Standardized load-bearing and protection integrated steel structure components, buildings and design methods

Abstract

The present invention relates to the technical field of structural engineering-assembly steel structure housing-components and node connection, and in particular to a standardized load-bearing protection integrated steel structure component, building and design method. The standardized load-bearing protection integrated steel structure component includes: a steel pipe and an outer layer longitudinal reinforcement; the steel pipe is a pipe body with a rectangular cross section; the steel pipe is filled with inner concrete, and the steel pipe is covered with an outer concrete outer layer; the outer layer longitudinal reinforcement is arranged in the outer concrete outer layer and arranged parallel to the steel pipe; the steel pipe and the outer layer longitudinal reinforcement are used to provide resistance for the tensile side of the cross section under the action of bending moment. It also includes transverse welded reinforcement; the transverse welded reinforcement is arranged perpendicularly to the steel pipe and the outer layer longitudinal reinforcement; the transverse welded reinforcement is arranged between the steel pipe and the outer layer longitudinal reinforcement, and is fixedly connected to the steel pipe or the outer layer longitudinal reinforcement. The composite action of the steel pipe and concrete effectively disperses the stress and enhances the stability and durability of the structure.

Description

Technical Field

[0001] The present invention relates to the field of structural engineering - prefabricated steel structure housing - component and node connection technology, and in particular to a standardized load-bearing and protection integrated steel structure component, building and design method. Background Art

[0002] The traditional steel-concrete column is a reinforced concrete column 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 column member, thereby reducing the member section. However, it has the following shortcomings:

[0003] 1. Article 11.4.5 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 150 mm. For steel-concrete columns 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.

[0006] Traditional steel tube concrete columns use square rectangular or circular steel tubes filled with concrete to greatly improve the compression and bending resistance of the components. 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.

[0007] Steel tube concrete composite columns add a layer of concrete outer covering on the basis of traditional steel tube concrete columns, avoiding the need for brush coating and reducing maintenance costs. However, there are the following shortcomings:

[0008] 1. Article 6.2.12 of the Technical Code for Steel Tube Concrete Composite Column Structures stipulates that the thickness of concrete outside the steel tube should not be less than 120 mm. When vibration-free self-compacting concrete is used, the thickness of concrete outside the steel tube should not be less than 100 mm. This limits the contribution of steel tubes to the bending resistance of components to a certain extent, and places a high demand on the configuration of longitudinal reinforcement of the concrete outer layer, which is not economical.

[0009] 2. The concrete outer layer needs to be poured on site, which takes a long time to construct and makes it difficult to ensure the pouring quality. Summary of the invention

[0010] The object of the present invention is to provide a standardized load-bearing and protection integrated steel structure component, a building and a design method to solve at least one technical problem existing in the prior art.

[0011] In order to solve the above technical problems, the present invention provides a standardized load-bearing and protection integrated steel structure component, including: a steel pipe and an outer layer longitudinal reinforcement; the steel pipe is a tube body with a rectangular cross-section; the steel pipe is filled with inner concrete, and the steel pipe is covered with an outer concrete outer layer; the outer layer longitudinal reinforcement is arranged in the outer concrete outer layer and arranged parallel to the steel pipe; the steel pipe and the outer layer longitudinal reinforcement are used to provide resistance for the tensile side of the section under the action of bending moment.

[0012] Furthermore, it also includes transverse welding ribs; the transverse welding ribs are arranged perpendicular to the steel pipe and the outer cladding longitudinal reinforcement; the transverse welding ribs are arranged between the steel pipe and the outer cladding longitudinal reinforcement, and are fixedly connected to the steel pipe or the outer cladding longitudinal reinforcement.

[0013] Furthermore, it also includes stirrups; the stirrups are arranged on the outside of the outer longitudinal reinforcement and connected with the outer longitudinal reinforcement to form a steel cage; the stirrups are used to cooperate with the steel pipe to provide resistance under the action of shear force; it also includes corner longitudinal reinforcement; the stirrups are rectangular in shape; the corner longitudinal reinforcement is arranged on the inner side of the four corners of the stirrups.

[0014] Furthermore, the outer concrete outer layer adopts C30-C60 fine stone concrete; the inner concrete adopts C30-C60 ordinary concrete; the outer concrete outer layer and the inner concrete are used to cooperate with the steel pipe and the outer layer longitudinal reinforcement to provide support force under axial pressure.

[0015] Furthermore, it also includes a welded steel plate; the welded steel plate is arranged on the outer surface of the steel pipe, and is used to strengthen the joint action of the steel pipe and the outer concrete outer layer when subjected to force; the outer layer longitudinal reinforcement abuts against the end of the welded steel plate, thereby achieving the positioning of the outer layer longitudinal reinforcement.

[0016] Furthermore, the welded steel plate is connected to the short side wall of the cross section of the steel pipe by adopting a fillet weld connection method.

[0017] Furthermore, the steel pipe is a multi-cavity steel pipe; the cross-section of the steel pipe is square; and the cavity of each steel pipe is filled with inner concrete.

[0018] In the second aspect, the present application also discloses a building with standardized load-bearing and protection integrated steel structural components, the building has a column end splicing node, including a first column, a second column, a first connecting ear plate, a second connecting ear plate, friction-type high-strength bolts, and a bolt connecting plate; the ends of the first column and the second column are respectively provided with a first connecting ear plate and a second connecting ear plate; the first connecting ear plate and the second connecting ear plate are connected to the corner longitudinal reinforcement; the bolt connecting plate is arranged on the first connecting ear plate and the second connecting ear plate, for connecting the first connecting ear plate and the second connecting ear plate; screw holes are also arranged at the relative positions of the first connecting ear plate, the second connecting ear plate and the bolt connecting plate, for passing and tightening the friction-type high-strength bolts.

[0019] Furthermore, the first connecting ear plate and the second connecting ear plate are arranged in pairs, with a bolt spacer provided therebetween to prevent the bolts from being damaged.

[0020] Furthermore, the ends of the first column and the second column are respectively provided with a first outer steel plate and a second outer steel plate; the first outer steel plate and the second outer steel plate are respectively welded to the outer longitudinal reinforcements of the first column and the second column; the connection between the first outer steel plate and the second outer steel plate adopts groove welding.

[0021] In a third aspect, the present application also discloses a building comprising standardized load-bearing and protection integrated steel structural components.

[0022] In a fourth aspect, the present application also discloses a method for optimizing the design of the critical protective layer thickness of the outer concrete outer covering.

[0023] By adopting the above technical solution, the present invention has the following beneficial effects:

[0024] 1. By filling the steel tube with inner concrete and wrapping the outer concrete outer layer, combined with the setting of the outer layer longitudinal reinforcement, the overall bearing capacity and bending stiffness of the column are significantly improved. The composite effect of the steel tube and concrete effectively disperses the stress and enhances the stability and durability of the structure.

[0025] 2. Use different grades of concrete (C30-C60 fine stone concrete and external concrete cladding, C30-C60 ordinary concrete as internal concrete), and reasonably allocate materials according to functional requirements, which not only ensures the strength requirements of the structure but also controls the cost.

[0026] 3. The introduction of transverse welded ribs strengthens the connection between the steel tube and the outer concrete envelope, promotes the coordinated work between the two, and improves the bending resistance of the overall structure. At the same time, the use of welded steel plates further enhances the joint effect of the steel tube and the outer concrete envelope, improving the overall stress performance of the structure.

[0027] 4. The design of prefabricated columns facilitates factory production, reduces on-site wet work, and improves construction efficiency. At the same time, the standardized production process helps control product quality and ensure the safety and reliability of the structure.

[0028] 5. The overhanging length of the transverse welded ribs and welded steel plates is determined by formula calculation, which ensures the close fit and reasonable stress between the components, avoids material waste and stress concentration problems, and improves the overall performance of the structure.

[0029] 6. The steel cage formed by the stirrups and the outer longitudinal reinforcement, as well as the setting of the corner longitudinal reinforcement, significantly improves the shear resistance and seismic performance of the column, enabling the structure to better maintain stability in natural disasters such as earthquakes.

[0030] 7. The welded steel plate not only enhances the structural strength, but also serves as an auxiliary positioning device for the longitudinal reinforcement of the outer cladding, simplifies the positioning work during the construction process, and improves the construction accuracy and efficiency. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] 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.

[0032] Figure 1 It is the main view of the standardized load-bearing and protection integrated steel structure component;

[0033] Figure 2 for Figure 1 The cross-sectional view shown in 1-1;

[0034] Figure 3 It is a schematic diagram of the structure of a square tube;

[0035] Figure 4 It is a schematic diagram of the structure of a circular tube;

[0036] Figure 5 This is the force analysis diagram of the square tube when it is broken;

[0037] Figure 6 This is the stress analysis diagram of the circular tube when it is broken;

[0038] Figure 7 This is the force analysis diagram of the square tube when it is sheared off;

[0039] Figure 8 This is the force analysis diagram of the circular tube when it is sheared off;

[0040] Fig. 9 This is a front view of the standardized load-bearing and protection integrated steel structure component of Example 4;

[0041] Fig.10 for Fig. 9 The cross-sectional view shown in 2-2;

[0042] Fig.11 It is a cross-sectional view of the standardized load-bearing and protection integrated steel structure member of Example 6;

[0043] Fig.12 This is a schematic diagram of the three-dimensional structure of the splicing node of the prefabricated column component in Example 7;

[0044] Fig.13 This is the main view of the prefabricated column component joint before assembly;

[0045] Fig.14 This is the main view of the prefabricated column component after the splicing nodes are assembled;

[0046] Fig.15 for Fig.13 The cross-sectional view shown in 3-3;

[0047] Fig.16 for Fig.14 The cross-sectional view shown in 4-4;

[0048] Fig.17 This is a schematic diagram of the three-dimensional structure of the cast-in-place slab-prefabricated column connection node in Example 9;

[0049] Fig.18 It is a top view cross-sectional view of the cast-in-place slab-precast column connection node;

[0050] Fig.19 for Fig.18 Sectional view of 5-5;

[0051] Fig. 20 It is a schematic diagram of the three-dimensional structure of the splicing node of the load-bearing and protection integrated prefabricated column in Example 11;

[0052] Fig.21 It is the main view of the joint of the bearing-protection integrated prefabricated column;

[0053] Fig. 22 It is a schematic diagram of the plane structure of the flange gasket;

[0054] Fig.23 It is a schematic diagram of the three-dimensional structure of the splicing node of the inserted type load-bearing and protection integrated prefabricated column component in Example 13;

[0055] Fig.24 This is the main view of the splicing node of the inserted load-bearing and protection integrated prefabricated column component;

[0056] Fig.25 It is a three-dimensional structural schematic diagram of the prefabricated composite beam-prefabricated composite column connection node;

[0057] Fig.26 It is a schematic diagram of the plane structure of the connection node of the prefabricated composite beam-prefabricated composite column;

[0058] Fig. 27 for Fig.26 Section 6-6;

[0059] Fig.28 It is a three-dimensional structural schematic diagram of an integrated prestressed beam;

[0060] Fig.29 It is a schematic diagram of the plane structure of the U-shaped groove;

[0061] Fig.30 It is a schematic diagram of the plane structure of the L-shaped slot.

[0062] Reference numerals:

[0063] 1-steel pipe; 2-outer layer longitudinal reinforcement; 3-inner concrete; 4-outer concrete outer layer; 5-transverse welded reinforcement; 6-hoops; 7-welded steel plate; 8-corner longitudinal reinforcement; 9-shaped steel bar welded mesh; 10-steel bar welded mesh protective layer; 11-first column; 12-second column; 13-first connecting ear plate; 14-second connecting ear plate; 15-friction type high-strength bolt; 16-bolt connection plate; 17-bolt pad; 18-first outer steel plate; 19-second outer steel plate; 20-T-shaped steel bracket; 21-bracket stiffening rib; 22-floor top reinforcement sleeve Tube; 23-floor slab bottom reinforcement sleeve; 24-column longitudinal reinforcement; 25-floor slab top reinforcement; 26-floor slab bottom reinforcement; 27-flange; 28-flange gasket; 29-connecting bolts; 30-transverse reinforcement at the end of the upper column; 31-sleeve at the end of the lower column; 32-transverse reinforcement on the inner wall of the sleeve; 33-grouting material inside the sleeve; 34-U-shaped steel plate hoop; 35-outer ring plate; 36-Z-shaped corbel; 37-hoop edge; 38-cast concrete; 39-Z-shaped joint; 40-longitudinal reinforcement; 41-steel mesh; 42-steel strand; 43-U-shaped groove; 44-L-shaped groove. DETAILED DESCRIPTION

[0064] 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.

[0065] 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.

[0066] 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.

[0067] 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.

[0068] The present invention is further explained below in conjunction with specific implementation modes.

[0069] Example 1

[0070] like Figure 1-2 As shown, the present embodiment provides a standardized load-bearing and protection integrated steel structure component, comprising: a steel pipe 1 and an outer layer longitudinal reinforcement 2; the steel pipe 1 is a tube body with a rectangular cross-section; the steel pipe 1 is filled with inner concrete 3, and the steel pipe 1 is coated with an outer concrete outer layer 4; the outer layer longitudinal reinforcement 2 is arranged in the outer concrete outer layer 4 and is arranged parallel to the steel pipe 1; the steel pipe 1 and the outer layer longitudinal reinforcement 2 are used to provide resistance for the tensile side of the section under the action of bending moment.

[0071] As a further embodiment of the present application, it also includes transverse welded ribs 5; the transverse welded ribs 5 are arranged perpendicular to the steel pipe 1 and the outer cladding longitudinal reinforcement 2; the transverse welded ribs 5 are arranged between the steel pipe 1 and the outer cladding longitudinal reinforcement 2, and are fixedly connected to the steel pipe 1 or the outer cladding longitudinal reinforcement 2.

[0072] In the height direction of the steel pipe 1, a plurality of transverse welding ribs 5 are arranged at intervals.

[0073] Further preferably, the transverse welding ribs 5 are fixedly connected to the outer cladding longitudinal ribs 2 and / or the side surfaces of the steel pipe 1 by welding.

[0074] The outer layer longitudinal reinforcement 2 abuts against the transverse welded reinforcement 5. The transverse welded reinforcement 5 serves as a support point when the outer layer longitudinal reinforcement 2 is compressed or pulled, preventing it from deforming and abutting against the steel pipe 1, thereby preventing it from damaging the outer concrete outer layer 4, thereby greatly improving the compression and bending resistance of the outer concrete outer layer 4 as a whole.

[0075] As a further embodiment of the present application, stirrups 6 are further included; the stirrups 6 are arranged on the outside of the outer longitudinal reinforcement 2 and connected to the outer longitudinal reinforcement 2 to form a steel cage; the stirrups 6 are used to cooperate with the steel pipe 1 to provide resistance under the action of shear force.

[0076] As a preferred embodiment of the present application, the outer concrete outer layer 4 adopts C30-C60 fine stone concrete; the inner concrete 3 adopts C30-C60 ordinary concrete; the outer concrete outer layer 4 and the inner concrete 3 are used to cooperate with the steel pipe 1 and the outer layer longitudinal reinforcement 2 to provide support force under axial pressure.

[0077] As a preferred embodiment of the present application, the stirrups 6 are connected to the outer cladding longitudinal reinforcement 2 by binding.

[0078] As a further embodiment of the present application, a welded steel plate 7 is further provided inside the outer concrete outer layer 4; the inner end of the welded steel plate 7 is fixedly connected to the outer surface of the steel pipe 1 by welding, and the outer layer longitudinal reinforcement 2 abuts against the outer end of the welded steel plate 7; preferably, the length of the welded steel plate 7 from the inner end to the outer end is 5-20 times the diameter of the outer layer longitudinal reinforcement 2; the welded steel plate 7 is used as a replacement and further preferred embodiment of the transverse welded reinforcement 5, as a stopper and force support point, which greatly increases the distance between the outer layer longitudinal reinforcement 2 and the steel pipe 1. As a result, the outer layer longitudinal reinforcement 2 can withstand greater lateral tension. That is, the lateral tensile resistance of the overall component is further increased.

[0079] See also Figure 2 As shown, in this embodiment, a transverse welding rib 5 is welded to the outer side of the long side of the cross section of the steel pipe 1, and a welding steel plate 7 is welded and fixed to the outer side of the short side.

[0080] Preferably, if Fig.29As shown, a plurality of welded steel plates 7 are arranged at intervals in height. And, further preferably, the outer end of the welded steel plate 7 is provided with a slot for embedding the outer cladding longitudinal reinforcement 2; the slot is preferably a U-shaped slot 43, which is used to limit the outer cladding longitudinal reinforcement 2. When the lateral force acting on the steel pipe 1 is perpendicular to the two sides of the U-shaped slot 43, the welded steel plate 7 can be used as a supporting structure, so that the outer cladding longitudinal reinforcement 2 and the steel pipe 1 are subjected to force synchronously, that is, in the horizontal direction, the outer cladding longitudinal reinforcement 2 can withstand lateral tension in three directions.

[0081] More preferably, if Fig.30 As shown, the slot is preferably an L-shaped slot 44. Compared with the U-shaped slot 43, when the outer layer longitudinal reinforcement 2 is inserted into the inner side of the bottom of the L-shaped slot 44, in the horizontal direction, the outer layer longitudinal reinforcement 2 can withstand lateral tension in four directions or in any direction.

[0082] As a preferred embodiment of the present application, the diameter of the transverse welded reinforcement 5 satisfies the formula: diameter of the transverse welded reinforcement 5 = outer concrete outer layer 4 - thickness of stirrup 6 - diameter of stirrup 6 - diameter of outer layer longitudinal reinforcement 2.

[0083] The physical meaning of this formula is to make the diameter of the transverse welded rib 5 equal to the preset distance from the outer skin of the longitudinal rib to the outer wall of the steel tube 1, that is, the transverse welded rib 5 is used to block the gap between the longitudinal rib and the steel tube 1. The effect of using this formula is that during the component processing, the longitudinal rib contacts the transverse welded rib 5 to achieve its precise positioning in the thickness direction of the outer cladding layer, so that the longitudinal rib will not deviate from the original position due to human error.

[0084] As a preferred embodiment of the present application, the overhanging length of the welded steel plate 7 satisfies the formula: the overhanging length of the welded steel plate 7 = the thickness of the outer concrete outer layer 4 - the thickness of the stirrup 6 layer - the diameter of the stirrup 6 - the diameter of the outer layer longitudinal reinforcement 2.

[0085] The physical meaning of this formula is to make the extended length of the welded steel plate 7 equal to the preset distance from the outer skin of the longitudinal reinforcement to the outer wall of the steel pipe 1, that is, the gap between the longitudinal reinforcement and the steel pipe 1 is blocked by the welded steel plate 7. The effect of adopting this formula is that during the component processing, the longitudinal reinforcement contacts the welded steel plate 7 to achieve its precise positioning in the thickness direction of the outer layer, so that the longitudinal reinforcement will not deviate from the original position due to human error.

[0086] As a further implementation of the present application, it further includes corner longitudinal reinforcement 8 ; the stirrup 6 is rectangular in shape; and the corner longitudinal reinforcement 8 is arranged on the inner sides of the four corners of the stirrup 6 .

[0087] By adopting the above technical solution, the present invention has the following beneficial effects:

[0088] 1. The composite structure of the steel tube 1 and the inner and outer concrete outer layers 4, as well as the setting of the outer layer longitudinal reinforcement 2, effectively improves the bearing capacity and bending stiffness of the prefabricated column, making it show higher stability and durability under complex stress environment.

[0089] 2. Using different grades of concrete (fine stone concrete and ordinary concrete) as the outer concrete outer layer 4 and the inner concrete 3 respectively, not only meets the structural strength requirements, but also optimizes the utilization of material properties and reduces costs.

[0090] 3. The introduction of transverse welded ribs 5 and welded steel plates 7 significantly strengthens the interaction between the steel tube 1 and the outer concrete envelope 4, improving the overall mechanical performance of the structure. These components are connected by fillet welds, ensuring the firmness of the connection and the effectiveness of force transmission.

[0091] 4. The extended length of the transverse welded ribs 5 and welded steel plates 7 is determined by formula calculation, which achieves accurate positioning of the longitudinal ribs and avoids construction deviations caused by human errors. At the same time, the factory production of prefabricated columns improves construction efficiency and simplifies the on-site operation process.

[0092] 5. The reinforcement cage formed by the stirrups 6 and the outer longitudinal reinforcement 2, as well as the provision of the corner longitudinal reinforcement 8, significantly improves the shear resistance and seismic performance of the precast column, enabling it to better maintain the integrity and stability of the structure in natural disasters such as earthquakes.

[0093] 6. The overall prefabricated column has a clear design concept, compact structure, and is easy to construct and install. At the same time, through refined design and calculation, the rationality and economy of the structure are ensured.

[0094] Example 2

[0095] The present embodiment provides a method for processing a load-bearing-protection integrated prefabricated column, comprising the following steps: S1: cutting steel materials according to the required size to produce a steel pipe; S2: welding a steel plate to each short side of the steel pipe and a section of transverse welded ribs to each long side of the steel pipe every 400 mm along the longitudinal direction of the steel pipe 1; S3: tying a steel cage of the outer sheath stress-bearing steel bars; S4: inserting the steel cage into the steel pipe to which the transverse welded ribs and the welded steel plates have been welded and positioning it; S5: supporting the formwork and pouring C30-C60 fine stone concrete as the outer concrete; S6: curing to make it reach more than 75% of the design strength; S7: transporting the prefabricated components to the site; S8: pouring C30-C60 ordinary concrete on site inside the steel pipe as the inner concrete.

[0096] Example 3

[0097] like Figure 3-8As shown, this embodiment provides a method for optimizing the thickness of the critical protective layer (composed of the outer concrete and the steel bars outside the steel pipe) of the outer concrete outer covering 4, and the steps are as follows:

[0098] T1: Instability failure:

[0099]

[0100] In the formula, σ cr is the elastoplastic critical stress of concrete instability, C is the thickness of concrete, mm; D is the width of steel pipe 1, mm; k is the stability coefficient of the plate. When the plate boundary is three-sided simply supported and one-sided free, k =0.425+( D / H ) 2 ; H is the height of the board, mm; E c is the elastic modulus of concrete, MPa; v is the Poisson's ratio of concrete, which is taken as 0.2; η is the elastic-plastic buckling coefficient, η = E t / E c; E t is the tangent modulus of concrete.

[0101]

[0102]

[0103] In the formula, α c1 , α c2 is the correction factor; f cu is the compressive strength of concrete cube; C cr1 is the critical protective layer thickness of concrete instability failure; f c is the axial compressive strength of concrete;

[0104] T2: Pull-off failure:

[0105]

[0106]

[0107] In the formula, φ is the stress non-uniformity coefficient; q is the compressive stress between concrete and steel pipe 1; f t is the tensile strength of concrete;D is the width of the steel pipe 1; C cr2 is the critical protective layer thickness of concrete tensile failure; τ hf is the local maximum bonding stress; f c ’ is the compressive strength of the cylinder; C is the thickness of the concrete cover; q >τ hf , so when the compressive stress between concrete and steel pipe 1 q Take the local maximum bonding stress τ hf hour, C There are critical values:

[0108]

[0109]

[0110]

[0111] ;

[0112] T3: Shear failure:

[0113]

[0114]

[0115] In the formula, f τ is the shear strength of concrete. cr3 is the critical protective layer thickness of concrete shear failure; when the extrusion stress between concrete and steel pipe 1 q Take the local maximum bonding stress τ hf hour, C There are critical values:

[0116]

[0117]

[0118]

[0119] Considering the three conditions of elastic-plastic instability, tensile failure and shear failure of the protective layer, the larger value of the three is taken as the critical concrete protective layer thickness C. cr ;

[0120]

[0121] When the concrete strength grade is C30, C cr / D=0.35, assuming that the side length or diameter of steel pipe 1 varies in the range of 100-300mm, the thickness of the protective layer is 35-105mm, which is smaller than the minimum limit of 150mm given in the Technical Code for Concrete Structures of High-rise Buildings and smaller than the minimum limit of 120mm given in the Technical Code for Steel Tube 1 Concrete Composite Column Structures.

[0122] By adopting the above technical solution, the present invention has the following beneficial effects:

[0123] 1. By comprehensively considering the critical thickness of the concrete cover in three modes of instability failure, tensile failure and shear failure, and taking the larger value as the final design basis, this method can more accurately determine the thickness of the cover, thereby ensuring the safety and stability of the structure under complex stress conditions.

[0124] 2. The calculated critical protective layer thickness is often less than the minimum limit in traditional specifications, which means that the thickness of the protective layer can be appropriately reduced in actual projects without affecting the safety of the structure. This result helps to optimize the use of concrete materials, reduce material waste, and reduce project costs.

[0125] 3. Reasonable protective layer thickness is crucial to prevent corrosion of steel bars inside concrete and improve the durability of the structure. This method can better meet this demand and extend the service life of the structure by accurately calculating the protective layer thickness.

[0126] 4. The proposed calculation method provides a new idea and technical means for the design of the thickness of the outer concrete outer cover 4 protective layer, which is helpful to promote the technological innovation and standardization process in related fields. At the same time, it also provides a reference basis for the design of subsequent similar projects.

[0127] 5. This method takes into account the variation range of the steel pipe 1 size (100-300mm), making the calculation results widely applicable. Whether in high-rise buildings, bridges or other engineering structures, the steel pipe 1 size can be adjusted according to the specific situation, and the corresponding critical protective layer thickness can be quickly calculated to meet the design requirements under different working conditions.

[0128] Example 4

[0129] like Figure 9-10 As shown, this embodiment provides a standardized load-bearing and protection integrated steel structure component. Different from Example 1, in this embodiment, a shaped steel welded mesh 9 is used to replace the outer layer longitudinal reinforcement 2 and stirrups 6, and an outer concrete outer layer 4 is poured on the shaped steel welded mesh 9 to form a steel welded mesh protective layer 10, and other structures are the same as Example 1.

[0130] In this embodiment, the outer concrete outer layer 4 only provides protection for the fire resistance and anti-corrosion performance of the component, and does not participate in the stress of the component. Under the action of bending moment, the tensile side of the cross section is provided with resistance by the steel pipe 1; under the action of shear force, the steel pipe 1 provides resistance; under the action of axial pressure, the steel pipe 1 and the inner concrete 3 provide resistance.

[0131] Since the outer layer is not considered to be stressed, the thickness of the outer layer 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 mesh steel bar should not be less than 25mm. When the diameter of the transverse welded rib 5 is 4-10mm and the thickness of the steel mesh is 8-12mm, the outer layer thickness without considering the stress ranges from 40-50mm.

[0132] The calculation formula of the diameter of the transverse welding rib 5 is as follows:

[0133] The diameter of the transverse welded rib 5 = the thickness of the outer layer - the thickness of the steel mesh protective layer - the thickness of the steel mesh.

[0134] By adopting the above technical solution, the present invention has the following beneficial effects:

[0135] 1. The use of shaped steel bar welded mesh 9 to replace the complicated manual binding of longitudinal bars and stirrups 6 not only improves construction efficiency, but also reduces the amount of on-site work, reduces construction difficulty and the risk of human error.

[0136] 2. It is clear that the outer concrete outer layer 4 is only used as a barrier for fire prevention and corrosion prevention, and does not participate in the force calculation of the components, making the structural design clearer and more reasonable. The steel tube 1 and the inner concrete 3 bear the main force task, improving the stability and bearing capacity of the structure under bending moment, shear force and axial pressure.

[0137] 3. Since the outer layer is no longer subjected to stress, its thickness design only needs to meet the structural requirements, which can greatly reduce the amount of materials compared with traditional designs. In particular, through accurate thickness calculation and reasonable steel mesh configuration, the optimal use of materials is achieved, reducing engineering costs.

[0138] 4. The use of the shaped steel welded mesh 9 improves the integrity and stability of the steel mesh and reduces the quality problems caused by loose or misaligned on-site binding. At the same time, the presence of the outer concrete outer layer 4 protective layer also provides additional protection for the steel mesh and extends the service life of the component.

[0139] 5. The production and processing of the shaped steel bar welded mesh 9 are completed in the factory, and the quality control is more stringent, which helps to improve the overall quality of the components. In addition, the unified specifications and sizes also facilitate on-site installation and acceptance work.

[0140] Example 5

[0141] The present embodiment provides a method for processing a load-bearing-protection integrated prefabricated column, comprising the following steps: R1: cutting steel materials according to the required size to produce a steel pipe; R2: welding a section of transverse welded ribs around the four walls of the steel pipe every 400 mm along the longitudinal direction of the steel pipe; R3: surrounding the steel pipe with a shaped steel welded mesh and positioning it close to the transverse welded ribs; R4: supporting the formwork and pouring a C30-C60 fine stone concrete outer layer; R5: curing to achieve a strength of more than 75% of the design; R6: transporting the prefabricated components to the site; R7: pouring C30-C60 ordinary concrete on site inside the steel pipe.

[0142] Example 6

[0143] like Fig.11 As shown, this embodiment provides a standardized load-bearing and protection integrated steel structure component. The prefabricated column of this embodiment is designed for high-rise residential buildings to improve the building quality and realize that the column components are hidden in the wall and not exposed, and the column section width needs to be controlled not to be greater than the wall thickness. Due to the requirements of the component bearing capacity, the steel pipe 1 often adopts a wide flat section and cannot achieve the column section width not greater than the wall thickness.

[0144] For example, in the prefabricated columns of Embodiment 1 or 4, the internal steel pipe 1 has a long and flat cross section, and there is no ready-made rolled profile to choose from. If a welded cross section is used, considering the width-to-thickness ratio of the plate, multiple longitudinal stiffening ribs need to be set inside, which brings great difficulty and high cost to the construction. In order to overcome this problem, this embodiment provides a standardized load-bearing and protection integrated steel structure component, wherein the steel pipe 1 is a multi-cavity steel pipe; the cross section of the steel pipe 1 is square; and each cavity of the steel pipe 1 is filled with inner concrete 3. According to the profile specifications and the minimum limit requirements for the side length of the rectangular steel pipe 1 in the "Technical Specifications for Steel Pipe 1 Concrete Structure GB50936-2014", the width of the cross section of the multi-cavity steel pipe 1 suitable for high-rise buildings can be selected as 170mm, 180mm, 190mm, 200mm, etc. Usually, the minimum thickness of the building exterior wall is 200mm. Considering the construction methods such as plastering, the final thickness is 220-240mm. The three-sided outsourcing method can easily achieve that the column component does not protrude from the wall. Considering the anti-corrosion requirements of the components, it is ensured that the side of the component section facing the outdoors is protected by an outer cladding layer, so no outer cladding layer is provided on the indoor side of the prefabricated column, and conventional steel structure protection measures are adopted. Other technical features are the same as those of Example 4.

[0145] By adopting the above technical solution, the present invention has the following beneficial effects:

[0146] 1. By adopting the multi-cavity steel tube 1 section design, the column section width is effectively reduced, making it match or even smaller than the thickness of the building's exterior wall, achieving visual concealment of the column components and improving the overall aesthetics and quality of the building.

[0147] 2. The multi-cavity steel tube 1 structure not only meets the requirements of the bearing capacity of the components, but also enhances the overall stability and rigidity of the structure through the internally arranged stiffening ribs, ensuring the safety performance of the structure under complex stress environments.

[0148] 3. Compared with the traditional wide flat cross-section steel column, the standard square rectangular cross-section profile used in this solution is easier to obtain and process, reducing the complex process and additional cost required for welding the cross section. At the same time, the design of the multi-cavity steel pipe 1 also simplifies the internal concrete pouring process and improves construction efficiency.

[0149] 4. In view of the anti-corrosion requirements of the components, this scheme sets up an outer cladding protection on the side of the component section facing the outdoors, effectively isolating the erosion of the external environment and extending the service life of the components. On the indoor side, conventional steel structure protection measures are adopted, which not only ensures structural safety but also saves costs.

[0150] 5. Since the column components can be completely hidden in the wall, they do not take up additional indoor space, which is particularly important for high-rise residential buildings and helps to improve the comfort and utilization of living space.

[0151] Example 7

[0152] like Figure 12-16 The building provided in this embodiment is shown, which has a prefabricated column component splicing node, including: a first column 11, a second column 12, a first connecting ear plate 13, a second connecting ear plate 14, a friction-type high-strength bolt 15, and a bolt connection plate 16; the ends of the first column 11 and the second column 12 are respectively provided with a first connecting ear plate 13 and a second connecting ear plate 14; the first connecting ear plate 13 and the second connecting ear plate 14 are connected to the corner longitudinal reinforcement 8; the bolt connection plate 16 is arranged on the first connecting ear plate 13 and the second connecting ear plate 14, and is used to connect the first connecting ear plate 13 and the second connecting ear plate 14; screw holes are also provided at the relative positions of the first connecting ear plate 13, the second connecting ear plate 14 and the bolt connection plate 16, for passing and tightening the friction-type high-strength bolts.

[0153] Furthermore, the first connecting ear plate 13 and the second connecting ear plate 14 are respectively arranged in pairs, with a bolt spacer 17 arranged therebetween to prevent the bolts from being damaged.

[0154] Furthermore, the ends of the first column 11 and the second column 12 are respectively provided with a first outer steel plate 18 and a second outer steel plate 19; the first outer steel plate 18 and the second outer steel plate 19 are respectively welded to the outer longitudinal reinforcement 2 of the first column 11 and the second column 12; the connection between the first outer steel plate 18 and the second outer steel plate 19 adopts groove welding.

[0155] Furthermore, the steel pipe 1 at the connection between the first column 11 and the second column 12 is connected by welding.

[0156] This embodiment also takes into account the influence of the splicing node on the installation of the surrounding wall panels, and the protruding panels involved in the splicing node do not exceed the vertical projection range of the concrete outer layer. Through the present invention, the reliable connection of the longitudinal reinforcement 2 of the outer layer of the prefabricated composite component is achieved, the on-site construction of the outer layer concrete and the steel bars is avoided, and the construction period is shortened. In addition, the splicing node structure does not protrude from the range of the composite column, and does not affect the installation of the surrounding wall panels.

[0157] In this embodiment, the key issue of the splicing node is to meet the compression and bending bearing capacity at the splicing node of the component. Under the action of external load, the node force transmission is completed in three parts. The first part is the force transmission of the internal steel pipe 1, which is guaranteed by the on-site welding of the upper and lower column end steel pipes 1; the second part is the force transmission of the large-diameter steel bars at the corners of the outer cladding, and its force transmission path is: upper column corner longitudinal reinforcement 8-upper column connection ear plate-upper column friction type high-strength bolt 15-bolt connection plate 16-lower column friction type high-strength bolt 15-lower column connection ear plate-lower column corner longitudinal reinforcement 8; the third part is the force transmission of the small-diameter longitudinal reinforcement of the side wall of the component, and its force transmission path is: small-diameter longitudinal reinforcement of the first column-outer steel plate of the first column column end-outer steel plate of the second column column end-small-diameter longitudinal reinforcement of the second column.

[0158] By adopting the above technical solution, the present invention has the following beneficial effects:

[0159] 1. Through the reliable connection design of the outer layer longitudinal reinforcement 2 of the prefabricated composite component, the on-site construction of the outer layer concrete and the steel bars is avoided, which greatly shortens the construction period and improves the construction efficiency.

[0160] 2. The friction type high-strength bolts 15 and the bolt connection plates 16 are used to tightly connect the first connection ear plate 13 and the second connection ear plate 14. Combined with the use of the bolt pads 17, the bolt breakage is effectively prevented, ensuring the stability and reliability of the splicing node. At the same time, the welding connection of the steel pipe 1 further enhances the overall strength of the node.

[0161] 3. The design of the splicing nodes fully considers the impact on the installation of surrounding wall panels. All protruding panels do not exceed the vertical projection range of the concrete outer cladding, avoiding the obstruction of the splicing nodes to the installation of wall panels and ensuring the smooth progress of the construction process.

[0162] 4. The force transmission path of the node under external load is clear and definite, which is divided into three parts: force transmission by the internal steel pipe 1, force transmission by the large-diameter steel bars at the corners of the outer cladding, and force transmission by the small-diameter longitudinal bars on the side walls of the component. The force transmission paths of each part are independent and efficient, ensuring the stability and safety of the node under complex stress conditions.

[0163] 5. By adjusting the size and configuration of the bolt connection plate 16, the outer steel plate and other components, the splicing node design has high flexibility and adaptability, and can meet the splicing requirements of prefabricated column components of different sizes and specifications.

[0164] Example 8

[0165] The present embodiment discloses a method for processing and installing a spliced ​​node on site, comprising the following steps: U1: welding an outer steel plate at the end of a steel column; U2: welding a connecting ear plate on the short side of the steel column section; U3: welding small-diameter longitudinal reinforcements in the long side direction of the steel column section to the outer steel plate at the column end; U4: welding large-diameter reinforcements at the corners to the connecting ear plates; U5: connecting the connecting ear plates with friction-type high-strength bolts and bolt connecting plates during on-site installation, and inserting bolt pads into the gaps between the connecting ear plates before tightening the bolts; U6: adopting groove welding at the joint between the outer steel plate at the column end and the steel column.

[0166] Example 9

[0167] like Figure 17-19 The building provided in this embodiment is shown, and the building has a cast-in-place slab-prefabricated column connection node, including: a steel pipe 1, a T-shaped steel corbel 20, a corbel stiffening rib 21, a floor top reinforcement 25 sleeve 22, a floor bottom reinforcement 26 sleeve 23 and a column longitudinal reinforcement 24; the corbel stiffening rib 21 is arranged on the T-shaped steel corbel 20; the T-shaped steel corbel 20 is connected to the long side of the steel pipe 1; the column longitudinal reinforcement 24 abuts against the T-shaped steel corbel 20 and clamps the T-shaped steel corbel 20 together with the steel pipe 1; the T-shaped steel corbel 20 is fixedly provided with a floor bottom reinforcement 26 sleeve 23, through which the floor bottom reinforcement 26 passes; the corbel stiffening rib 21 is fixedly provided with a floor top reinforcement 25 sleeve 22, through which the floor top reinforcement 25 passes.

[0168] The cast-in-place slab-precast column connection node is an energy-absorbing component. Under the action of earthquake, the force transmission path of the top reinforcement 25 of the floor slab is: top reinforcement 25 of the floor slab-corbel stiffening rib 21-T-shaped steel corbel 20-steel pipe 1; the force transmission path of the bottom reinforcement 26 of the floor slab is: bottom reinforcement 26 of the floor slab-web of T-shaped steel corbel 20-steel pipe 1. At the place where the longitudinal reinforcement 24 of the composite column is blocked by the steel corbel, the force transmission path of the longitudinal reinforcement is: upper longitudinal reinforcement-flange of T-shaped steel corbel 20-lower longitudinal reinforcement.

[0169] By adopting the above technical solution, the present invention has the following beneficial effects:

[0170] 1. The rigid connection between the T-shaped steel corbel 20 and the steel pipe 1 and the provision of the corbel stiffening rib 21 effectively improve the stiffness and strength of the connection node. Under the action of external forces such as earthquakes, the node can act as an energy-absorbing component, effectively dispersing and absorbing seismic energy through clear force transmission paths (such as the force transmission paths of the floor top reinforcement 25, the floor bottom reinforcement 26 and the column longitudinal reinforcement 24), thereby enhancing the seismic performance of the entire building structure.

[0171] 2. The connection node design realizes the fast and accurate connection between the precast column and the cast-in-place slab. The top reinforcement 25 and the bottom reinforcement of the slab are connected with the T-shaped steel bracket 20 and the bracket stiffening rib 21 through the preset sleeve, which reduces the workload of on-site steel bar binding and welding, shortens the construction period, and improves the construction efficiency.

[0172] 3. The quality and stability of the connection nodes are ensured through standardized prefabricated components and precise sleeve connection technology. This avoids problems such as steel bar misalignment and loose welding that may occur in traditional connection methods, and improves the safety and reliability of the structure.

[0173] 4. The node design fully considers the force transmission path under earthquake action, and through reasonable structural design, each component can work together to bear the external force. In particular, the force transmission path design of the composite column longitudinal reinforcement 24 at the point blocked by the steel bracket effectively solves the problem of longitudinal reinforcement continuity and ensures the stability and bearing capacity of the structure under complex stress conditions.

[0174] Example 10

[0175] This embodiment discloses a building having a method for manufacturing a cast-in-place slab-prefabricated column connection node, including a prefabrication method and an on-site installation method;

[0176] The prefabrication method includes the following steps: X1: Determine the length of the T-shaped steel corbel according to the connection range of the plate and column; X2: Install the corbel stiffeners on the T-shaped steel corbels, and the spacing of the corbel stiffeners is the same as the spacing of the top reinforcement of the floor slab; X3: Check the flange thickness of the T-shaped steel corbels to ensure that the flange thickness of the T-shaped steel corbels meets the following formula: Flange thickness = outer layer thickness - stirrup protection layer thickness - column stirrup diameter - column longitudinal reinforcement diameter; X4: The flange of the T-shaped steel corbels is overlapped with the column longitudinal reinforcement through fillet welds, and the overlap length is 12 times the longitudinal reinforcement diameter d. Based on this, the total width of the flange of the T-shaped steel corbels should be no less than 12d+ t w ( t w is the thickness of the web of the T-shaped steel corbel).

[0177] Among them, the on-site installation method includes the following steps: Y1: welding stiffening ribs to the web flange on one side of the T-shaped steel to form a steel corbel; Y2: welding a steel bar connecting sleeve to one side of the rib plate and the bottom of the web plate; Y3: welding the steel corbel to the plate-column junction edge of the steel column; Y4: the prefabricated components are transported to the site; Y5: the upper and lower layers of longitudinal reinforcement are overlap-welded to the T-shaped steel flange; Y6: pouring concrete within the column body; Y7: connecting the top plate steel bar to the connecting sleeve on the rib plate, and connecting the bottom plate steel bar to the connecting sleeve at the bottom of the web plate on site.

[0178] Embodiment 11

[0179] like Figure 20-22 The building provided in this embodiment is shown, and the building has a splicing node of a load-bearing-protection integrated prefabricated column, including a flange 27, a flange gasket 28 and a connecting bolt 29; the two flanges 27 are respectively arranged at the ends of the two columns that need to be connected, and the flange gasket 28 is arranged between the two flanges 27 and connected by a connecting bolt 29; the flange 27 is wrapped around the outside of the steel pipe 1 and welded to the steel pipe 1.

[0180] Traditional flange connections are widely used in pipe connections of mechanical equipment. When used in steel column splicing of building structures, the following problems exist: 1. The flange 27 that meets the force requirements of the component is large in size, resulting in the occupation of the building space around the component splicing, affecting the quality of building use or the installation of wall panels around the component. 2. The flange 27 is exposed to the external environment, and the fire prevention and corrosion prevention issues at the component connection need to be considered.

[0181] The present invention applies flange connection to the component splicing node of the building structure, takes advantage of its bolt connection, creates convenience for on-site construction and acceptance, and avoids the occupation of building space by the flange 27 through reasonable connection position selection. In addition, the prefabricated composite column component splicing node of the present application can realize protection-bearing integration, which has significant economic significance.

[0182] For prefabricated column components that consider the stress of the outer layer, the outer layer longitudinal reinforcement 2 needs to be welded to the column end flange 27, so that the flange 27 and the connecting bolts 29 can transmit the internal forces of the upper and lower steel pipes 1 and the internal forces of the upper and lower column longitudinal reinforcements 24. For components that do not consider the stress of the outer layer, the outer layer steel mesh is not fixed to the flange 27, so that the flange 27 and the bolts only transmit the internal forces of the upper and lower steel pipes 1. The technical details of this invention are that the flange connection part needs to be within the thickness range of the floor slab. After the flange bolts are installed on site, the floor slab concrete is poured to realize that the flange is buried in the floor slab.

[0183] By adopting the above technical solution, the present invention has the following beneficial effects:

[0184] 1. Through the carefully designed flange connection position and method, the occupation of building space by large-sized flange plates 27 in traditional flange connections is effectively avoided, the quality of building use is guaranteed, and the surrounding wall panel installation is smoothly connected, which improves the flexibility and practicality of the overall building design.

[0185] 2. The bolted flange 27 design simplifies the on-site construction process and improves construction efficiency. At the same time, it also facilitates the acceptance work after construction and ensures the quality and stability of the splicing nodes.

[0186] 3. This technical solution not only focuses on the bearing capacity of the structure, but also fully considers the protection needs. Through reasonable flange connection design, the protection and bearing integration of prefabricated column components is realized, which not only ensures the safety of the structure, but also extends the service life of the components.

[0187] 4. This technical solution provides a flexible solution for prefabricated column components with different stress conditions. For components that need to consider the stress of the outer layer, the welding of the outer layer longitudinal reinforcement 2 and the flange 27 ensures the effective transmission of the internal force and the longitudinal reinforcement; while for components where the outer layer is not stressed, the flange 27 and the bolts only transmit the internal force of the steel pipe 1, which reduces the construction difficulty and cost.

[0188] 5. By optimizing the design and material usage, this technical solution not only ensures structural performance, but also takes into account economy and sustainability. Reasonable flange connection design reduces material waste and overall costs, and is also conducive to the green development of the construction industry.

[0189] Example 12

[0190] The present embodiment discloses a method for processing and installing flange-type prefabricated column joints on site, comprising the following steps: Z1: welding an outer steel pipe with a flange to the end of a steel column; Z2: welding small-diameter longitudinal reinforcement in the long side direction of the steel column section to the outer steel pipe 1; Z3: welding large-diameter reinforcement at the corner to the flange; Z4: transporting the prefabricated components to the site; Z5: installing high-strength bolts on site; Z6: pouring concrete within the column body; and Z7: pouring concrete for the floor slab.

[0191] Embodiment 13

[0192] like Figure 23-24The building provided in this embodiment is shown, and the building has an inserted load-bearing-protection integrated prefabricated column component splicing node, including: a transverse reinforcement 30 at the end of the upper column, a sleeve 31 at the end of the lower column, a transverse reinforcement 32 on the inner wall of the sleeve, and a grouting material 33 inside the sleeve; the transverse reinforcement 30 at the end of the upper column is welded to the side wall of the upper column; the sleeve 31 at the end of the lower column is welded and arranged on the side wall of the lower column; the transverse reinforcement 32 on the inner wall of the sleeve is arranged in the sleeve 31 at the end of the lower column; the grouting material 33 inside the sleeve is cast in the sleeve 31 at the end of the lower column.

[0193] Traditional steel structure component connections usually use welding, bolting, or mixed bolt-welding connections. After long-term practical tests, they have met structural safety requirements while the construction process continues to improve. Since the component connection nodes of a building are the most critical part of the building structure, and there are often a large number of connection nodes in a structural system, component prefabrication and on-site installation require a lot of manpower and material resources. Therefore, under the premise of ensuring structural safety and economical use of materials, another construction method that is more convenient for component prefabrication and on-site installation is proposed for the column-column splicing node method. This method is an inserted load-bearing-protection integrated prefabricated column component splicing, that is, during on-site assembly, the upper column is inserted into the lower column sleeve, and the upper and lower columns are combined into one through grouting. This splicing node method eliminates the welding and bolting of the column splicing nodes at the construction site, which is convenient for construction and has a short construction period.

[0194] The present invention is an inserted bearing-protection integrated prefabricated column component splicing node, and the node includes the following components: transverse reinforcement 30 at the end of the upper column, sleeve 31 at the end of the lower column, transverse reinforcement 32 on the inner wall of the sleeve, and grouting material 33 inside the sleeve. The axial pressure of the component can be directly transmitted through the steel pipe 1 and the internal concrete; when the component is bent and one side of the steel pipe 1 is pulled, the tension of the upper column steel pipe 1 is converted into shear force of the grouting material 33 inside the sleeve through the transverse reinforcement 30 at the end of the upper column, and the shear force is transmitted to the sleeve 31 at the end of the lower column through the transverse reinforcement 32 on the inner wall of the sleeve.

[0195] By adopting the above technical solution, the present invention has the following beneficial effects:

[0196] 1. Through the plug-in connection method, the upper column is directly inserted into the lower column sleeve, and the grouting material is used to achieve a stable connection between the upper and lower columns, eliminating the traditional welding and bolt connection procedures, greatly simplifying the construction process, shortening the construction period, and improving construction efficiency.

[0197] 2. The design of the splicing node takes into account the actual situation of on-site construction. Through the precise processing of prefabricated components and rapid on-site assembly, the requirements for the skills of construction workers are reduced and the convenience and operability of construction are improved.

[0198] 3. Under axial pressure, the node can fully utilize the bearing capacity of the steel pipe 1 and the internal concrete to ensure the safety and stability of the structure. At the same time, under bending conditions, the interaction between the transverse steel bars 30 at the end of the upper column and the grouting material 33 inside the sleeve effectively transmits and disperses the tensile force, thereby improving the overall bearing performance of the structure.

[0199] 4. The tension of the upper column steel pipe 1 is converted into the shear force of the grouting material through the transverse reinforcement 30 at the end of the upper column, and is transmitted to the lower column sleeve through the transverse reinforcement 32 on the inner wall of the sleeve. This force transmission path is reasonably designed, which reduces stress concentration and improves the force transmission efficiency and stability of the structure.

[0200] 5. Under the premise of ensuring structural safety, the design of the splicing node uses economical materials and has a relatively low production cost. At the same time, it meets the building's requirements for the bearing and protection of component connection nodes, and has high practicality and economy.

[0201] Embodiment 14

[0202] The present embodiment discloses a method for processing and on-site installation of an inserted prefabricated column splicing node, comprising the following steps: V1: welding transverse reinforcement at the end of an upper column; V2: welding transverse reinforcement inside a sleeve at the end of a lower column; V3: welding the sleeve at the end of the lower column to a corresponding position at the end of a lower column; V4: transporting the prefabricated components to the site; V5: placing the upper steel column and longitudinal reinforcement at the top of the lower column for positioning during on-site installation; V6: pouring concrete within the column body; and V7: pouring grouting material inside the sleeve.

[0203] Embodiment 15

[0204] like Figure 25-27 As shown, the present embodiment discloses a building including a standardized load-bearing and protection integrated steel structural member, and the building has a stirrup structure in the core area of ​​a prefabricated composite beam-prefabricated composite column connection node that is easy to construct. In the traditional steel beam-steel concrete column node core area stirrup method, the welding of the steel corbel and the column steel frame is usually completed in the factory, and stirrup holes are reserved at the corresponding positions of the steel corbel web. After the steel column is transported to the site, the stirrups in the core area of ​​the node need to pass through the holes and then be bent and tied, which is inconvenient to construct, and the holes in the steel corbel web reduce the shear bearing capacity of the beam, and reinforcement measures need to be taken if necessary.

[0205] The connection node includes a U-shaped steel plate hoop 34, an outer ring plate 35 and a Z-shaped corbel 36; the outer ring plates 35 are arranged in pairs on the column, and the distance between a pair of the outer ring plates 35 is equal to the distance between the upper and lower flange plates of the Z-shaped corbel 36; the two U-shaped steel plate hoops 34 are connected at the edge of the hoop reinforcement 37 and surround the column to replace the traditional hoop reinforcement; the upper and lower flange plates of the Z-shaped corbel 36 are welded to the outer ring plate 35 respectively; the Z-shaped corbel 36 is fixedly connected to the Z-shaped joint from the beam end by fasteners (such as Fig.25 as shown).

[0206] The U-shaped steel plate hoop 34 is completed during the component steel node processing stage, that is, the hoop reinforcement production stage is completed in the factory, avoiding the need to tie the outer layer of the steel column hoop reinforcement after the component steel node is transported to the site. The end of the U-shaped steel plate hoop 34 is directly welded to the Z-shaped bracket 36 by fillet welds during steel structure processing, avoiding the need to drill holes reserved for the hoop reinforcement in the web of the steel bracket.

[0207] The upper and lower outer ring plates 35 of the node core area are butt-connected with the upper and lower flange plates of the Z-shaped corbel 36, respectively. The outer ring plate 35 and the flange plate of the Z-shaped corbel 36 adopt the same plate thickness, or the whole plate is cut to achieve that the outer ring plate 35 and the flange plate are the same plate. The U-shaped steel plate hoop 34 replaces the stirrup to play the role of shear resistance in the node core area. 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.

[0208] By adopting the above technical solution, the present invention has the following beneficial effects:

[0209] (1) By using U-shaped steel plate hoops to replace traditional stirrups 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 steel column outer layer stirrups on site is avoided, the manpower input is reduced, the construction period is shortened, and the safety and efficiency of construction are improved.

[0210] (2) The design of the U-shaped steel plate stirrups has been carefully calculated to ensure that their cross-sectional area is not less than the larger of the calculated area of ​​the traditional stirrups 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.

[0211] (3) In traditional practice, reserved holes for stirrups need to be drilled in the web of steel corbels, which not only increases the difficulty of construction, but also may have an adverse effect on the shear bearing capacity of the web. This technical solution avoids the need to drill reserved holes by directly welding U-shaped steel plate hoops to the web of steel corbels, thereby protecting the structural integrity of the web and improving the shear bearing capacity of the beam.

[0212] (4) Through reasonable design and material selection, such as using the same plate thickness or cutting the entire plate for the outer ring plate and the Z-shaped corbel 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.

[0213] (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.

[0214] Example 16

[0215] The present embodiment discloses a method for processing and installing a prefabricated composite beam-prefabricated composite column connection node on site: W1: welding the outer ring plate to the corresponding position of the steel pipe; W2: welding the web between the upper and lower outer ring plates and the side walls of the steel column to form a steel corbel; W3: welding the U-shaped steel plate strips on both sides of the steel corbel web to the corbel web; W4: pouring the concrete outer cladding and pouring the interior of the steel pipe on site simultaneously with the prefabricated column; W5: installing the steel beam on site, connecting the web flange of the steel beam with high-strength bolts, connecting the flange with high-strength bolts, and welding the overlapping edges of the flange steel plates with fillet welds.

[0216] Embodiment 17

[0217] like Fig.28 As shown, this embodiment discloses a building including a standardized load-bearing and protection integrated steel structure component, the building has a prestressed beam component, including: cast concrete 38, Z-shaped joints 39, longitudinal steel bars 40, stirrups 6, steel meshes 41, steel strands 42, and welded steel plates 7; the Z-shaped joints 39 are arranged on both sides of the longitudinal bars; the stirrups 6 are used to tighten multiple longitudinal steel bars 40 in the vertical direction of the longitudinal steel bars 40; the Z-shaped joints 39 are also provided with welded steel plates 7 for fixed connection with the longitudinal steel bars 40; steel strands 42 are also provided between the Z-shaped joints 39 on both sides, and the steel strands 6 are prestressed to pre-arch the middle part of the beam; the steel meshes 41 are provided below the longitudinal steel bars 40 and the stirrups 6; the cast concrete 38 is poured at the steel meshes 41 and wraps the steel meshes 41 to form a wall.

[0218] By adopting the above technical solution, the present invention has the following beneficial effects:

[0219] (1) Prestressed beam components are prestressed by the steel strands, which causes the middle part of the beam to pre-arch, effectively improving the overall structural strength and bearing capacity of the beam.

[0220] (2) The setting of Z-shaped joints and the prestressing of steel strands enable the stress of the beam to be distributed more evenly when it is subjected to force, thereby reducing the concentration of local stress and improving the durability of the beam.

[0221] (3) The concrete is wrapped in the steel mesh to form a wall, which, combined with the prestressed steel strands, significantly enhances the crack resistance of the beam and extends its service life.

[0222] (4) The pre-designed Z-shaped joints and welded steel plates simplify the on-site installation steps of the beam components and improve the construction efficiency.

[0223] Embodiment 18

[0224] The embodiment of the present application discloses a method for processing a prestressed beam component, comprising the steps of: C1: installing steel strands and setting prestress; C2: integrally connecting steel bars; C3: pouring concrete; and C4: subsequent maintenance steps.

[0225] As a further implementation of this embodiment, step C1 is specifically as follows: C1-1: brushing an isolating agent on the tensioning pedestal; C1-2: placing a Z-shaped joint in front of the pedestal, passing the steel strand through the Z-shaped joint, and connecting it to the pedestal tensioning device; C1-3: tensioning the steel strand, first tensioning it to 1.05 times the tensioning control stress for two minutes, and then relaxing it to the tensioning control stress;

[0226] As a further implementation method of this embodiment, step C2 is specifically as follows: C2-1: tie the stirrups to the longitudinal reinforcement; C2-2: tie the steel mesh to the longitudinal reinforcement and stirrups; C2-3: weld the longitudinal reinforcement to the Z-shaped joint, wherein the longitudinal reinforcement at the upper end is directly welded to the Z-shaped joint, and the steel bars in the middle and lower ends are welded to the welding steel plates arranged on the Z-shaped joint.

[0227] As a further implementation of this embodiment, step C3 is specifically as follows: C3-1: installing the casting side form; C3-2: casting C30-C60 concrete and vibrating it. When vibrating the concrete, the vibrator shall not collide with the prestressed steel bars, and natural curing and wet heat curing shall be adopted;

[0228] As a further implementation method of this embodiment, step C4 is specifically as follows: C4-1: tensioning the steel strands, wherein the tensioning sequence is first to simultaneously tension the prestressed tendons in the area with smaller prestress, and then to simultaneously tension the prestressed tendons in the area with larger prestress, and the tensioning method is to use a grinding wheel saw or a cutting machine for tensioning; C4-2: demolding, grooving and stacking the components.

[0229] During the service stage, under the action of bending moment, the longitudinal reinforcement and steel strands provide resistance on the tensile side of the beam section, and the H-shaped steel flange provides resistance at the Z-shaped joint; under the action of shear force, the stirrups provide resistance to the beam section, and the H-shaped steel web provides resistance at the Z-shaped joint.

[0230] By adopting the above technical solution, the present invention has the following beneficial effects:

[0231] (1) The use of standardized processing methods, such as steps C1-C4, improves the production efficiency of prestressed beam components and meets the needs of large-scale engineering construction.

[0232] (2) The construction quality of prestressed beam components is ensured through clear processing steps and quality control points, such as the vibration method of C3-2.

[0233] (3) When pouring concrete, special emphasis was placed on not colliding with prestressed steel bars, thus reducing the risks during construction.

[0234] (4) The detailed release and demoulding methods in step C4 provide convenience for the later maintenance of prestressed beam components.

[0235] (5) Through reasonable material selection and structural design, such as the use of C30-C60 concrete, the material utilization rate is improved and the cost is reduced.

[0236] (6) Under the action of bending moment and shear force, the reliability of prestressed beam components is enhanced through the combined action of longitudinal reinforcement, steel strands, stirrups and Z-shaped joints.

[0237] 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 building comprising standardized load-bearing and protection integrated steel structural components, characterized in that: The standardized load-bearing and protection integrated steel structure component includes: a steel pipe and an outer layer longitudinal reinforcement; the steel pipe is a pipe body with a rectangular cross section; the steel pipe is filled with inner concrete, and the steel pipe is covered with an outer concrete outer layer; the outer layer longitudinal reinforcement is arranged in the outer concrete outer layer and arranged parallel to the steel pipe; the steel pipe and the outer layer longitudinal reinforcement are used to provide resistance for the tensile side of the section under the action of bending moment; it also includes transverse welded reinforcement; the transverse welded reinforcement is arranged perpendicularly to the steel pipe and the outer layer longitudinal reinforcement; the transverse welded reinforcement is arranged between the steel pipe and the outer layer longitudinal reinforcement, and is fixedly connected to the steel pipe or the outer layer longitudinal reinforcement; it also includes stirrups; the stirrups are arranged on the outside of the outer layer longitudinal reinforcement and connected to the outer layer longitudinal reinforcement to form a steel cage; the stirrups are used to cooperate with the steel pipe to provide resistance under the action of shear force; it also includes corner longitudinal reinforcement; the stirrups are rectangular in shape; the corner longitudinal reinforcements are arranged on the inner sides of the four corners of the stirrups; it also includes welded steel plates; the welded steel plates are arranged on the outer surface of the steel pipe , used to strengthen the joint effect of the steel pipe and the outer concrete outer layer when subjected to force; the outer layer longitudinal reinforcement abuts against the end of the welded steel plate, thereby realizing the positioning of the outer layer longitudinal reinforcement; the welded steel plate is connected to the short side wall of the cross section of the steel pipe by means of fillet weld connection; a plurality of welded steel plates are arranged at intervals in height; a slot for embedding the outer layer longitudinal reinforcement is provided at the outer end of the welded steel plate; the slot is a U-shaped slot, which is used to limit the outer layer longitudinal reinforcement and serve as a When the lateral force applied to the steel pipe is perpendicular to the two sides of the U-shaped groove, the welded steel plate can be used as a supporting structure, so that the outer layer longitudinal reinforcement and the steel pipe are subjected to force synchronously, that is, in the horizontal direction, the outer layer longitudinal reinforcement can withstand lateral tension in three directions; or, when the slot is an L-shaped slot and the outer layer longitudinal reinforcement is inserted into the inner side of the bottom of the L-shaped slot, in the horizontal direction, the outer layer longitudinal reinforcement can withstand lateral tension in four directions; or, a shaped steel bar welded mesh is used to replace the outer layer longitudinal reinforcement and stirrups; The building includes: cast-in-place slab-precast column connection nodes, load-bearing-protection integrated precast column splicing nodes, inserted load-bearing-protection integrated precast column component splicing nodes and precast composite beam-precast composite column connection nodes with stirrup structures in the core area that are convenient for construction; The cast-in-place slab-precast column connection node comprises: a steel pipe, a T-shaped steel corbel, a corbel stiffening rib, a floor slab top reinforcement sleeve, a floor slab bottom reinforcement sleeve and a column longitudinal reinforcement; the corbel stiffening rib is arranged on the T-shaped steel corbel; the T-shaped steel corbel is connected to the long side of the steel pipe; the column longitudinal reinforcement abuts against the T-shaped steel corbel and clamps the T-shaped steel corbel together with the steel pipe; the T-shaped steel corbel is fixedly provided with a floor slab bottom reinforcement sleeve, through which the floor slab bottom reinforcement passes; the corbel stiffening rib is fixedly provided with a floor slab top reinforcement sleeve, through which the floor slab top reinforcement passes; The joint node of the load-bearing and protection integrated prefabricated column includes a flange, a flange gasket and a connecting bolt; the two flanges are respectively arranged at the ends of the two columns to be butted, and the flange gasket is arranged between the two flanges and connected by connecting bolts; the flange is wrapped around the outside of the steel pipe and welded to the steel pipe; The inserted type load-bearing and protection integrated prefabricated column component splicing node comprises: transverse reinforcement at the end of the upper column, a sleeve at the end of the lower column, transverse reinforcement on the inner wall of the sleeve and grouting material inside the sleeve; the transverse reinforcement at the end of the upper column is welded to the side wall of the upper column; the sleeve at the end of the lower column is welded and arranged on the side wall of the lower column; the transverse reinforcement on the inner wall of the sleeve is arranged in the sleeve at the end of the lower column; the grouting material inside the sleeve is poured in the sleeve at the end of the lower column; The core area of ​​the prefabricated composite beam-prefabricated composite column connection node includes 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 a pair of the 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 edge of the hoop reinforcement and embrace the column to replace the traditional hoop reinforcement; the upper and lower flange plates of the Z-shaped corbel are respectively welded to the outer ring plate; the Z-shaped corbel is fixedly connected to the Z-shaped joint from the beam end by fasteners.

2. The building according to claim 1, characterized in that The steel pipe is a multi-cavity steel pipe; The cross section of the steel pipe is square; The cavity of each steel pipe is filled with inner concrete.

3. The building according to any one of claims 1-2, characterized in that: It has a column end splicing node, including a first column, a second column, a first connecting ear plate, a second connecting ear plate, a friction type high-strength bolt, and a bolt connection plate; The ends of the first column and the second column are respectively provided with a first connecting ear plate and a second connecting ear plate; The first connecting ear plate and the second connecting ear plate are connected to the corner longitudinal reinforcement; The bolt connection plate is arranged on the first connection ear plate and the second connection ear plate, and is used to connect the first connection ear plate and the second connection ear plate; Screw holes are also provided at relative positions of the first connecting ear plate, the second connecting ear plate and the bolt connecting plate for passing and tightening friction-type high-strength bolts.

4. The building according to claim 3, characterized in that The first connecting ear plate and the second connecting ear plate are arranged in pairs, respectively, with a bolt pad arranged therebetween to prevent the bolts from being damaged.

5. The building according to claim 3, characterized in that The ends of the first column and the second column are respectively provided with a first outer steel plate and a second outer steel plate; The first outer cladding steel plate and the second outer cladding steel plate are respectively welded to the outer cladding longitudinal reinforcements of the first column and the second column; The connection between the first outer steel plate and the second outer steel plate is welded by groove welding.

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