Full-fabricated low-rise building structure system

Abstract

The invention provides a full-fabricated low-rise building structure system, which belongs to the field of fabricated buildings, and comprises full-height concrete corner posts, prefabricated concrete beams, prefabricated concrete upright posts and floor slabs, the full-height concrete corner columns are at least arranged at the house corners of the house structure. The plurality of prefabricated concrete beams are assembled and connected between the full-height concrete corner columns; the multiple prefabricated concrete stand columns are arranged in an interlayer mode and at least hinged to the prefabricated concrete beams to form swing columns. The multiple floor slabs are laid on the prefabricated concrete beams. The prefabricated concrete beams are through, the prefabricated concrete stand columns are arranged in a layered mode according to layers, the prefabricated concrete stand columns are hinged to form the swing column, the prefabricated concrete stand columns only bear axial force and do not bear bending moment, the size of the prefabricated concrete stand columns only needs to be 200 mm * 200 mm, the prefabricated concrete stand columns cannot protrude out of the wall face, and compared with a conventional concrete column needing the 400 * 400 cross section, the cross section can be reduced, and the size of the prefabricated concrete stand columns can be reduced. And the transportation and the installation are convenient.

Description

Technical Field

[0001] The present invention belongs to the field of prefabricated buildings, and particularly relates to a fully prefabricated low-rise house structure system. Background Art

[0002] In China, the annual construction volume of self-built houses in rural areas is huge, but there are generally problems such as poor structural seismic performance, long construction period, difficulty in factory production, and prefabricated construction, which urgently need to be solved.

[0003] The prefabricated low-rise residential structure system generally adopts a brick-concrete structure system, a cast-in-place frame structure system, a steel structure system or a concrete shear wall structure system. A prefabricated house is a house produced in a factory and assembled on site, with a fast construction speed and strong controllability of project quality. Promoting prefabricated buildings in rural areas is an ideal way to improve the construction quality of rural self-built houses and reduce the construction cost of rural self-built houses.

[0004] It should be noted that the existing prefabricated low-rise residential structure system has poor component standardization, troublesome on-site assembly, and a relatively large cross-section of the columns, and the columns will protrude into the indoor space, resulting in poor acceptance by users.

[0005] Therefore, the present invention came into being.

[0006] It should be noted that the information disclosed in the background art of the present invention is only intended to deepen the understanding of the general background art of the present invention, and should not be regarded as an admission or any form of suggestion that this information constitutes the prior art known to those skilled in the art. Summary of the Invention

[0007] The purpose of the present invention is to provide a prefabricated house structure system with a smaller structural cross-section and convenient assembly.

[0008] To this end, the present invention provides a fully prefabricated low-rise house structure system, which is characterized in that it includes: Full-height concrete corner columns, and at least multiple of the full-height concrete corner columns are arranged at the corners of the house structure; Prefabricated concrete beams, and multiple of the prefabricated concrete beams are assembled and connected between the full-height concrete corner columns; Prefabricated concrete columns, and multiple of the prefabricated concrete columns are arranged by floor layer and are at least hinged to the prefabricated concrete beams to form a column structure that does not bear bending moments; the width of the prefabricated concrete columns is not greater than the cross-section width of the prefabricated concrete beams; Floors, and multiple of the floors are laid on the prefabricated concrete beams.

[0009] Preferably, the house structure is at least two floors, and multiple of the prefabricated concrete beams are assembled between the full-height concrete corner columns and are defined as inter-story cross-beam structures and roof cross-beam structures by floor layer.

[0010] Preferably, the precast concrete column is hinged between the interlayer crossbeam structure and the foundation structure; the precast concrete column is hinged between the interlayer crossbeam structure and the roof crossbeam structure.

[0011] Preferably, it further includes a precast concrete intermediate beam; the precast concrete intermediate beam is assembled and connected between the precast concrete beams of the interlayer crossbeam structure; and / or, the precast concrete intermediate beam is assembled and connected between the precast concrete beams of the roof crossbeam structure.

[0012] Preferably, the precast concrete column is hinged between the precast concrete intermediate beam and the foundation structure and is implemented as a door pier column.

[0013] Preferably, an installation plate is fixed at the end of the precast concrete column, and the installation plate extends along the direction of the beam of the building structure to form an installation part for installation.

[0014] Preferably, the precast concrete beam is hingedly assembled and installed on the full-height concrete corner column through a clamping structure; the precast concrete intermediate beam is hingedly assembled and installed on the precast concrete beam through a clamping structure.

[0015] Preferably, the clamping structure includes a clamping key and a clamping groove. The clamping key is buried and fixed on the side parts of the full-height concrete corner column and the precast concrete beam, and the clamping grooves are respectively buried and fixed at the ends of the corresponding precast concrete beam and the precast concrete intermediate beam.

[0016] Preferably, the precast concrete beam is rigidly connected to the full-height concrete corner column by bolt connection through a bracket installation structure; The bracket installation structure includes: An installation bracket, the installation bracket includes a buried plate, a connecting ear plate and a supporting plate; the buried plate is buried and fixed on the full-height concrete corner column through a buried part, the connecting ear plate is fixed on the buried plate, and the supporting plate is fixed on the buried plate and is located below the connecting ear plate; A steel component, the steel component includes an installation vertical plate, a top horizontal plate and a bottom horizontal plate; the installation vertical plate is bolted and perforated with the connecting ear plate and is partially buried in the precast concrete beam, the top horizontal plate is connected to the installation vertical plate and is buried at the position of the top layer of steel bars in the beam of the precast concrete beam, the bottom horizontal plate is connected to the installation vertical plate and is placed on the supporting plate, and the bottom horizontal plate is bolted and perforated with the supporting plate.

[0017] Preferably, the installation vertical plate extends upward to form a reinforcing plate. The reinforcing plate is located above the precast concrete beam but the top surface of the reinforcing plate is lower than the upper surface of the floor slab, and the reinforcing plate is bolted and perforated with the installation vertical plate.

[0018] Preferably, the bottom cross plate is partially embedded in the precast concrete beam and partially rests on the support plate and is installed with the support plate bolts through holes; the width of the portion resting on the support plate is greater than the width of the portion embedded in the precast concrete beam.

[0019] Preferably, it also includes a node casting template, which fixes the bottom of the precast concrete beam and is arranged around the node of the mounting bracket structure to form a casting space at the end of the precast concrete beam.

[0020] The technical effects produced by the above technical solution of the present invention come from one or more of the following combinations: In this application, the precast concrete beams are connected through, and the precast concrete columns are arranged in layers according to the interlayers, and the precast concrete columns are hinged up and down to form swing columns. The precast concrete columns only bear axial force but not bending moment. The size only needs to be 200mm*200mm to withstand the load of a 6-story structure, which is the same as the thickness of 200mm of a conventional wall and will not protrude from the wall. Compared with the conventional concrete frame columns (columns that are not hinged up and down and bear bending moment) with a minimum cross-sectional size of 400mm*400mm protruding from the wall as specified in the specifications, the usage experience is significantly improved.

[0021] Since the beams are not interrupted by columns, for residential structures with small bays, the beams can be made full length, which greatly reduces the number of beams and reduces production and installation costs.

[0022] In general, this structural system utilizes a special frame structure system formed by "corner columns + beams supported by intermediate rocking columns + corner columns" to resist lateral forces such as earthquake forces. It can not only obtain better lateral stiffness, but also greatly simplify the on-site assembly nodes of columns and beams, and has good promotion value.

[0023] Precast concrete columns and precast concrete beams only transmit vertical forces, so the node design is very simple and only requires bolt connection. There is no need for wet work such as grouting or on-site welding.

[0024] The heights of precast concrete columns on the same floor are consistent, so they can be made into pre-produced standard parts, solving the pain point of difficult standardization of components in prefabricated buildings.

[0025] The full-height concrete corner columns avoid the need for seams on each floor, making them easy to produce and install. The full-height concrete corner columns can be pre-produced as standard parts, so that all vertical components in this structural system can be pre-produced, greatly improving the standardization of prefabricated buildings.

[0026] The stiffening plate of the steel component protrudes above the beam, increasing the lever arm and the moment of inertia of the joint; the bottom is placed on the supporting plate and fixed to the supporting plate by bolts, thus forming a stable rigid connection joint. The part of the stiffening plate above the beam top is convenient for arranging more bolts, so that the flexural bearing capacity of the bolt group at the joint can meet the requirement of exceeding the flexural bearing capacity of the concrete beam.

[0027] An innovative all-bolt joint rigid connection method is adopted for the precast concrete beam and the full-height concrete corner column. For the connection between the traditional precast concrete beam and the concrete vertical member, a wet-joint connection joint similar to grouting or a bolt-welding hybrid connection joint is required.

[0028] Compared with the connection method of setting an H-shaped steel joint at the beam end of the concrete beam that emerged in recent years, although the web can be bolt-connected, welding is still required, and the H-shaped steel joint has a long length, a large plate thickness, and a large amount of steel used at the joint. However, this solution realizes the rigid connection joint form of all-bolt connection: The embedded part (including part of the installation vertical plate and the top horizontal plate) at the beam end of the precast concrete beam adopts a "soil" shape inside the beam, and the extended part adopts an inverted "T" shape. The bottom steel bars inside the beam are welded and connected to the side of the bottom horizontal plate of the embedded part, and the top steel bars inside the beam are welded and connected to the steel plate on the side of the vertical plate. The extended part (stiffening plate) of the vertical plate protrudes above the beam top surface and is provided with one row or two rows of bolt holes (multiple rows of bolts can be arranged in the part above the beam surface).

[0029] A vertical installation plate is arranged on the full-height concrete corner column, and a horizontal supporting plate is arranged at the bottom.

[0030] The beneficial effects brought about include: The vertical plate of the inverted "T" - shaped connector protrudes above the precast concrete beam and is lower than the floor top surface, increasing the cross-sectional height of the connecting plate. Therefore, a rigid connection capable of resisting bending moments can be formed only through the vertical bolts, thus creatively solving the problem that wet connection or welding is required at the beam end of the precast concrete beam to form a rigid connection. (For example, the height of the crossbeam of a conventional residential house generally does not exceed 400 mm, while the height of the installation vertical plate can reach 450 mm, and the height of the H-shaped beam end joint is only the beam height of the cross-section - 2 * (steel bar protection thickness + steel bar diameter) = 400 - 2(25 + 20) = 310 mm. Its flexural moment of inertia is large, (450 / 310)^2 = 2.1 times. Therefore, a single-row bolt group formed by 4 M30 high-strength bolts has a flexural bearing capacity greater than that of the precast concrete beam, and the design concept of "strong joint and weak member" can be realized) The bottom horizontal plate of the steel component of the precast concrete beam (generally with a width of 200 mm) is extended and enlarged (the width is still slightly smaller than the beam width), which is convenient for arranging two bolts to form a bolt connection with the supporting plate on the full-height concrete corner column, improving the flexural bearing capacity of the joint.

[0031] The establishment of the bottom plate for the full-height concrete corner column can transfer the vertical shear force of the precast concrete beam and at the same time provide temporary support for the installation of the precast concrete beam. When connecting the cross-beam nodes, there is no need for the crane to work all the time, which greatly shortens the hoisting time of the crane during the installation of the steel beam.

[0032] For the conventional H-shaped steel beam node at the end of the concrete beam, the bottom layer of steel bars is generally welded to the bottom surface of the H-shaped beam bottom plate, while the bottom layer of steel bars of the cross-beam in the present invention is welded to the side surface of the bottom plate (i.e., the bottom cross-plate). This practice not only reduces the width of the bottom cross-plate and the steel consumption, but also reduces the elevation of the bottom cross-plate, which is equivalent to increasing the section height of the steel connection node and further improving the section bending modulus of the steel component.

[0033] The horizontal connecting plate connecting the upper-layer steel bars of the cross-beam does not extend out of the end of the precast concrete beam. Its horizontal force is transmitted to the installation vertical plate through the weld between the top cross-plate and the installation vertical plate, and finally transmitted to the full-height concrete corner column through bolts. The non-extending top cross-plate makes it easier to realize the formwork at the end of the precast concrete beam.

[0034] For a conventional concrete beam with a width of 200 mm, generally 3 steel bars are arranged in the upper layer. The middle steel bar is connected to the vertical plate by grooving on the vertical plate. In addition to solving the connection problem between the middle steel bar and the node in this application, since the steel bar can be welded to the vertical plate on all four sides, the weld length can also be reduced by half.

[0035] Finally, the node is wrapped with high-strength concrete, and the connecting bolts between the beam and the corner column also serve as shear studs for the post-poured concrete. Description of the Drawings

[0036] Figure 1 Shows the structural schematic diagram of the present invention.

[0037] Figure 2 Shows the hinge joint diagram of the precast concrete column and the precast concrete beam in the present invention.

[0038] Figure 3 Shows a connection joint diagram of the precast concrete beam and the precast concrete column in the present invention.

[0039] Figure 4 Shows another connection joint diagram of the precast concrete beam and the precast concrete column in the present invention.

[0040] Figure 5 Shows the steel structure diagram of the precast concrete beam and the precast concrete column in the present invention.

[0041] Figure 6 Shows the enlarged steel structure joint diagram of the precast concrete beam and the precast concrete column in the present invention.

[0042] Figure 7 Shows the structural schematic diagram of the corbel mounting structure in the present invention.

[0043] Figure 8 Shows another structural schematic diagram of the corbel mounting structure in the present invention.

[0044] Figure 9 Shows Figure 8 the structural schematic diagram of the steel structure in

[0045] Figure 10 Shows the side view of the present invention. Detailed implementation manners

[0046] The following description is provided to enable those skilled in the art to implement and use the present invention and incorporate it into a specific application background. Various variations and various uses in different applications will be readily apparent to those skilled in the art, and the general principles defined herein can be applied to a wide range of embodiments. Thus, the present invention is not limited to the embodiments given herein, but should be accorded the broadest scope consistent with the principles and novel features disclosed herein.

[0047] In the following detailed description, numerous specific details are set forth to provide a more thorough understanding of the present invention. However, it will be apparent to those skilled in the art that the practice of the present invention may not be limited to these specific details. In other words, well-known structures and devices are shown in block diagram form without detailed display to avoid obscuring the present invention.

[0048] Readers are directed to all documents and literature that are filed simultaneously with this specification and are open to public inspection of this specification, and the contents of all such documents and literature are incorporated herein by reference. Unless otherwise directly stated, all features disclosed in this specification (including any appended claims, abstract, and drawings) may be replaced by alternative features serving the same, equivalent, or similar purpose. Thus, unless otherwise expressly stated, each feature disclosed is only an example of a group of equivalent or similar features.

[0049] Note that, where used, the signs vertical, horizontal, left, right, front, rear, top, bottom, positive, negative, clockwise, and counterclockwise are used solely for convenience and do not imply any specific fixed direction. In fact, they are used to reflect the relative positions and / or directions between various parts of an object. Additionally, the terms "first" and "second" are used only for descriptive purposes and should not be construed as indicating or implying relative importance.

[0050] In the description of the present invention, it should be noted that unless otherwise clearly specified and limited, the terms "installed", "connected", and "joined" 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; it can be directly connected, or indirectly connected through an intermediate medium, and it can be the communication inside two components. 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.

[0051] Note that when used, "furthermore", "preferably", "even further", and "more preferably" are simply the beginnings of the description of another embodiment based on the foregoing embodiments. The content following the "furthermore", "preferably", "even further", or "more preferably" in combination with the foregoing embodiments constitutes a complete composition of another embodiment. The components that can be arbitrarily combined among several "furthermore", "preferably", "even further", or "more preferably" settings following the same embodiment form another embodiment.

[0052] The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments. Note that the aspects described below in combination with the accompanying drawings and specific embodiments are merely exemplary and should not be construed as imposing any limitation on the protection scope of the present invention.

[0053] Application Overview: In the structural design methods of various countries, due to the very complex structural analysis of semi-rigid joints, most joints are either assumed to be rigid joints or assumed to be hinged joints. Theoretically, the stiffness of any joint is a semi-rigid joint between the two. The conventional assumption is that when the stiffness of the joint is very large, it is approximately determined to be a rigid joint, and when the stiffness of the joint is very small, it is determined to be a hinged joint, and the rest are semi-rigid joints.

[0054] For this determination method, reference can be made to Chapter 5 (Steel Structure Design) of European Code EN1993-1-8 and Chapter B3 of American Code AISC360; there is also a similar determination method in China. "Technical Specification for Steel Structures with End-Plate Semi-Rigid Connections" CECS260-2009 also has relevant descriptions. To achieve a rigid connection, higher requirements are imposed on the joint plate and stiffeners. For example, for a pure end-plate joint without stiffeners, the thickness of the end plate needs to be thick enough to achieve a rigid connection. "Technical Specification for Steel Frame Buildings with Laminated Assembled Bracings" T / CECS 598-2019 also clearly states in the description of Article 5.4.1 that the end-plate connection can be designed as a hinged joint. The following papers also give the judgment methods for whether the end-plate connection joint is regarded as a rigid joint, a hinged joint, or a semi-rigid joint (judged according to the M-θ curve of moment-rotation. When a relatively small moment can achieve a relatively large rotation, it is regarded as a hinged joint).

[0055] Therefore, determining it to be a hinged joint when the stiffness is very small is common sense in steel structure design and a prerequisite for understanding this application.

[0056] Exemplary fully prefabricated low-rise housing structure system: Please refer to Figures 1 to 6 , where Figure 5 、 Figure 6 、 Figure 7 and Figure 9 The concrete part of the precast concrete beam 2 is eliminated, and the structural schematic diagram of the corbel installation structure 6 is shown. Among them, Figure 7 and Figure 9 show installation vertical plates of different shapes.

[0057] This embodiment provides a fully prefabricated low-rise housing structure system, including a full-height concrete corner column 1, a precast concrete beam 2, a precast concrete column 3, and a floor slab; among them, multiple full-height concrete corner columns 1 are arranged at least at the corners of the housing structure; multiple precast concrete beams 2 are assembled and connected between the full-height concrete corner columns 1; multiple precast concrete columns 3 are arranged by floor layer and are at least hinged to the precast concrete beam 2 to form a column structure that does not bear bending moment; multiple floor slabs are laid on the precast concrete beam 2.

[0058] It should be noted that, for the sake of clearly showing the housing structure system in this embodiment, the specific illustration of the floor slab is not given, but in Figure 10 its position is shown in the form of a dotted line. Although it constitutes an essential part of this embodiment, it is not the core creative point. Even without illustration, those skilled in the art should be able to know that it is laid on the precast concrete beam 2 and the precast concrete intermediate beam described later. As for the floor slab, it is preferably implemented as a non-removable composite floor slab, which most conforms to the requirements and characteristics of prefabrication. Since it is prior art, it will not be elaborated here.

[0059] As a preferred embodiment of this embodiment, please refer to Figure 1 , the housing structure is at least two floors, and multiple precast concrete beams 2 are assembled between the full-height concrete corner columns 1; it is defined as an inter-story cross-beam structure 2a and a roof cross-beam structure 2b by floor layer. It can also be three floors, then the inter-story cross-beam structure 2a is two floors, and so on.

[0060] It should be noted that the housing structure can also be one floor, then multiple precast concrete beams 2 are assembled between the full-height concrete corner columns 1 and are defined as the roof cross-beam structure 2b.

[0061] Specifically, please refer to Figure 1 , a part of the precast concrete columns 3 are hinged between the inter-story cross-beam structure 2a and the foundation structure 5, which is the column support of the first-floor housing structure. A part of the precast concrete columns 3 are hinged between the inter-story cross-beam structure 2a and the roof cross-beam structure 2b, which is the column support of the second-floor housing structure.

[0062] Furthermore, when the span of the building structure is relatively large, in order to facilitate the layout of the floor slabs, this embodiment further includes a precast concrete intermediate beam 4, and its installation methods include the following: When the structure is two-story, a part of this precast concrete intermediate beam 4 is assembled and connected between the precast concrete beams 2 of the inter-story cross beam structure 2a; and a part of the precast concrete intermediate beam 4 is assembled and connected between the precast concrete beams 2 of the roof cross beam structure 2b; when the structure is one-story, a part of the precast concrete intermediate beam 4 can be assembled and connected between the precast concrete beams 2 of the roof cross beam structure 2b.

[0063] Similarly, when the span of the building structure is relatively large, a full-height concrete corner column 1 can be added at the middle corner of the building structure to increase stability. For example, the corner of a room, etc., can be increased appropriately according to requirements.

[0064] Furthermore, please refer to Figure 1 , when the precast concrete column 3 is hinged between the precast concrete intermediate beam 4 and the foundation structure 5, the precast concrete column 3 can be implemented as a door pier column 3a at the same time. The door pier column 3a is defined as the installation carrier of the door frame during decoration and provides installation strength support for the door frame.

[0065] Regardless of the number of floors of the building structure, the connection method between the precast concrete column 3 and the precast concrete beam 2 or the foundation structure 5 is hinged. Specifically, please refer to Figure 1 and Figure 2 , an installation plate 8 is fixed at the end of the precast concrete column 3, and the installation plate 8 extends along the beam direction of the building structure to form an installation part 81 for installation. Preferably, the installation part 81 is the extension of the plate body of the installation plate 8, and is provided with screw holes, which can be connected by fixing bolts; it only extends in the beam direction, and is flush with the end of the precast concrete column 3 in the direction perpendicular to the beam, without forming a "convex beam and convex column" structure, and the two form a hinged form that does not transfer bending moment.

[0066] The connection method between the precast concrete beam 2 and the full-height concrete corner column 1 can be in various prefabricated forms; or, this assembly method can also be adopted between the precast concrete intermediate beam 4 and the precast concrete beam 2. This embodiment takes the connection node between the precast concrete beam 2 and the full-height concrete corner column 1 as an example for description and provides two implementation methods: One. Please refer to Figure 4, the precast concrete beam 2 is assembled and installed on the full-height concrete corner column 1 through a clamping structure; specifically, the clamping structure includes a clamping key 71 and a clamping groove 72, and the clamping key 71 and the clamping groove 72 are respectively embedded and fixed in the precast concrete beam 2 and the full-height concrete corner column 1. Both the clamping key 71 and the clamping groove 72 are metal plates. The clamping key 71 can be set as a metal box structure, and the clamping groove 72 can be a concave structure; they can be clamped and adapted to each other. The precast concrete beam 2 is a steel-concrete structure with structural steel bars inside and is integrally formed by concrete coating. When the clamping groove 72 is provided on the precast concrete beam 2, a matching groove is formed in the concrete beam, and the clamping groove 72 is embedded or partially buried in the concrete; the clamping key 71 is fixed to the full-height concrete corner column 1 through embedded parts (steel bars). Further, a notch 20 is opened on the side of the precast concrete beam 2 to facilitate the installation of the clamping key 71 and the clamping groove 72 through bolts 63 from here for further assembly and fixation. Similarly, the clamping key 71 and the clamping groove 72 can also be respectively embedded and fixed at the ends of the corresponding precast concrete beam and the precast concrete intermediate beam.

[0067] II. Please combine Figure 3 , Figure 5 and Figure 6 , Figure 7 , the precast concrete beam 2 is assembled and installed on the full-height concrete corner column 1 through a bracket installation structure 6; the bracket installation structure 6 includes an installation bracket 61 and a steel component 62. Specifically, the installation bracket 61 includes a buried plate 611, a connecting ear plate 612, and a supporting plate 613; the buried plate 611 is embedded and fixed to the full-height concrete corner column 1 through an embedded part 610 (which can be implemented as a structure such as a steel bar), the connecting ear plate 612 is fixed to the buried plate 611, and the supporting plate 613 is fixed to the buried plate 611 and is located below the connecting ear plate 612; the steel component 62 includes an installation vertical plate 621, a top cross plate 623, and a bottom cross plate 622; among them, the installation vertical plate 621 and the connecting ear plate 612 are installed through the bolt 63 by perforation and are partially buried in the precast concrete beam 2, the top cross plate 623 is connected to the installation vertical plate 621 and is buried in the precast concrete beam 2 near the top surface, the bottom cross plate 622 is connected to the installation vertical plate 621 and is placed on the supporting plate 613, and the bottom cross plate 622 and the supporting plate 613 are installed through the bolt 63 by perforation.

[0068] Further, when the second structure is adopted, please combine Figure 7 and Figure 10 , the installation vertical plate 621 extends upward to form a reinforcing plate 624. The reinforcing plate 624 is located above the precast concrete beam 2 but the elevation is lower than the upper surface of the floor slab (floor slab layer 70). The reinforcing plate 624 and the installation vertical plate 621 are installed through the bolt 63 by perforation. The bottom cross plate 622 is partially buried in the precast concrete beam 2, partially placed on the supporting plate 613 and is installed through the bolt 63 by perforation with the supporting plate 613; the plate width of the part placed on the supporting plate 613 is greater than the plate width of the part buried in the precast concrete beam 2. Preferably, please combine Figure 8 andFigure 9 , the reinforcing plate 624 can be selected as trapezoidal ( Figure 7 as shown) or rectangular ( Figure 9 as shown); the installation vertical plate 621 can form a through hole 6210 inside the beam for concrete filling to form the connection effect on both sides of the plate. When the reinforcing plate 624 is rectangular ( Figure 9 as shown), the connecting ear plate is L-shaped.

[0069] In the above-mentioned bracket installation structure, the enlarged space at the top of the joint formed by utilizing the plate thickness can determine the width at the top of the joint plate according to the bending moment of the concrete beam so as to facilitate the arrangement of sufficient bolts to enable the bolt group to reach sufficient flexural bearing capacity.

[0070] Furthermore, at the joint of the beam and column, formwork is erected and concrete is poured to wrap and protect the steel joint. Specifically, please combine Figure 8 and Figure 9 , this embodiment further includes a joint pouring formwork 9, which is fixed to the bottom of the beam of the precast concrete beam 2 and surrounds the joint of the installation bracket structure 6 to form a pouring space at the beam end of the precast concrete beam. Preferably, the joint pouring formwork 9 is a Figure 9 U-shaped plate as shown, and it can be fixed to the concrete at the beam end by bolts or screws, eliminating the need for bottom support of the formwork.

[0071] Compared with the connection method of setting an H-shaped steel joint at the beam end of the concrete beam that emerged in recent years, although the web can be connected by bolts 63, the H-shaped steel flange still needs to be welded, and the H-shaped steel joint has a long length, a large plate thickness, and a large amount of steel used at the joint. While this solution realizes a rigid joint form with all-bolt 63 connections: 1. The buried part (including the installation vertical plate 621 and the top transverse plate 623) at the beam end of the precast concrete beam 2 adopts a "soil" shape inside the beam, and the extended part adopts an inverted "T" shape. The bottom layer steel bars 212 inside the beam are welded and connected to the side of the bottom transverse plate 622, and the top layer steel bars 211 inside the beam are welded and connected to the side or the side of the installation vertical plate 621. The extended part (reinforcing plate) of the vertical plate is higher than the beam top surface, and one or two rows of bolt holes are opened.

[0072] 2. Connecting ear plates are provided on the full-height concrete corner column, and a horizontal supporting plate is provided at the bottom.

[0073] In this embodiment, the full-height concrete corner column 1 adopts a steel-concrete precast structure and can be integrally formed in the factory. Its structure itself is a common precast component, so no redundant description is made.

[0074] In this embodiment, for the sake of clear display in the drawings, the bolts 63 are not specifically marked, nor are the bolt holes and the like. However, as an ordinary person skilled in the art, after clearly describing the connection methods of each node above, the positions of the bolts 63 should be directly obtained from the drawings or combined with common sense. Further, in this embodiment, only the schematic diagrams of one or two nodes of the beam and column are given in the drawings, which does not represent a limitation to this embodiment.

[0075] Advantages of this technical solution: In this application, the precast concrete beam 2 runs through, while the precast concrete columns 3 are arranged in layers by floor. And the precast concrete columns 3 form sway columns through upper and lower hinges. The precast concrete columns 3 only bear axial forces and do not bear bending moments. With a size of only 200mm * 200mm, they can bear the loads of 6 floors, which is the same as the thickness of a conventional wall of 200mm and will not protrude from the wall surface. Compared with the conventional concrete frame columns (with bending moments in the columns) where the cross-section of 400 mm * 400 mm is required by the code to protrude from the wall surface, the user experience is significantly improved.

[0076] Since the beam is not interrupted by the column, for the residential structure with small bays, the beam can be made continuous, greatly reducing the number of beams and lowering the production and installation costs.

[0077] Overall, this structural system uses a special frame structural system formed by "corner columns + cross beams supported by intermediate sway columns + corner columns" to resist lateral forces such as seismic forces. It can not only obtain good lateral stiffness but also greatly simplify the on-site assembly joints between columns and beams, having good promotion value.

[0078] The precast concrete columns 3 and the precast concrete beam 2 only transfer vertical forces. Therefore, the joint design is very simple, only requiring connection by bolts 63, without wet operations such as grouting, nor on-site welding.

[0079] The precast concrete columns 3 on the same floor have the same height, so they can be made into prefabricated standard parts, solving the pain point of difficult standardization of components in prefabricated buildings.

[0080] The full-height concrete corner columns 3 avoid setting joints on each floor, facilitating production and installation. The full-height concrete corner columns 1 can be prefabricated as standard parts. Thus, all the vertical components in this structural system can be prefabricated, greatly improving the standardization degree of prefabricated buildings.

[0081] The stiffening plate 624 of the steel component is higher than the beam, facilitating the arrangement of multiple bolts, increasing the joint moment arm and the flexural moment of inertia; the bottom is placed on the supporting plate and fixed to the supporting plate by bolts 63, thus forming a stable rigid connection joint.

[0082] The precast concrete beam 2 and the full-height concrete corner column 1 adopt an innovative rigid connection method with all-bolt 63 joints. For the connection between traditional precast concrete beams and concrete vertical components, wet-joint connection joints similar to grouting are required, or on-site welding is needed.

[0083] Compared with the connection method of setting H-shaped steel joints at the beam ends of concrete beams that emerged in recent years, although the web can be connected by bolts 63, welding is still required. Moreover, the H-shaped steel joint has a long length, a large plate thickness, and a large amount of steel used for the joint. However, this solution realizes a rigid joint form with all-bolt 63 connections: 1. Please refer to Figure 7 , for the embedded part at the beam end of the precast concrete beam 2 (including part of the installation vertical plate 621 and the top horizontal plate 623), the "soil" shape is adopted inside the beam, and the inverted "T" shape is adopted for the extended part. The bottom layer of steel bars 212 in the beam is welded and connected to the side of the bottom horizontal plate 622, and the top layer of steel bars 211 in the beam is welded and connected to the side of the installation vertical plate 621. The extended part of the vertical plate (reinforcement plate 624) is higher than the beam top surface, and one or two rows of bolt holes are opened.

[0084] 2. Connection ear plates are set on the full-height concrete corner column, and a horizontal support plate is set at the bottom.

[0085] This application also records that the precast concrete columns 3 are set in layers according to the story height, and the precast concrete columns 3 form a sway column through upper and lower hinges. The precast concrete columns 3 only bear axial force and do not bear bending moment. The size only needs to be 200mm * 200mm to bear the load of 6 floors, which is the same as the thickness of the conventional wall of 200mm and will not protrude from the wall surface. Compared with the conventional concrete frame column (with bending moment in the column) where the cross-section protruding from the wall surface is required to be 400 mm * 400 mm according to the code, the user experience is significantly improved.

[0086] Regarding the problem of stiffness judgment for the end plate connection joint, it is described as follows: We calculate the ratio of the out-of-plane flexural stiffness of a steel plate (installation plate 8) with a thickness of 10 mm and a width of 200 mm to the cross-section flexural stiffness of a C30 square concrete column (precast concrete column 3) with a size of 200mm×200mm: The cross-section flexural stiffness is the product of EI (E is the material elastic modulus, and I is the cross-section moment of inertia). The stiffness ratio is calculated through the following steps: 1) Calculation of the flexural stiffness of the steel plate Parameter setting: Thickness h = 10 mm Width b = 200 mm Elastic modulus Es = 206GPa = 206,000 N / mm2 Calculation of the cross-section moment of inertia: Is = bh3 / 12 = 200×103 / 12 ≈ 16667 mm4 Flexural stiffness result: EsIs = 206,000×16667 = 3.43×109 N·mm2 2) Calculation of flexural stiffness of C30 concrete column Parameter setting: Section size 200 mm × 200 mm Elastic modulus Ec = 30 GPa = 30,000 N / mm2 Calculation of moment of inertia of section: Ic = bh3 / 12 = 200*2003 / 12 = 1.33×108 mm4 Flexural stiffness result: EcIc = 30,000×1.33×108 = 4.0×1012 N·mm2 The stiffness ratio of the column to the end plate is: EcIc / EsIs = 4.0×1012 / 3.43×109 ≈ 1165

[0087] The sectional flexural stiffness of the concrete column is 1165 times that of the steel plate section, indicating that the flexural stiffness of the concrete column is much higher than that of the steel plate. Therefore, the end plate can hardly restrict the rotation of the column, and the restraint at the end of the column is almost close to hinge connection. Therefore, it can be regarded as a hinge connection in engineering.

[0088] The beneficial effects brought about include: 1. The connecting ear plate of the inverted "T" - shaped connector (connecting ear plate 612 and supporting plate 613) is higher than the precast concrete beam 2 and lower than the top surface of the floor slab (the top surface of the floor slab layer 70), increasing the sectional height of the connecting plate. Therefore, a rigid connection capable of resisting bending moment can be formed only through the vertically arranged bolts 63, thus creatively solving the problem that wet connection or welding is required at the beam end of the precast concrete beam 2 to form a rigid connection. (For example, the height of a conventional civil house cross - beam is generally not more than 400 mm, while the height of the installed vertical plate can reach 450 mm, and the height of the H - type beam end node is only the sectional beam height - 2*(steel bar cover thickness + steel bar diameter) = 400 - 2(25 + 20) = 310 mm. Its flexural moment of inertia is large, (450 / 310)2 = 2.1 times. Therefore, a single - row bolt 63 group formed by 4 M30 high - strength bolts 63 has a flexural bearing capacity greater than that of the precast concrete beam, and the design concept of "strong joint and weak member" can be realized); 2. After the bottom cross - plate of the steel component in the precast concrete beam (generally with a width of 200 mm or 250 mm) extends outwards and expands (the width is still slightly less than the beam width), it is convenient to set two bolts 63 to form a bolt 63 connection with the supporting plate on the full - height concrete corner column, improving the flexural bearing capacity of the joint.

[0089] 3. The establishment of the bottom plate 613 at the bottom of the full-height concrete corner column 1 can transfer the vertical shear force of the precast concrete beam 2 and at the same time provide temporary support for the installation of the precast concrete beam 2. When connecting the crossbeam nodes, there is no need for the crane to work continuously, which greatly shortens the hoisting time of the crane during the installation of the steel beam.

[0090] 4. For the H-shaped steel beam node at the end of the conventional concrete beam, the bottom layer steel bars 212 are generally welded to the bottom surface of the bottom plate of the H-shaped beam, while the bottom layer steel bars 212 of the crossbeam of the present invention are welded to the side surface of the bottom plate (i.e., the bottom transverse plate 622). This approach not only reduces the width of the bottom transverse plate 622 and thus reduces the steel consumption, but also reduces the elevation of the bottom transverse plate 622, which is equivalent to increasing the cross-sectional height of the steel connection node, further enhancing the cross-sectional flexural modulus of the steel component.

[0091] 5. The top transverse plate 623 connecting the upper layer steel bars of the crossbeam does not extend out of the end of the precast concrete beam 3. Its horizontal force is transmitted to the installation vertical plate 621 through the weld between the top transverse plate 623 and the installation vertical plate, and finally transmitted to the full-height concrete corner column 2 through the bolt 63. The non-extending top transverse plate 623 makes it easier to realize the formwork at the end of the precast concrete beam 3.

[0092] 6. For a conventional concrete beam with a width of 200 mm, generally 3 steel bars are arranged in the upper layer. The middle steel bar 2110 is connected to the installation vertical plate 621 by grooving on the installation vertical plate 621. In addition to solving the connection problem between the middle steel bar 2110 and the node, since the steel bar can be welded to the vertical plate on all four sides in this application, the weld length can also be reduced by half.

[0093] 7. Finally, the node is wrapped with high-strength concrete to form a ring beam, and the connection bolt 63 between the beam and the corner column also serves as the shear stud for the post-poured concrete.

[0094] Furthermore, the present invention has been described in detail with reference to the embodiments in the accompanying drawings. Those of ordinary skill in the art can make various variations to the present invention according to the above description. Therefore, some details in the embodiments should not constitute a limitation to the present invention, and the protection scope of the present invention will be defined by the scope of the appended claims.

Claims

1. A fully prefabricated low-rise housing structure system, characterized in that, Comprising: Full-height concrete corner columns, with multiple full-height concrete corner columns arranged at least at the corners of the building structure; Prefabricated concrete beams, with multiple prefabricated concrete beams assembled and connected between the full-height concrete corner columns; Prefabricated concrete columns, with multiple prefabricated concrete columns arranged by floor and at least hinged to the prefabricated concrete beams to form a column structure that does not bear bending moments; the width of the prefabricated concrete columns is not greater than the cross-sectional width of the prefabricated concrete beams; Floor slabs, with multiple floor slabs laid on the prefabricated concrete beams.

2. The fully prefabricated low-rise housing structure system according to claim 1, characterized in that: The building structure has at least two floors, and multiple prefabricated concrete beams are assembled between the full-height concrete corner columns and are defined as intermediate floor beam structures and roof beam structures by floor.

3. The fully prefabricated low-rise housing structure system according to claim 2, characterized in that: The prefabricated concrete columns are hinged between the intermediate floor beam structure and the foundation structure; the prefabricated concrete columns are hinged between the intermediate floor beam structure and the roof beam structure.

4. The fully prefabricated low-rise housing structure system according to claim 2, characterized in that: It further includes prefabricated concrete intermediate beams; the prefabricated concrete intermediate beams are assembled and connected between the prefabricated concrete beams of the intermediate floor beam structure; and / or, the prefabricated concrete intermediate beams are assembled and connected between the prefabricated concrete beams of the roof beam structure.

5. The fully prefabricated low-rise housing structure system according to claim 4, characterized in that: The prefabricated concrete columns are hinged between the prefabricated concrete intermediate beams and the foundation structure and are implemented as door jamb columns.

6. The fully prefabricated low-rise housing structure system according to claim 4, characterized in that: An installation plate is fixed at the end of the prefabricated concrete column, and the installation plate extends along the beam direction of the building structure to form an installation part for installation.

7. The fully prefabricated low-rise housing structure system according to claim 4, wherein: The prefabricated concrete beams are hinged and assembled to the full-height concrete corner columns through a clamping structure; the prefabricated concrete intermediate beams are hinged and assembled to the prefabricated concrete beams through a clamping structure.

8. The fully prefabricated low-rise housing structure system according to claim 7, characterized in that: The clamping structure includes a clamping key and a clamping groove. The clamping key is embedded and fixed on the sides of the full-height concrete corner columns and the prefabricated concrete beams, and the clamping grooves are respectively embedded and fixed at the ends of the corresponding prefabricated concrete beams and the prefabricated concrete intermediate beams.

9. The fully prefabricated low-rise housing structure system according to claim 1, characterized in that: The prefabricated concrete beams are rigidly connected to the full-height concrete corner columns by bolt connection through a corbel installation structure; The corbel installation structure includes: An installation corbel, which includes an embedded plate, a connecting ear plate, and a supporting plate; the embedded plate is embedded and fixed to the full-height concrete corner column through an embedded part, the connecting ear plate is fixed to the embedded plate, and the supporting plate is fixed to the embedded plate and is located below the connecting ear plate; A steel component, which includes an installation vertical plate, a top horizontal plate, and a bottom horizontal plate; the installation vertical plate is bolt-perforated and installed with the connecting ear plate and is partially embedded in the prefabricated concrete beam, the top horizontal plate is connected to the installation vertical plate and is embedded in the position of the top-layer steel bars in the beam of the prefabricated concrete beam, and the bottom horizontal plate is connected to the installation vertical plate and is placed on the supporting plate.

10. The fully prefabricated low-rise building structure system according to claim 9, wherein: The installation vertical plate extends upward to form a reinforcement plate, the reinforcement plate is located above the prefabricated concrete beam but at a level lower than the upper surface of the floor slab, and the reinforcement plate is bolt-perforated and installed with the installation vertical plate.

11. The fully prefabricated low-rise building structure system according to claim 10, wherein: The bottom horizontal plate is partially embedded in the precast concrete beam, and partially rests on the supporting plate and is bolted and perforated to the supporting plate; the width of the part resting on the supporting plate is greater than the width of the part embedded in the precast concrete beam.

12. The fully prefabricated low-rise housing structure system according to claim 9, wherein: It further includes a joint casting formwork, which is fixed to the bottom of the precast concrete beam and surrounds the joint of the installation bracket structure to form a casting space at the beam end of the precast concrete beam.

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