Prefabricated Concrete Beam-Column Steel Joint and Construction Method

Abstract

An assembled concrete beam-column steel joint and construction method. In the steel joint, a steel sleeve is sleeved on the end of a concrete column. A column end rib plate is fixedly arranged at the end of the steel sleeve. A column end connecting plate is welded to the column end rib plate. The column end connecting plate is provided with a shear-resistant groove. The joint core plate is of a cube structure. A joint rib plate is fixedly connected to the surface of the joint core plate facing the column end connecting plate. A joint connecting plate is fixedly connected to the joint rib plate and a shear key is arranged on the side opposite to the joint rib plate. The joint connecting plate is detachably connected to the column end connecting plate and the shear key is fittingly engaged with the shear-resistant groove. A joint H-shaped steel is fixedly connected to the joint core plate. A beam end H-shaped steel is fixedly connected to a beam end plate at the end of a beam. A splicing plate is detachably connected to the joint H-shaped steel and the beam end steel via bolts to connect the beam and the concrete column into a whole. The assembled concrete beam-column steel joint reduces the workload on the construction site and has good anti-explosion and anti-impact performances.

Description

Technical Field

[0001] The present invention relates to the technical field of building engineering assembly, and particularly relates to a steel joint for precast concrete beam-column and a construction method thereof. Background Art

[0002] Precast buildings are an effective guarantee for carbon peak in urban and rural construction and an important direction for realizing building industrialization. Precast structures can effectively save labor and improve construction speed, achieving the goal of energy conservation and emission reduction. The force-bearing of the connection area of concrete beam-column joints is complex, which is an important problem to be solved in the development of precast concrete structures. At present, although a large number of beam-column connection joints have been proposed, they are all proposed from the perspective of shock absorption and isolation, without considering the anti-explosion performance of the structure. There are a small number of connection joints for improving anti-explosion performance, but they require operations such as tensioning prestress and post-casting concrete, which is not conducive to the purpose of rapid construction. At the same time, problems such as prestress relaxation are faced in the later stage of structure operation.

[0003] The above information disclosed in the background art is only used to enhance the understanding of the background of the present invention, and thus may include information that does not constitute the prior art known to those of ordinary skill in the art. Summary of the Invention

[0004] The purpose of the present invention is to provide a steel joint for precast concrete beam-column and a construction method thereof, which have good anti-explosion and anti-impact performance, do not require tensioning prestress and post-casting concrete, and have no defect of prestress relaxation in the later stage of operation.

[0005] In order to achieve the above purpose, the present invention provides the following technical solutions:

[0006] A steel joint for precast concrete beam-column of the present invention includes,

[0007] A steel sleeve, which is sleeved on the end of a concrete column, and a column end rib plate is fixedly arranged at the end of the steel sleeve,

[0008] A column end connecting plate, which is welded to the column end rib plate, and a shear groove is arranged on the column end connecting plate,

[0009] A joint core plate, which has a cubic structure,

[0010] A joint rib plate, which is fixedly connected to the surface of the joint core plate facing the column end connecting plate,

[0011] A joint connecting plate, which is fixedly connected to the joint rib plate and a shear key is arranged on the side opposite to the joint rib plate. The joint connecting plate is detachably connected to the column end connecting plate and the shear key is fittedly engaged with the shear groove,

[0012] A joint H-shaped steel, which is fixedly connected to the joint core plate,

[0013] The H-shaped steel at the beam end is fixedly connected to the beam end plate at the end of the beam.

[0014] The splicing plate is detachably connected to the node H-shaped steel and the beam-end H-shaped steel via bolts to connect the beam and the concrete column into a whole.

[0015] In the described assembled concrete beam-column steel joint, a node diaphragm is provided inside the cubic structure.

[0016] In the described assembled concrete beam-column steel joint, the node core plate, the node diaphragm, the node rib plate, the node connecting plate and the shear key are welded to form a steel joint.

[0017] In the described assembled concrete beam-column steel joint, the column-end rib plate and the column-end connecting plate are welded and connected.

[0018] In the described assembled concrete beam-column steel joint, the connection between the node core plate, the node rib plate and the node connecting plate is welded by full penetration welding.

[0019] In the described assembled concrete beam-column steel joint, the column-end rib plate, the column-end connecting plate, the column-end connecting plate and the column-end steel sleeve are welded and then connected to the steel reinforcement cage to pour concrete to form a concrete column module.

[0020] In the described assembled concrete beam-column steel joint, the beam-end H-shaped steel is welded to the beam end plate and then connected to the beam steel reinforcement cage to pour concrete to form a concrete beam module.

[0021] In the described assembled concrete beam-column steel joint, the node connecting plate is detachably connected to the column-end connecting plate via bolts.

[0022] In the described assembled concrete beam-column steel joint, the assembled concrete beam-column steel joint is a symmetric structure.

[0023] The construction method of the assembled concrete beam-column steel joint includes,

[0024] Step 1: The column-end rib plate, the column-end connecting plate, the column-end connecting plate and the column-end steel sleeve are welded and then connected to the steel reinforcement cage to pour concrete to form a concrete column module;

[0025] Step 2: The beam-end H-shaped steel is welded to the beam end plate and then connected to the beam steel reinforcement cage to pour concrete to form a concrete beam module;

[0026] Step 3: The node core plate, the node rib plate, the node connecting plate and the shear key are welded to form a steel joint;

[0027] Step 4, the node connecting plate is bolted to the column end connecting plate and the shear key is fittingly engaged with the shear groove to connect the steel node to the concrete column module, and the splicing plate is detachably connected to the node H-beam and the beam end H-beam via bolts to connect the steel node to the concrete beam module.

[0028] In the above technical solution, a prefabricated concrete beam-column steel node and a construction method provided by the present invention have the following beneficial effects: It has good blast and impact resistance performance, and there is no need to tension prestress and cast post-poured concrete, and there is no defect of prestress relaxation in the later operation stage. BRIEF DESCRIPTION OF THE DRAWINGS

[0029] In order to more clearly illustrate the technical solutions in the embodiments of the present application or the prior art, the following will briefly introduce the drawings required in the embodiments. Obviously, the drawings in the following description are only some embodiments recorded in the present invention, and those of ordinary skill in the art can also obtain other drawings based on these drawings.

[0030] Figure 1 It is a schematic diagram of the overall structure of the prefabricated concrete beam-column steel node of the present invention;

[0031] Figure 2 It is Figure 1 An enlarged schematic diagram of area A of the prefabricated concrete beam-column steel node of the present invention;

[0032] Figure 3 It is a schematic diagram of the detailed structure of the steel node of the prefabricated concrete beam-column steel node of the present invention;

[0033] Figure 4 It is a schematic diagram of the inside of the steel node of the prefabricated concrete beam-column steel node of the present invention;

[0034] Figure 5 It is Figure 1 An enlarged schematic diagram of area B of the prefabricated concrete beam-column steel node of the present invention;

[0035] Figure 6 It is Figure 1 An enlarged schematic diagram of area C of the prefabricated concrete beam-column steel node of the present invention;

[0036] Figure 7 It is a finite element model diagram of the prefabricated concrete beam-column steel node of the present invention;

[0037] Figure 8 It is for the prefabricated frame structure model of the present invention at 1000 kPa Response diagram under the 5 ms blast load;

[0038] Figure 9 It is for the RC frame structure model at 1000 kPa Response diagram under 5ms blast load;

[0039] Figure 10 For the prefabricated frame structure model of the present invention at 2000 kPa Response diagram under 3ms blast load;

[0040] Figure 11 For the RC frame structure model at 2000 kPa Response diagram under 3ms blast load;

[0041] Figure 12 For the prefabricated frame structure model of the present invention at 4000 kPa Response diagram under 5ms blast load;

[0042] Figure 13 For the RC frame structure model at 4000 kPa Response diagram under 5ms blast load. Detailed implementation manners

[0043] To make the objectives, technical solutions and advantages of the implementation manners of the present invention clearer, the technical solutions in the implementation manners of the present invention will be clearly and completely described below with reference to the accompanying drawings in the implementation manners of the present invention. Apparently, the described implementation manners are some but not all of the implementation manners of the present invention. All other implementation manners obtained by those of ordinary skill in the art based on the implementation manners in the present invention without creative efforts fall within the scope of protection of the present invention.

[0044] Therefore, the following detailed description of the implementation manners of the present invention provided in the drawings is not intended to limit the scope of the claimed present invention, but merely represents selected implementation manners of the present invention. All other implementation manners obtained by those of ordinary skill in the art based on the implementation manners in the present invention without creative efforts fall within the scope of protection of the present invention.

[0045] It should be noted that: similar reference numerals and letters denote similar items in the following drawings. Therefore, once an item is defined in one drawing, it does not need to be further defined and explained in subsequent drawings.

[0046] In the description of the present invention, it should be understood that the orientation or positional relationships indicated by the terms "center", "longitudinal", "transverse", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", etc. are based on the orientation or positional relationships shown in the drawings. These are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the present invention.

[0047] In addition, the terms "first" and "second" are only used for descriptive purposes and should not be construed as indicating or implying relative importance or implicitly specifying the quantity of the indicated technical features. Thus, features defined with "first" and "second" may explicitly or implicitly include one or more of such features. In the description of the present invention, the meaning of "a plurality" is two or more unless otherwise specifically defined.

[0048] In the present invention, unless otherwise clearly defined and limited, the terms such as "mounted", "connected", "connected to", "fixed" should be understood in a broad sense. For example, it may be a fixed connection, a detachable connection, or integrated; it may be directly connected or indirectly connected through an intermediate medium, and it may be the internal communication of two elements or the interaction relationship between 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 circumstances.

[0049] In the present invention, unless otherwise clearly defined and limited, the first feature being "above" or "below" the second feature may include the first and second features being in direct contact, or may include the first and second features not being in direct contact but being in contact through additional features therebetween. Moreover, the first feature being "above", "over" and "on" the second feature includes the first feature being directly above and obliquely above the second feature, or merely indicating that the first feature has a higher horizontal height than the second feature. The first feature being "below", "under" and "beneath" the second feature includes the first feature being directly below and obliquely below the second feature, or merely indicating that the first feature has a lower horizontal height than the second feature.

[0050] In order to enable those skilled in the art to better understand the technical solutions of the present invention, the present invention will be further described in detail below with reference to the drawings.

[0051] See Figure 1-13 As shown, in one embodiment, a prefabricated concrete beam-column steel joint of the present invention includes

[0052] Steel sleeve 4, which is sleeved on the end of the concrete column, and a column end rib plate 15 is fixedly arranged at the end of the steel sleeve 4.

[0053] Column end connecting plate 14, which is welded to the column end rib plate 15, and the column end connecting plate 14 is provided with a shear groove.

[0054] Joint core plate 11, which has a cubic structure.

[0055] Joint rib plate 9, which is fixedly connected to the surface of the joint core plate 11 facing the column end connecting plate 14.

[0056] Joint connecting plate 8, which is fixedly connected to the joint rib plate 9 and a shear key 7 is arranged on the side opposite to the joint rib plate 9. The joint connecting plate 8 is detachably connected to the column end connecting plate 14 and the shear key 7 is fittingly engaged with the shear groove.

[0057] Joint H-shaped steel 6, which is fixedly connected to the joint core plate 11.

[0058] Beam end H-shaped steel 17, which is fixedly connected to the beam end plate 5 at the end of the beam.

[0059] Splicing plate 13, which is detachably connected to the joint H-shaped steel 6 and the beam end H-shaped steel via bolts to connect the beam and the concrete column into a whole.

[0060] In a preferred embodiment of the assembled concrete beam-column steel joint, a joint cross diaphragm 16 is arranged inside the cubic structure.

[0061] In a preferred embodiment of the assembled concrete beam-column steel joint, the joint core plate 11, the joint cross diaphragm 16, the joint rib plate 9, the joint connecting plate 8 and the shear key 7 are welded to form a steel joint.

[0062] In a preferred embodiment of the assembled concrete beam-column steel joint, the column end rib plate 15 and the column end connecting plate 14 are welded and connected.

[0063] In a preferred embodiment of the assembled concrete beam-column steel joint, the connections between the joint core plate 11, the joint rib plate 9 and the joint connecting plate 8 are welded by full penetration welding.

[0064] In a preferred embodiment of the assembled concrete beam-column steel joint, the column end rib plate 15 and the column end connecting plate 14, the column end connecting plate 14 and the column end steel sleeve 4 are welded and then connected to the steel reinforcement cage to pour concrete to form a concrete column module.

[0065] In a preferred embodiment of the assembled concrete beam-column steel joint, the beam end H-shaped steel and the beam end plate 5 are welded and then connected to the beam steel reinforcement cage to pour concrete to form a concrete beam module.

[0066] In a preferred embodiment of the assembled concrete beam-column steel joint described, the joint connecting plate 8 is detachably connected to the column end connecting plate 14 via bolts.

[0067] In a preferred embodiment of the assembled concrete beam-column steel joint described, the assembled concrete beam-column steel joint is a symmetric structure.

[0068] The construction method of the assembled concrete beam-column steel joint includes,

[0069] Step 1, the column end rib plate 15, the column end connecting plate 14, and the column end connecting plate 14 are welded to the column end steel sleeve 4 and then connected to the steel reinforcement cage to pour concrete to form a concrete column module;

[0070] Step 2, the beam end H-shaped steel is welded to the beam end plate 5 and then connected to the beam steel reinforcement cage to pour concrete to form a concrete beam module;

[0071] Step 3, the joint core plate 11 is welded to the joint rib plate 9, and the joint connecting plate 8 is welded to the shear key 7 to form a steel joint;

[0072] Step 4, the joint connecting plate 8 is bolted to the column end connecting plate 14 and the shear key 7 is fittedly engaged with the shear groove to connect the steel joint to the concrete column module, and the splicing plate 13 is detachably connected to the joint H-shaped steel 6 and the beam end H-shaped steel via bolts to connect the steel joint to the concrete beam module.

[0073] In one embodiment, the assembled concrete beam-column steel joint includes a steel joint in the core area of the concrete beam-column. The steel joint in the core area is bolted to the beam using H-shaped steel. There is a beam end plate 5 at the beam end. The steel joint is connected to the column using the joint rib plate 9 and the joint connecting plate 8 via high-strength bolts. The joint connecting plate 8 protrudes the shear key 7, and the shear key 7 is inserted into the shear groove of the column end connecting plate 14. A steel sleeve 4 is sleeved at the column end, and the steel sleeve 4 is connected to the joint rib plate 9 and the joint connecting plate 8. High-strength bolts are used for the connection between the joint connecting plate 8 and the column end connecting plate 14. The steel sleeve 4 at the column end is set in advance during the casting of the reinforced concrete column, and the longitudinal reinforcement is welded to it.

[0074] Preferably, the steel sleeve 4 is connected to the joint rib plate 9. The other end of the joint rib plate 9 is provided with a joint connecting plate 8, and the joint connecting plate 8 is processed to set a shear groove. The joint core plate 11 is connected to the joint rib plate 9. The other end of the joint rib plate 9 is provided with a joint connecting plate 8, and a shear key 7 is provided on the joint connecting plate 8. During assembly, the shear key 7 is inserted into the shear groove, and high-strength bolts are used for the connection between the joint connecting plate 8 and the column end connecting plate 14. The connection between the steel joint and the beam uses H-shaped steel plus high-strength bolts. A splicing plate 13 is provided between the H-shaped steels and is connected by high-strength bolts.

[0075] The H-shaped steel 6 at the node is connected to the H-shaped steel 17 at the beam end by high-strength bolts 12. The number of bolts is calculated according to the bearing capacity requirements, and the application of the pre-tightening force is ensured. Further, the H-shaped steel 6 at the node is provided with bolt holes 10 for mating with the bolts 12.

[0076] During use, the node core plate 11 is welded to the node diaphragm 16, the node rib plate 9, the node connection plate 8 and the shear key 7 to form a complete steel node. The node rib plate 9 and the column end connection plate 14 are welded to the steel sleeve 4 and then connected to the steel reinforcement cage to pour concrete to form a concrete column module. The H-shaped steel at the beam end is welded to the beam end plate 5 and then connected to the beam steel reinforcement cage to pour concrete to form a concrete beam module. Then, during the construction of the building structure, the steel node, the concrete column module and the concrete beam module are assembled integrally by high-strength bolts.

[0077] In one embodiment, the concrete column includes a concrete upper column 1 provided at the top end of the node core plate 11 and a concrete lower column 2 provided at the bottom end of the node core plate 11. The precast reinforced concrete beam 3 is provided on the side of the node core plate 11.

[0078] In one embodiment, the splicing plate 13 includes a web and a flange.

[0079] To illustrate the anti-explosion performance of this node, an assembled structure is formed by this node in cooperation with assembled beams, columns and plates. According to codes such as the "Code for Seismic Design of Buildings" (GB50011-2016) and the "Standard for Design of Steel Structures" (GB 50017-2017), with a seismic fortification intensity of 7 degrees and a site category of II, a finite element model as shown in Figure 7 is established using LS-DYNA. The cross-sectional dimensions, steel bar reinforcements and steel member parameters of each component are shown in Tables 1 to 4.

[0080] Table 1 Dimensions and Reinforcements of Each Component of the Structure

[0081]

[0082] Table 2 Concrete Material Parameters

[0083]

[0084] Table 3 Steel Bar Material Parameters

[0085]

[0086] Table 4 Steel Plate Material Parameters

[0087]

[0088] Using the equal-span frame structure model in the previous section, a finite element model of the RC frame structure is established at the same time, and the dynamic responses of the two structures under different explosion loads are calculated, as shown inFigures 8-13 as shown

[0089] Through the structural response nephogram, it is found that as the explosion load increases, the damage to the structure becomes larger. The damage to the precast structure under different explosion loads is smaller than that of the RC structure. For example, under the explosion load of 4000 kPa at 5 ms, although the precast structure is damaged but does not collapse, while the cast-in-place RC structure undergoes shear failure, resulting in the collapse of the cast-in-place RC structure. The damage assessment method proposed in the previous section was used to evaluate the damage of the two types of frame structures under different explosion loads, and the evaluation results are shown in Table 5. It is found that under the same explosion load, the damage degree of the RC frame structure is greater, indicating that the precast structure formed by the proposed new type of precast joint has better blast resistance performance, and this joint has good blast resistance performance.

[0090] Table 5 Damage degrees of two types of frame structures under different explosion loads

[0091]

[0092] Finally, it should be noted that the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative efforts belong to the scope of protection of the present application.

[0093] Only some exemplary embodiments of the present invention have been described by way of illustration above. Without doubt, for those of ordinary skill in the art, the described embodiments can be modified in various different ways without departing from the spirit and scope of the present invention. Therefore, the above drawings and description are illustrative in nature and should not be construed as limiting the scope of the claims of the present invention.

Claims

1. An assembled concrete beam-column steel joint, characterized in that, It includes, a steel sleeve sleeved on the end of a concrete column, and a column end rib plate fixedly provided at the end of the steel sleeve; a column end connecting plate welded to the column end rib plate, and the column end connecting plate is provided with a shear groove; a joint core plate with a cube structure; a joint rib plate fixedly connected to the surface of the joint core plate facing the column end connecting plate; a joint connecting plate fixedly connected to the joint rib plate and provided with a shear key on the side opposite to the joint rib plate, the joint connecting plate is detachably connected to the column end connecting plate and the shear key is adaptively engaged with the shear groove; a joint H-shaped steel fixedly connected to the joint core plate; a beam end H-shaped steel fixedly connected to a beam end plate at the end of a beam; a splicing plate detachably connected to the joint H-shaped steel and the beam end H-shaped steel via bolts to connect the beam and the concrete column into a whole.

2. The prefabricated concrete beam-column steel joint according to claim 1, wherein, Node diaphragms are provided inside the cube structure.

3. The assembled concrete beam-column steel joint according to claim 2, wherein, The joint core plate, the joint diaphragms, the joint rib plate, the joint connecting plate and the shear key are welded to form a steel joint.

4. A prefabricated concrete beam-column steel joint according to claim 1, characterized in that, The column end rib plate and the column end connecting plate are welded and connected.

5. The prefabricated concrete beam-column steel joint according to claim 1, characterized in that The connections between the joint core plate, the joint rib plate and the joint connecting plate are welded by full penetration welding.

6. The prefabricated concrete beam-column steel joint according to claim 1, wherein The column end rib plate, the column end connecting plate, the column end connecting plate and the column end steel sleeve are welded and then connected to a steel reinforcement cage to pour concrete to form a concrete column module.

7. The prefabricated concrete beam-column steel joint according to claim 1, characterized in that, The beam end H-shaped steel and the beam end plate are welded and then connected to a beam steel reinforcement cage to pour concrete to form a concrete beam module.

8. The prefabricated concrete beam-column steel joint according to claim 1, characterized in that The joint connecting plate is detachably connected to the column end connecting plate via bolts.

9. The prefabricated concrete beam-column steel joint according to claim 1, characterized in that, The prefabricated concrete beam-column steel joint is a symmetric structure.

10. A construction method for an assembled concrete beam-column steel joint according to any one of claims 1-9, characterized in that, It includes, Step 1: The column end rib plate, the column end connecting plate, the column end connecting plate and the column end steel sleeve are welded and then connected to a steel reinforcement cage to pour concrete to form a concrete column module; Step 2: The beam end H-shaped steel and the beam end plate are welded and then connected to a beam steel reinforcement cage to pour concrete to form a concrete beam module; Step 3: The joint core plate, the joint rib plate, the joint connecting plate and the shear key are welded to form a steel joint; Step 4: The joint connecting plate is bolted to the column end connecting plate and the shear key is adaptively engaged with the shear groove to connect the steel joint to the concrete column module, and the splicing plate is detachably connected to the joint H-shaped steel and the beam end H-shaped steel via bolts to connect the steel joint to the concrete beam module.

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