studs in each row is 200-300 mm.

4. The load-bearing and protection integrated steel beam according to claim 1, characterized in that: The beam reinforcement structure includes beam top reinforcement, beam bottom reinforcement, beam waist reinforcement and beam stirrups; The beam top reinforcement, the beam bottom reinforcement and the beam waist reinforcement are all welded to the transverse welding reinforcement, so as to be arranged outside the steel pipe; The beam top reinforcement and the beam bottom reinforcement are respectively arranged at the top and bottom of the internal box-shaped steel pipe, and are arranged in parallel and spaced apart along the axial direction of the internal box-shaped steel pipe; The waist reinforcement is arranged at the waist of the inner box-shaped steel pipe and is arranged parallel and spaced along the axial direction of the inner box-shaped steel pipe; The beam stirrups are hooped onto the beam top reinforcement, the beam bottom reinforcement and the beam waist reinforcement.

5. The load-bearing and protection integrated steel beam according to claim 1, characterized in that: The beam reinforcement structure is a shaped steel bar welded mesh; The shaped steel bar welded mesh is composed of steel bar mesh sheets; The steel mesh is connected to the transverse welding ribs by welding.

6. The load-bearing and protection integrated steel beam according to claim 1, characterized in that: The transverse welding ribs are arranged in sequence at intervals of 300-400 mm along the longitudinal direction of the internal box-shaped steel pipe.

7. A load-bearing and protection integrated steel beam, characterized in that: It includes concrete outer cladding, beam reinforcement structure, H-beam, lightweight filler, and Z-shaped joints; The lightweight filler is filled in the gaps of the H-shaped steel; The beam reinforcement structure is wrapped around the lightweight filler and the H-shaped steel, and is wrapped inside by the concrete outer cladding; The Z-shaped joint is an H-beam structure with the same cross-sectional dimensions as the H-shaped steel, the length of the upper steel wing is greater than the length of the lower steel wing, and is welded to the end of the H-shaped steel.

8. The load-bearing and protection integrated steel beam according to claim 7, characterized in that: Holes are provided at the web of the H-shaped steel to connect the lightweight fillers to form an integrated structure, thereby enhancing the mechanical properties of the load-bearing and protective integrated steel beam.

9. A connection node between a load-bearing and protection integrated steel beam and a column as claimed in any one of claims 1 to 8, characterized in that: It includes U-shaped steel plate hoop, outer ring plate and Z-shaped corbel; The outer ring plates are arranged in pairs on the column, and the distance between the pair of outer ring plates is equal to the distance between the upper and lower flange plates of the Z-shaped corbel; The two U-shaped steel plate hoops are connected at the edges of the hoops and surround the column, so as to replace the traditional hoops; The upper and lower flange plates of the Z-shaped bracket are respectively welded to the outer ring plate; The Z-shaped bracket is fixedly connected to the Z-shaped joint via a fastener.

10. The connection node according to claim 9, characterized in that: A truncated through groove is provided on the concrete outer layer, and the truncated through groove is provided within the concrete range at the end of the Z-shaped corbel to reserve an opening space for the arrangement of stirrups in the core area; The side wall of the column in the truncated through groove is provided with transverse welded ribs to strengthen the interaction between the column and the concrete; Stiffening ribs are arranged on the web of the Z-shaped corbel in the truncated through groove, which are used to transfer the vertical force shared by the concrete outer cladding and to reinforce the rigidity at the edge of the opening of the web of the steel beam; The stiffening ribs are welded with transverse welded ribs for strengthening the interaction between the steel beam and the concrete so as to transfer the shear force at the beam end to the vertical components.

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