An integrated load-bearing and protective steel beam, its processing method and connection node

Abstract

The present invention relates to the technical field of building structure engineering, and particularly relates to an integrated load-bearing and protective steel beam, its processing method and connection node. The integrated load-bearing and protective steel beam includes: a concrete outer layer, internally poured concrete, a beam reinforcement structure, transverse welding ribs, beam end plates, an internal box-shaped steel pipe, and a Z-shaped joint; the transverse welding ribs are welded to the outer wall of the internal box-shaped steel pipe; the beam reinforcement structure is welded to the transverse welding ribs; the beam end plates are arranged in pairs on both sides of the internal box-shaped steel pipe; the internal box-shaped steel pipe is filled with internally poured concrete; the outside of the internal box-shaped steel pipe is wrapped with a concrete outer layer; the beam reinforcement structure is wrapped by the concrete outer layer. Through optimized design, the thickness of the concrete outer layer is reduced, but the contribution of the internal box-shaped steel pipe to the flexural bearing capacity of the component is significantly improved.

Description

Technical Field

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

[0002] I. The beam members of multi-storey and high-rise steel structure buildings usually adopt hot-rolled steel sections or welded-section steel beams. Such members usually adopt the method of brushing coatings on the steel surface to improve the fire resistance and anti-corrosion performance of the members. However, this method has a high cost and the actual life of the coating is only 5-10 years, which cannot achieve the protection within the whole life cycle of the structure, and the cost of regular maintenance and re-coating is too high.

[0003] II. Traditional steel reinforced concrete beams are provided with steel skeletons in the core area of reinforced concrete beams, and the cross-sections of the steel skeletons are I-shaped, cross-shaped, T-shaped, etc. Its function is to significantly improve the axial compression performance of the beam members, so as to achieve the effect of reducing the cross-section of the members. However, it has the following deficiencies:

[0004] 1. Article 11.4.2 of the Technical Specification for Concrete Structures of High-rise Buildings requires that the concrete cover thickness of such members should not be less than 100mm. For steel reinforced concrete beams with a small cross-section, the steel section contributes little to the flexural performance of the members, resulting in a large amount of longitudinal reinforcement being required in the concrete of the members, and the cost is too high.

[0005] 2. The construction difficulty is greater than that of traditional reinforced concrete members, and higher construction technology, process support and supporting tools are required.

[0006] 3. The members need to be fabricated on site, and the construction period is longer than that of traditional precast members. A detailed construction plan in advance is required to ensure the construction period. Moreover, the steel sections are vulnerable to corrosion, and special anti-corrosion treatments are required during production and construction, increasing the construction difficulty and cost. Summary of the Invention

[0007] The purpose of the present invention is to provide an integrated load-bearing and protective steel beam to solve at least one of the technical problems existing in the prior art.

[0008] To solve the above technical problems, an integrated load-bearing and protective steel beam provided by the present invention includes: a concrete outer layer, internally filled concrete, a beam reinforcement structure, transverse welded bars, beam end plates, an internal box-shaped steel pipe and a Z-shaped joint;

[0009] The transverse welded bars are welded on the outer wall of the internal box-shaped steel pipe;

[0010] The beam reinforcement structure is welded on the transverse welded bars;

[0011] The beam end plates are arranged in pairs on both sides of the internal box-shaped steel pipe;

[0012] The interior of the internal box-shaped steel pipe is filled with in-filled concrete;

[0013] The outside of the internal box-shaped steel pipe is wrapped with a concrete outer layer;

[0014] The beam reinforcement structure is wrapped by the concrete outer layer;

[0015] One end of the beam end plate away from the internal box-shaped steel pipe is provided with a Z-shaped joint;

[0016] The Z-shaped joint is an H-shaped beam structure, and the length of its upper steel flange is greater than that of its lower steel flange.

[0017] Furthermore, it further includes stud bolts;

[0018] One end of the stud bolt is arranged on the internal box-shaped steel pipe, and the other end is exposed outside the concrete outer layer.

[0019] Furthermore, the length of the stud bolt is the thickness of the concrete outer layer + 100 mm;

[0020] The stud bolts are arranged in two parallel rows along the axial direction on the internal box-shaped steel pipe, and the spacing between the stud bolts in each row is 200 - 300 mm.

[0021] Furthermore, the beam reinforcement structure includes top beam reinforcement, bottom beam reinforcement, waist beam reinforcement and beam stirrups;

[0022] The top beam reinforcement, the bottom beam reinforcement and the waist beam reinforcement are all welded to the transverse welding bars and thus arranged outside the steel pipe;

[0023] The top beam reinforcement and the bottom beam 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;

[0024] The waist beam reinforcement is arranged at the waist of the internal box-shaped steel pipe and is arranged in parallel along the axial direction of the internal box-shaped steel pipe;

[0025] The beam stirrups are sleeved on the top beam reinforcement, the bottom beam reinforcement and the waist beam reinforcement.

[0026] Furthermore, the beam reinforcement structure is a shaped steel welded mesh;

[0027] The shaped steel welded mesh is composed of steel mesh sheets;

[0028] The steel mesh sheets are connected to the transverse welding bars by welding.

[0029] Furthermore, the transverse welding bars are sequentially arranged at intervals of 300 - 400 mm along the longitudinal length direction of the internal box-shaped steel pipe.

[0030] In a second aspect, the present application discloses an integrated load-bearing and protective steel beam, which includes a concrete outer layer, a beam reinforcement structure, an H-shaped steel, lightweight filler, and a Z-shaped joint;

[0031] The lightweight filler is filled in the voids of the H-shaped steel;

[0032] The beam reinforcement structure wraps around the outside of the lightweight filler and the H-shaped steel, and is wrapped inside by the concrete outer layer;

[0033] The Z-shaped joint is an H-shaped beam structure with the same cross-sectional dimensions as the H-shaped steel. The length of the upper steel flange is greater than that of the lower steel flange, and it is welded to the end of the H-shaped steel.

[0034] Furthermore, holes are provided in the web of the H-shaped steel to enable the lightweight filler to communicate and form an integrated structure, thereby enhancing the mechanical properties of the integrated load-bearing and protective steel beam.

[0035] In a third aspect, the present application discloses a connection node for an integrated load-bearing and protective steel beam and a column, which includes a U-shaped steel plate hoop, an outer ring plate, and a Z-shaped bracket;

[0036] The outer ring plates are arranged in pairs on the column, and the distance between a pair of the outer ring plates is equal to the distance between the upper and lower flange plates of the Z-shaped bracket;

[0037] Two of the U-shaped steel plate hoops are connected at the edge of the stirrup and surround the column to replace the traditional stirrup;

[0038] The upper and lower flange plates of the Z-shaped bracket are respectively welded to the outer ring plate;

[0039] The Z-shaped bracket is fixedly connected to the Z-shaped joint through fasteners.

[0040] Furthermore, a truncated through groove is provided on the concrete outer layer. The truncated through groove is arranged within the concrete range at the end of the Z-shaped bracket, and is used to reserve an opening space for the arrangement of the core area stirrups;

[0041] Horizontal welding bars are provided on the side wall of the column within the truncated through groove to strengthen the interaction between the column and the concrete;

[0042] Stiffeners are provided on the web of the Z-shaped bracket within the truncated through groove to transfer the vertical force shared by the concrete outer layer and reinforce the stiffness at the edge of the opening in the web of the steel beam;

[0043] Horizontal welding bars are welded on the stiffeners to strengthen the interaction between the steel beam and the concrete and thus transfer the beam end shear force to the vertical member.

[0044] Adopting the above technical solutions, the present invention has the following beneficial effects:

[0045] (1) Through optimized design, the thickness of the concrete outer layer is reduced, but the contribution of the internal box-shaped steel pipe (i.e., internal section steel) to the flexural bearing capacity of the component is significantly improved. This design not only ensures the overall bearing capacity of the component, but also reduces the requirement for longitudinal reinforcement in the outer layer. At the same time, it greatly improves the fire resistance and corrosion resistance of the component, enhancing the safety and durability of the structure.

[0046] (2) The concrete outer layer is completed by factory prefabrication, effectively avoiding the complexity and uncertainty of on-site casting, and significantly shortening the construction period. This prefabrication production method not only improves production efficiency, but also reduces on-site workload, construction difficulty and cost.

[0047] (3) The Z-shaped joint design at the end of the precast beam enables the precast beam to be directly placed on the connected steel corbel during on-site assembly without additional temporary fixing measures, greatly facilitating the hoisting and positioning of the steel beam. In addition, the beam end splicing joint is connected by fillet welds, simplifying the operation process, improving the welding quality, and further reducing the construction difficulty and cost.

[0048] (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 labor input, thus effectively controlling costs. BRIEF DESCRIPTION OF THE DRAWINGS

[0049] In order to more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the following will briefly introduce the drawings required for the description of the specific embodiments or the prior art. Obviously, the drawings in the following description are some embodiments of the present invention. For those of ordinary skill in the art, other drawings can be obtained based on these drawings without creative efforts.

[0050] Figure 1 It is a schematic plan view of the load-bearing and protective integrated steel beam in Embodiment 1;

[0051] Figure 2 For Figure 1 The sectional view taken along 1-1 in

[0052] Figure 3 For Figure 1 The sectional view taken along 2-2 in

[0053] Figure 4 It is a schematic plan view of the load-bearing and protective integrated steel beam in Embodiment 3;

[0054] Figure 5 For Figure 4 The sectional view taken along 3-3 in

[0055] Figure 6 Schematic plan view of the integrated load-bearing and protective steel beam in Example 4;

[0056] Figure 7 is Figure 6 The sectional view taken along line 4-4 in;

[0057] Figure 8 Schematic perspective view of the precast composite beam - precast composite column connection joint in Example 5;

[0058] Figure 9 Schematic plan view of the precast composite beam - precast composite column connection joint in Example 5;

[0059] Figure 10 is Figure 9 The sectional view taken along line 5-5 in;

[0060] Figure 11 Schematic perspective view of the precast composite beam - precast composite column connection joint in Example 7;

[0061] Figure 12 Schematic plan view of the precast composite beam - precast composite column connection joint without filled concrete in Example 7;

[0062] Figure 13 Schematic plan view of the precast composite beam - precast composite column connection joint after filled with concrete in Example 7;

[0063] Figure 14 Schematic overall structure view of the building self-centering beam-column and floor slab joint structure provided by the embodiment of the present invention;

[0064] Figure 15 Schematic structure view of the joint support assembly provided by the embodiment of the present invention;

[0065] Figure 16 Schematic structure view of the load-bearing substrate provided by the embodiment of the present invention;

[0066] Figure 17 Schematic structure view of the beam-column support assembly provided by the embodiment of the present invention;

[0067] Figure 18 In the present invention Figure 14 Schematic structure view of area A in;

[0068] Figure 19 Schematic structure view of the prestressed strut provided by the embodiment of the present invention.

[0069] Reference numerals:

[0070] 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

[0071] 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.

[0072] In the description of the present invention, it should be noted that the orientation or positional relationship indicated by the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. is based on the orientation or positional relationship shown in the drawings. It is 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 should not be construed as a limitation to the present invention. In addition, the terms "first", "second", "third" are only used for descriptive purposes and cannot be construed as indicating or implying relative importance.

[0073] In the description of the present invention, it should be noted that unless otherwise clearly specified and limited, the terms "installation", "connection", "coupling" 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 directly connected or indirectly connected through an intermediate medium, and it can be the communication inside two elements. For those of ordinary skill in the art, the specific meanings of the above terms in the present invention can be understood according to specific situations.

[0074] It should also be noted that the following specific embodiments or specific implementation manners are a series of optimized setting manners listed by the present invention to further explain the specific invention content, and these setting manners can be combined with each other or used in association with each other.

[0075] The present invention will be further explained below in conjunction with specific implementation manners.

[0076] Embodiment 1

[0077] As Figures 1-3 shown, a load-bearing and protective integrated steel beam provided in this embodiment is used to solve at least one technical problem existing in the prior art.

[0078] To solve the above technical problems, a load-bearing and protective integrated steel beam provided by the present invention includes: a concrete outer layer 1, in-filled concrete 2, a beam reinforcement structure 3, transverse welded bars 4, beam end plates 5, an internal box-shaped steel pipe 6, and a Z-shaped joint 7;

[0079] The transverse welded bars 4 are welded to the outer wall of the internal box-shaped steel pipe 6;

[0080] The beam reinforcement structure 3 is welded to the transverse welded bars 4;

[0081] The beam end plates 5 are arranged in pairs on both sides of the internal box-shaped steel pipe 6;

[0082] The inside of the internal box-shaped steel pipe 6 is filled with in-filled concrete 2;

[0083] The outer side of the internal box-shaped steel pipe 6 is wrapped with a concrete outer layer 1;

[0084] The beam reinforcement structure 3 is wrapped by the concrete outer layer 1; that is, the beam reinforcement structure 3 is arranged inside the concrete outer layer 1.

[0085] One end of the beam end plate 5 far from the internal box-shaped steel pipe 6 is provided with a Z-shaped joint 7;

[0086] The Z-shaped joint 7 is an H-shaped beam structure, and the length of its upper steel flange is greater than that of its lower steel flange.

[0087] As a further embodiment of the present application, it further includes stud bolts 8;

[0088] One end of the stud bolt 8 is arranged on the internal box-shaped steel pipe 6, and the other end is exposed outside the concrete outer layer 1.

[0089] As a preferred embodiment of the present application, the length of the stud bolt 8 is 100 mm or more longer than the thickness of the concrete outer layer 1, preferably the thickness of the concrete outer layer 1 plus 100 mm.

[0090] As a preferred embodiment of the present application, the stud bolts 8 are arranged in two rows side by side in the axial direction on the internal box-shaped steel pipe 6, and the interval between the stud bolts 8 in each row is 200 - 300 mm.

[0091] 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 beam stirrups 12;

[0092] 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, and thus are arranged outside the internal box-shaped steel pipe 6;

[0093] 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 at intervals along the axial direction (i.e., the length direction) of the internal box-shaped steel pipe 6;

[0094] The beam waist reinforcement 11 is arranged at the waist of the internal box-shaped steel pipe 6 and is arranged in parallel at intervals along the axial direction (i.e., the length direction) of the internal box-shaped steel pipe 6;

[0095] The beam stirrups 12 are sleeved on the beam top reinforcement 9, the beam bottom reinforcement 10 and the beam waist reinforcement 11.

[0096] As a preferred embodiment of the present application, the transverse welding reinforcements 4 are arranged at intervals of 300 - 400 mm in sequence along the longitudinal length direction of the internal box-shaped steel pipe 6.

[0097] As a preferred embodiment of the present application, the concrete outer layer 1 is made of C30 - C60 fine aggregate concrete. The internally poured concrete 2 is made of C30 - C60 ordinary concrete.

[0098] Based on the design of traditional steel - concrete composite beams, by reducing the thickness of the concrete outer layer 1, the contribution of the internal steel section to the flexural resistance of the member is increased. On the premise of ensuring the bearing capacity of the member, the configuration of longitudinal reinforcement in the outer layer is reduced, and at the same time, its fire resistance and corrosion resistance are significantly improved. The concrete outer layer 1 of the member is prefabricated in the factory, avoiding on - site casting, and having the advantage of shortening the construction period. During on - site assembly, the precast beam can be directly placed on the connected steel corbel by means of the end Z - shaped joint 7 without taking temporary fixing measures. For the connection method of the beam - end splicing joint, the flange is connected by fillet welds, which is convenient for operation and easy to ensure the welding quality.

[0099] Through the present invention, the contribution of the internal steel section to the flexural resistance of the member is increased, the configuration of longitudinal reinforcement in the outer layer is reduced, and at the same time, its fire resistance and corrosion resistance are significantly improved. Through the method of factory prefabrication, the construction of the concrete outer layer 1 of the member is completed, effectively shortening the construction period. The supporting effect of the end Z - shaped joint 7 facilitates the on - site hoisting and positioning of the steel beam, and the beam - end splicing method is more cost - saving compared with the traditional bolt - welding connection.

[0100] Adopting the above - mentioned technical solution, the present invention has the following beneficial effects:

[0101] (1) Through optimized design, the thickness of the concrete outer layer 1 is reduced, but the contribution of the internal box - shaped steel pipe 6 (i.e., the internal steel section) to the flexural bearing capacity of the member is significantly improved. This design not only ensures the overall bearing capacity of the member, but also reduces the requirement for the configuration of longitudinal reinforcement in the outer layer. At the same time, the fire resistance and corrosion resistance of the member are greatly improved, enhancing the safety and durability of the structure.

[0102] (2) The concrete outer layer 1 is completed by the method of factory prefabrication, effectively avoiding the complexity and uncertainty of on - site casting, and significantly shortening the construction period. This prefabrication production method not only improves production efficiency, but also reduces the on - site workload, construction difficulty and cost.

[0103] (3) The design of the Z - shaped joint 7 at the end of the precast beam enables the precast beam to be directly placed on the connected steel corbel during on - site assembly without additional temporary fixing measures, greatly facilitating the hoisting and positioning of the steel beam. In addition, the beam - end splicing joint is connected by fillet welds, simplifying the operation process, improving the welding quality, and further reducing the construction difficulty and cost.

[0104] (4) Compared with the traditional bolt-welding connection method, the beam-end splicing method of this technical solution is more economical and efficient, which not only simplifies the construction process but also reduces material consumption and labor input, thus achieving effective cost control.

[0105] Example 2

[0106] This example discloses a processing method for an integrated load-bearing and protective beam, including the steps:

[0107] S1: Cut the purchased steel pipe into steel pipes of the required size by processes such as cutting, milling, and welding;

[0108] S2: Weld stud nails on one side of the top of the steel pipe;

[0109] S3: Weld end plates with Z-shaped joints at the ends of the steel pipes;

[0110] S4: Along the longitudinal direction of the steel pipe, weld a section of transverse steel bars on both sides of the waist of the steel pipe every 300 - 400 mm, and the transverse steel bars need to be adjusted to avoid the positions of the stud nails;

[0111] S5: Bind the steel bar cage for the outer cladding;

[0112] S6: Set the steel bar cage over the steel pipe with the transverse steel bars already welded and position it;

[0113] S7: Weld stud nails on the side of the steel pipe on the top surface of the beam;

[0114] S8: Support the formwork and pour the C30 - C60 fine aggregate concrete outer cladding;

[0115] S9: Cure it until it reaches more than 75% of the design strength;

[0116] S10: Pour C30 - C60 ordinary concrete inside the steel pipe.

[0117] Example 3

[0118] As Figures 4-5 shown, this example discloses an integrated load-bearing and protective steel beam, including a concrete outer cladding 1, a beam steel bar structure 3, an H-shaped steel 13, a lightweight filler 14, and a Z-shaped joint 7;

[0119] The lightweight filler 14 is filled in the gaps of the H-shaped steel 13 (i.e., the U-shaped grooves on both sides);

[0120] The beam steel bar structure 3 wraps around the outside of the lightweight filler 14 and the H-shaped steel 13 and is wrapped inside by the concrete outer cladding 1;

[0121] 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 .

[0122] 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.

[0123] 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.

[0124] The arrangement and size of the hole 15 position must meet the following opening requirements:

[0125] 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.

[0126] 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.

[0127] 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.

[0128] 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.

[0129] By adopting the above technical solution, the present invention has the following beneficial effects:

[0130] (1) By using H-shaped steel 13 as the internal support structure and optimizing the design of secondary beams with lower torsional resistance requirements, the overall precast beam realizes effective cost control while meeting the functional requirements. In addition, the thickness of the concrete outer layer 1 only meets the structural requirements, reducing unnecessary material use and further enhancing the economy.

[0131] (2) Fill EPS board or other lightweight heat-insulating materials within the flange width range on both sides of the beam web, effectively reducing the self-weight of the component, thereby improving the seismic performance of the entire structural system. This lightweight design not only enhances safety but also conforms to the development trend of modern architecture towards green and environmental protection.

[0132] (3) The filling of lightweight heat-insulating materials not only realizes the lightweight of the component but also endows it with multiple protection functions such as fire prevention and corrosion prevention. These protection characteristics extend the service life of the precast beam, reduce the later maintenance cost, and improve the durability of the overall building.

[0133] (4) Round holes or square holes can be opened on the beam web as needed to facilitate the passing of building equipment pipelines. This design increases the flexibility of the precast beam, enabling it to better adapt to different building requirements. At the same time, the reasonable arrangement of the hole 15 positions and the strict compliance with the hole-opening requirements ensure double guarantees for the structural safety and service function of the precast beam.

[0134] (5) During the precast process, the reservation of holes 15 for lightweight heat-insulating materials and the avoidance pouring of the concrete outer layer 1 increase the construction difficulty. However, through refined management and operation, the smooth progress of the construction process can be ensured. At the same time, this precast production method also reduces the complexity and uncertainty of on-site construction and improves the construction efficiency.

[0135] Example 4

[0136] As Figures 6-7 shown is an integrated load-bearing and protective steel beam disclosed in this embodiment. Different from Example 1, the beam reinforcement structure 3 is a shaped steel welded mesh 16; the shaped steel welded mesh 16 is composed of steel mesh sheets; the steel mesh sheets are connected to the transverse welded bars 4 by welding. The concrete outer layer 1 is only provided on both sides and the bottom of the component, and the stress of the concrete outer layer 1 is not considered. The thickness range of the outer layer is 40 - 50 mm.

[0137] By adopting the above technical solution, the present invention has the following beneficial effects:

[0138] (1) Using the shaped steel welded mesh 16 as the beam reinforcement structure 3, this precast steel mesh sheet can be directly welded to the transverse welded bars 4, greatly simplifying the on-site steel bar binding and welding processes, improving the construction efficiency, and reducing the labor cost and time cost.

[0139] (2) The shaped steel welded wire mesh 16 is tightly connected to the transverse welded bars 4 by welding, forming a stable overall structure, enhancing the integrity and stiffness of the precast beam, and being conducive to improving the bearing capacity and stability of the structure.

[0140] (3) In the component design, the concrete outer cover 1 is only provided on both sides and the bottom, and the thickness of the outer cover is controlled within the range of 40 - 50 mm. This design not only meets the structural requirements but also avoids unnecessary material waste, achieving the optimization of material use.

[0141] (4) Since the thickness of the concrete outer cover 1 is relatively thin and it is only provided at specific positions, the self - weight of the entire precast beam is reduced, which is conducive to reducing the requirements of the structure for the foundation and also helps to improve the seismic performance of the structure.

[0142] Example 5

[0143] As Figures 8-10 shown is a connection node of an integrated load - bearing and protective steel beam and a column body 22 disclosed in this embodiment, including a U - shaped steel hoop 17, an outer ring plate 18, and a Z - shaped bracket 19;

[0144] The outer ring plates 18 are arranged in pairs on the column body 22, and the distance between a pair of the outer ring plates 18 is equal to the distance between the upper and lower flange plates of the Z - shaped bracket 19;

[0145] The two U - shaped steel hoops 17 are connected at the hoop edge 20 and surround the column body 22 to replace the traditional stirrups;

[0146] The upper and lower flange plates of the Z - shaped bracket 19 are respectively welded to the outer ring plate 18;

[0147] The Z - shaped bracket 19 is fixedly connected to the Z - shaped joint 7 through fasteners.

[0148] For the traditional stirrup practice in the core area of the steel beam - steel reinforced concrete column joint, the welding of the steel bracket and the steel column skeleton is usually completed 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 body 22 is transported to the site, the stirrups in the core area of the joint need to pass through the holes 15 and then be bent and tied, which is relatively inconvenient for construction. Moreover, the holes 15 in the steel bracket web reduce the shear bearing capacity of the beam, and reinforcement measures need to be taken when necessary.

[0149] The U - shaped steel hoops 17 are completed in the processing link of the component steel joint, that is, the production link of the stirrups is completed in the factory, avoiding tying the stirrups of the outer cover of the column body 22 after the component steel joint is transported to the site. The ends of the U - shaped steel are directly welded to the steel bracket web by fillet welds during the steel structure processing, avoiding the excavation of stirrup reserved holes in the steel bracket web.

[0150] The U-shaped steel plate hoop 17 replaces the stirrup to complete the construction of the stirrup during the factory prefabrication stage and can play the role of shear resistance in the core area of the joint. Its cross-sectional area should not be less than the larger of the calculated area of the traditional stirrup and the area required by the structure, and its spacing should meet the requirements of Article 6.3.10 of the Code for Seismic Design of Buildings.

[0151] Adopting the above technical solution, the present invention has the following beneficial effects:

[0152] (1) By using the U-shaped steel plate hoop 17 to replace the traditional stirrup and completing its production and installation during the factory prefabrication stage, the complexity of on-site construction is greatly simplified. The cumbersome process of tying the stirrups on the outer layer of the column body 22 on-site is avoided, the labor input is reduced, the construction period is shortened, and at the same time, the construction safety and efficiency are improved.

[0153] (2) The design of the U-shaped steel plate hoop 17 is 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 specification requirements. This design effectively plays the role of shear resistance in the core area of the joint and improves the shear resistance performance, ensuring the safety of the structure.

[0154] (3) In the traditional method, it is necessary to drill reserved holes for stirrups on the web of the steel corbel, which not only increases the construction difficulty but also may have an adverse impact on the shear bearing capacity of the web. By directly welding the U-shaped steel plate hoop 17 to the web of the steel corbel in this technical solution, the drilling of reserved holes is avoided, the structural integrity of the web is protected, and the shear bearing capacity of the beam is improved.

[0155] (4) Through reasonable design and material selection, such as using the same plate thickness or cutting from a whole plate for the outer ring plate 18 and the flange of the Z-shaped corbel 19, the material waste is reduced and the cost is lowered. 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.

[0156] (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 during the factory prefabrication stage provide a good foundation for on-site installation and reduce the probability of construction quality problems.

[0157] Embodiment 6

[0158] This embodiment discloses a processing and on-site installation method for a precast composite beam - precast composite column connection joint:

[0159] R1: Weld the outer ring plate to the corresponding position of the steel pipe;

[0160] R2: Weld the web between the upper and lower outer ring plates and the side wall of the column body to form a steel corbel;

[0161] R3: Weld the U-shaped steel strips on both sides of the web of the steel corbel to the corbel web;

[0162] R4: Pour the concrete outer layer and the on-site casting inside the steel pipe synchronously with the precast column;

[0163] R5: Install the on-site steel beam. High-strength bolts are used to connect the web and flange of the steel beam, and high-strength bolts are used to connect the flange. Fillet welds are used for the lap joint of the flange steel plates.

[0164] Example 7

[0165] As Figures 11-13 shown is a connection node between an integrated load-bearing and protective 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 slot 23 is provided on the concrete outer layer 1. The truncated through slot 23 is arranged within the concrete range at the end of the Z-shaped corbel 19, and is used to reserve an opening space for the arrangement of the core area stirrups;

[0166] On the side wall of the column 22 within the truncated through slot 23, transverse welding ribs 4 are provided to strengthen the interaction between the column 22 and the concrete;

[0167] On the web of the Z-shaped corbel 19 within the truncated through slot 23, stiffeners 21 are provided to transfer the vertical force shared by the concrete outer layer 1 and reinforce the stiffness at the edge of the opening in the steel beam web;

[0168] Transverse welding ribs 4 are welded on the stiffeners to strengthen the interaction between the steel beam and the concrete, thereby transferring the beam end shear force to the vertical member.

[0169] Adopting the above technical solutions, the present invention has the following beneficial effects:

[0170] (1) By providing the truncated through slot 23 on the concrete outer layer 1, an unobstructed space is provided for the tight binding of the U-shaped steel hoop 17, avoiding the problem that additional construction adjustments may be required due to the obstruction of the stirrups in the traditional method. This design simplifies the construction process, improves the construction efficiency, and ensures that the stirrups can play their roles correctly and effectively.

[0171] (2) The setting of the truncated through slot 23 not only facilitates the arrangement of the stirrups, but also enables the stirrups in the node core area to more closely wrap the column 22 by reserving the opening space, thereby enhancing the shear and compression resistance of the node core area. In addition, the combined use of the stiffeners 21 and the transverse welding ribs 4 further improves the overall stiffness and stability of the node area.

[0172] (3) The transverse welded bars 4 provided at the side wall of the column body 22 and the truncated part of the bracket web effectively strengthen the interaction between the column body 22 and the concrete. This design enables the steel and concrete to work together better, jointly bear the load, and improve the bearing capacity and seismic performance of the joint.

[0173] (4) The setting of the stiffening rib 21 not only strengthens the stiffness at the edge of the opening in the steel beam web, but also effectively transfers the beam-end shear force to the vertical member through the transverse welded bars 4 thereon. This design helps to reduce the stress concentration phenomenon and improve the overall safety and reliability of the structure.

[0174] (5) By optimizing the joint design, such as fabricating the outer ring plate 18 and the flange plate of the Z-shaped bracket 19 with the same plate thickness or by cutting the whole plate, the maximum utilization of materials is achieved 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.

[0175] Example 8

[0176] This embodiment discloses a processing and on-site installation method for a precast composite beam - precast composite column connection joint, including the steps:

[0177] T1: Weld the outer ring plate at the corresponding position of the steel pipe;

[0178] T2: Weld the web and the stiffening rib in a T-shaped manner;

[0179] T3: Weld the web between the upper and lower outer ring plates to form a steel bracket;

[0180] T4: Formwork and pour a C30 - C60 fine aggregate concrete outer layer;

[0181] T5: Cure it to reach more than 75% of the design strength;

[0182] T6: Transport the precast component to the site;

[0183] T7: Pour C30 - C60 ordinary concrete inside the steel pipe.

[0184] Example 9

[0185] As Figure 14 , this application also discloses a building self-centering beam-column and floor slab joint structure including an integrated load-bearing and protection steel beam, including a floor slab main body 811 and a beam-column support assembly 817 provided at the bottom of the floor slab main body 811. A joint support assembly 812 is provided between the beam-column support assembly 817 and the floor slab main body 811. The beam-column support assembly 817 includes a joint support frame group 813 and a reinforcement main bracket 814 provided on the side edge of the joint support frame group 813. A cross-beam fixing bracket 815 and a column fixing bracket 816 are provided on the reinforcement main bracket 814.

[0186] This embodiment is arranged at the node position between the beam-column and the floor slab, used to form a stable support effect on the floor slab, effectively resist vibration, and achieve a self-resetting effect. The floor slab main body 811 is the main board structure of the floor slab. The top of the node support assembly 812 is used to support the floor slab main 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 slab main body 811 and the node support assembly 812, and a cross-beam fixing bracket 815 is also arranged on the side wing; in this embodiment, the beam 818 of the building is erected in the corresponding cross-beam fixing bracket 815. The beam 818 is the integrated load-bearing and protection steel beam in Embodiments 1-4. The top of the column 22 of the building is provided with a U-shaped connection seat 820. The U-shaped connection seat 820 supports the bottom of the node support frame group 813, and the column fixing bracket 816 is fixedly connected with the U-shaped connection seat 820, so as to maintain the support stability of the overall node area.

[0187] 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 support the bottom of the floor slab main 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. The bottom edge of the main support frame 821 is provided with a bottom support frame 825. The outer wing fixing frame 833 is fixedly installed with the bottom support frame 825. A number of strengthening members 834 are arranged inside the vertical support frame 831. An inner support fixing member 835 is installed on the vertical support frame 831, and a prestressed reset support member 836 is installed at the top of the inner support fixing member 835. A load-bearing substrate 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 load-bearing substrate 824.

[0188] 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.

[0189] In one embodiment, see Figure 14 and Figure 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:

[0190] 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.

[0191] In this embodiment, a surface frame - type steel bar truss structure is composed of a main frame support 841, end support rods 842, and inner frame support rods 843. With the assistance of relevant fixing tools, the supporting effect on the main floor body 811 is maintained. The prestressed auxiliary wing frame 822 forms a clamping - frame structure with the auxiliary wing frame plate 844 and the inner frame support rod 843, and is arranged on the periphery of the main frame support 841. In normal conditions, it can assist in increasing the support range of the main frame support 841. At the same time, the auxiliary wing frame plate 844 has a certain range of movement relative to the main frame support 841 and can be folded by a certain amplitude with the swing installation groove 847 as the folding point. The steel strand connection frame 846 is internally provided with steel strands for prestressed support and is always in an elastic state, providing the necessary restoring force for the overall auxiliary wing frame plate 844 structure, dissipating seismic energy during the vibration process, reducing the damage of the structure, and further reducing the influence amplitude of the vibration force on the main frame support 841, so that the vibration force is consumed during the process of the variable - direction 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.

[0192] In one case of this embodiment, please refer to Figure 14 、 Figure 15 and Figure 16 , for the installation implementation structure of the lower support frame 823, the load - bearing substrate 824, and the bottom support frame 825, this embodiment is designed as follows:

[0193] The plate body of the main frame support 841 extends downward and is provided with a bottom support frame 825. The bottom support frame 825 and the main frame support 841 are of an integrated structure. The front side of the lower edge of the plate body of the main frame support 841 is provided with a front support cross - beam 851, and the rear side of the lower edge of the main frame support 841 is provided with a rear support cross - beam 853. The bottom ends of the front support cross - beam 851 and the rear support cross - 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.

[0194] The lower support frame 823 includes a bottom frame substrate 872 and an installation track frame 873 arranged on the bottom plane of the bottom frame substrate 872. The load - bearing substrate 824 includes a reset part support substrate 871 and an embedded installation block 874 installed on the top of the reset part support substrate 871. An inner - rail installation groove 875 is arranged on the installation track frame 873. The embedded installation block 874 is embedded in the installation track frame 873 and is fixedly installed with the inner - rail installation groove 875 through a number of fixing bolts 876. The reset part support substrate 871 is butt - joint installed with the prestressed reset support member 836.

[0195] The bottom frame substrate 872 and the mounting rail frame 873 are fixedly installed at the bottom of the main support frame 821, thereby forming a crossbeam structure at the bottom of the main support frame 821 to fixedly support the load-bearing substrate 824. The main body of the load-bearing substrate 824 is the reset member support substrate 871, which is arranged and installed along the track of the mounting rail frame 873 through the embedded mounting block 874. As an example, two groups of load-bearing substrates 824 are installed on the mounting rail frame 873 in the figure. Specifically, the number of load-bearing substrates 824 installed on the mounting rail frame 873 and the installation spacing can be determined according to the specific building structure.

[0196] In one embodiment, please refer to Figure 14 and Figure 17 , as 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:

[0197] A number of end rod mounting heads 862 are installed at the outer rod end of the end support rod 842. A number of end rod positioning sleeves 863 fixed to the end rod mounting heads 862 are provided on the plate body of the outer wing fixed frame 833. A number of the same are provided on the scaffolding support beam 865. The prestressed reset support member 836 and the load-bearing substrate 824 are in one-to-one correspondence. A reset member scaffolding 864 is provided on the outer frame of the prestressed reset support member 836. The reset member scaffolding 864 is fixedly installed on the corresponding scaffolding support beam 865. A scaffolding beam mounting head 866 is installed at the rod end of the scaffolding support beam 865. A scaffolding beam positioning sleeve 867 for fixing the scaffolding beam mounting head 866 is installed on the outer wing fixed frame 833.

[0198] The node support frame group 813 uses the outer wing fixed frame 833 as the support structure for the node support assembly 812, and the outer wing fixed frame 833 is supported on the periphery of the frame plus structure composed of the main frame support 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, so as to support the four corner positions of the main support frame 821, further improving the stability coefficient; in this embodiment, the prestressed reset support member 836 provides a building self-resetting force from bottom to top. Each prestressed reset support member 836 is a self-resetting support point, and the number of load-bearing substrates 824 provided is determined according to the designed number of prestressed reset support members 836.

[0199] For the specific implementation structure of the prestressed reset support member 836, please refer to Figures 16-19 , this embodiment is designed as follows:

[0200] 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.

[0201] 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.

[0202] The support stability of the above-mentioned prestressed element alone is still insufficient, so the present embodiment further provides the following structure:

[0203] 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.

[0204] The prestressed support rod 892 includes a rod main body 8101 and a threaded section 8102 provided on the rod main body 8101. A top support disc 8103 is installed at the top of the rod main body 8101, and a bottom support disc 8104 is installed on the threaded section 8102. The top support disc 8103 and the bottom support disc 8104 are respectively rotatably installed on the middle transverse support 891 through a top disc installation sleeve 8105 and a bottom disc installation sleeve 8106. A torsion spring 8100 is wound around the periphery of the rod main body 8101. The torsion spring 8100 is supported between the top support disc 8103 and the bottom support disc 8104, and both ends of the torsion spring 8100 are fixed to the disc bodies of the top support disc 8103 and the bottom support disc 8104.

[0205] A number of bolt installation top grooves 893 are provided on the plate body of the reset member support base plate 871, and a number of bolt installation bottom grooves 894 are correspondingly provided on the plate body of the inner base 881 of the reset member. Locking bolts 895 are installed on both the bolt installation top grooves 893 and the bolt installation bottom grooves 894. Rod end fixing blocks 8107 are installed at both the top end and the bottom end of the rod main 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.

[0206] In this embodiment, the inner support structure of the prestressed reset support member 836 frame includes an inner base 881 of the reset member at the bottom and two middle transverse supports 891 provided at the middle position. A number of prestressed support rods 892 are also provided in this embodiment. The prestressed support rods 892 are supported on the periphery of the prestressed elements composed of the middle telescopic support 885, the elastic support head 884, and the prestressed steel bar fence 886 to form an outer prestressed reinforcement member. The main body of the prestressed support rod 892 is the rod main body 8101. The column structure of the rod main body 8101 is fixedly supported between the inner base 881 of the reset member and the reset member support base plate 871. Both the top end and the bottom end of the rod main body 8101 are fixedly locked to the corresponding locking bolts 895 through the rod end fixing heads 8108 to form vertical support points in the up and down directions. These vertical support points are distributed on the periphery of the above-mentioned prestressed elements to form a support structure for the outer ring of the prestressed elements to maintain stability.

[0207] Meanwhile, a top support disc 8103 and a bottom support disc 8104 are respectively arranged on the strut main body 8101, and the top support disc 8103 and the bottom support disc 8104 are respectively positioned on the corresponding reset member support substrate 871. On the one hand, both the top support disc 8103 and the bottom support disc 8104 are rotatably installed. In this way, when the beam-column and the floor are vibrated, they will rotate to a certain extent under the vibration. The rotation offset of the two will drive the two ends of the torsion spring 8100 to move, and then drive the change of the torsion of the torsion spring 8100. During the vibration process, the elastic torsion needs to be overcome, so as to achieve the effect of elastic damping, and the energy is consumed through the elastic force of the arc torque under the vibration action, while maintaining the stability of the structure. After the vibration disappears, the reset tendency of the torsion is also conducive to generating a restoring force to help the structure reset.

[0208] On the other hand, the bottom support disc 8104 is installed by threaded connection, and there will be an upward and downward movement tendency during rotation. In this case, the distance between the top support disc 8103 and the bottom support disc 8104 will be reduced, thus compressing the torsion spring 8100. Therefore, the vibration acting force also needs to overcome the elastic force formed by the compression of the torsion spring 8100, achieving the effect of further consuming the vibration force. And when the top support disc 8103 spirally moves up or down around the strut main body 8101, a friction damping effect will also be formed, thereby further consuming the energy of the external vibration source.

[0209] 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 them. Although the present invention has been described in detail with reference to the foregoing embodiments, those of ordinary skill in the art should understand that they can still modify the technical solutions described in the foregoing embodiments, or perform equivalent replacements on some or all of the technical features. And these modifications or replacements do not make the essence of the corresponding technical solutions deviate from the scope of the technical solutions of the embodiments of the present invention.

Claims

1. A connection node between an integrated load-bearing and protective steel beam and a column, characterized in that, The integrated load-bearing and protective steel beam includes: a concrete outer casing, in-filled concrete, a beam reinforcement structure, transverse welding ribs, beam end plates, an internal box-shaped steel pipe, and a Z-shaped joint; The transverse welding ribs are welded to the outer wall of the internal box-shaped steel pipe; The beam reinforcement structure is welded to the transverse welding ribs; The beam end plates are arranged in pairs on both sides of the internal box-shaped steel pipe; The inside of the internal box-shaped steel pipe is filled with in-filled concrete; The outside of the internal box-shaped steel pipe is wrapped with a concrete outer casing; The beam reinforcement structure is wrapped by the concrete outer casing; One end of the beam end plate away from the internal box-shaped steel pipe is provided with a Z-shaped joint; The Z-shaped joint is an H-shaped beam structure, and the length of the upper steel flange is greater than that of the lower steel flange; The connection node further includes a U-shaped steel plate hoop, an outer ring plate, and a Z-shaped bracket; The outer ring plates are arranged in pairs on the column, and the distance between a pair of the outer ring plates is equal to the distance between the upper and lower flange plates of the Z-shaped bracket; Two of the U-shaped steel plate hoops are connected at the edge of the stirrup and surround the column to replace the traditional stirrup; The upper and lower flange plates of the Z-shaped bracket are respectively welded to the outer ring plate; The Z-shaped bracket and the Z-shaped joint are fixedly connected by fasteners; A truncated through groove is provided on the concrete outer casing, and the truncated through groove is arranged within the concrete range at the end of the Z-shaped bracket for reserving an opening space for the arrangement of the core area stirrups; Transverse welding ribs are arranged on the side wall of the column within the truncated through groove for strengthening the interaction between the column and the concrete; Stiffening ribs are arranged on the web of the Z-shaped bracket within the truncated through groove for transmitting the vertical force shared by the concrete outer casing and reinforcing the stiffness at the edge of the opening in the steel beam web; Transverse welding ribs are welded on the stiffening ribs for strengthening the interaction between the steel beam and the concrete so as to transfer the beam end shear force to the vertical member.

2. The connection node of the integrated load-bearing and protective steel beam and column according to claim 1, characterized in that, It further includes stud bolts; One end of the stud bolt is arranged on the internal box-shaped steel pipe, and the other end is exposed outside the concrete outer casing; 3. The connection node of the integrated load-bearing and protective steel beam and column according to claim 2, characterized in that, The length of the stud bolt is the thickness of the concrete outer casing + 100 mm; The stud bolts are arranged in two juxtaposed rows along the axial direction on the internal box-shaped steel pipe, and the spacing between the stud bolts in each row is 200 - 300 mm.

4. The connection node between the integrated load-bearing and protective steel beam and the column 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 ribs and thus 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 at intervals along the axial direction of the internal box-shaped steel pipe; The beam waist reinforcement is arranged at the waist of the internal box-shaped steel pipe and is arranged in parallel at intervals along the axial direction of the internal box-shaped steel pipe; The beam stirrups are sleeved on the beam top reinforcement, the beam bottom reinforcement, and the beam waist reinforcement; 5. The connection node of the integrated load-bearing and protective steel beam and column according to claim 1, characterized in that, The beam reinforcement structure is a shaped welded steel bar mesh; The shaped welded steel bar mesh is composed of steel bar meshes; The steel bar meshes are connected to the transverse welding ribs by welding; 6. The connection node between the integrated load-bearing and protective steel beam and the column according to claim 1, characterized in that The transverse welding ribs are sequentially arranged at intervals of 300 - 400 mm along the longitudinal length of the internal box-shaped steel pipe.

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