Box type connecting system suitable for ceramsite concrete wall-plate-wall joint

Abstract

The invention discloses a wall-plate-wall joint box type connecting system suitable for a ceramsite concrete dense rib plate fabricated structure. According to the system, a three-way integrated steel node core part is pre-buried in a floor slab and is a hollow steel pipe or a steel box body penetrating through the thickness of the floor slab in the vertical direction, long screws are arranged in the three-way integrated steel node core part, and the two ends of the three-way integrated steel node core part extend into upper and lower wall body core areas in the horizontal direction to form an overall force transmission unit. The wall sleeves, the floor slab through holes and the steel node points are arranged according to the unified modulus, and the node force arm and rigidity are cooperatively designed through the section of the steel node points and the floor slab thickness. The steel node points are preferentially arranged at the rib column position of the dense rib plate. Wall-box type connection, floor through holes and butt joint of the upper wall and the lower wall are integrated into the prefabricated steel node system, the assembly procedure can be remarkably simplified, the shear force and pull pressure transmission path can be defined, preset bending shear control and rotation capacity can be achieved conveniently, and assembly integrity and anti-seismic performance are improved.

Description

Technical Field

[0001] This invention relates to the field of prefabricated concrete structure technology, specifically to a wall-panel-wall joint box connection system and its construction and assembly method applicable to ceramsite concrete ribbed slabs and composite wall panel systems, belonging to the improved technology of building industrialization and prefabricated assembly structure joint construction. Background Technology

[0002] With the development of prefabricated concrete buildings, the composite system of precast wall panels-floor slabs-wall panels is widely used in residential and public buildings. Joint connections are a crucial aspect of this system, directly affecting the structural integrity and seismic safety. Existing research has explored various connection methods for precast wall panels, including bolted connections, grouted sleeve connections, and steel frame-concrete composite joints, and investigated the mechanical properties and seismic performance of lightweight or ceramsite concrete wall panels and floor slabs.

[0003] In existing engineering practices, ribbed slabs made of expanded clay aggregate concrete and lightweight composite wall panels often adopt the following types of wall-panel-wall joint forms:

[0004] 1. Wall-to-ground beam sleeve + box-type connection node

[0005] The lower wall or foundation beam ends are pre-embedded with sleeves and box-type steel components, and the wall panels are connected to the foundation by vertical steel bars, grouting or short bolts; the upper wall-panel-wall connection mostly relies on floor slab support and cast-in-place structural ring beams to achieve integrity.

[0006] 2. Long threaded rod connection node for through-hole in floor slab

[0007] Through holes are reserved in the ribs or solid areas of the precast floor slab. During construction, long threaded rods that penetrate the upper and lower walls are anchored to the pre-embedded steel plates or connectors in the wall to form a vertical tie path. Shear force is often transmitted mainly through friction of the concrete contact surface, shear pins, or local reinforcement.

[0008] 3. Wall-to-wall box connection nodes only

[0009] Box-type steel components or steel beams are pre-embedded at the ends of the upper and lower wall panels. The floor slab is simply supported on the wall as a vertical load-bearing component. The overall constraint between the upper and lower walls mainly relies on the insertion of box-type steel components and bolt connection.

[0010] The above methods can meet the basic stress and construction requirements under their respective working conditions, but they have the following common problems:

[0011] 1. The force paths at the nodes are dispersed, making it difficult to design a unified failure mode.

[0012] When using the combination of "wall-to-ground beam sleeve + box connection" and "long threaded rod through floor slab", the vertical tensile force is mostly transmitted through the long threaded rod or vertical steel bar, while the shear force is transmitted through the concrete compression zone at the end of the floor slab, the in-plane steel bar, or the friction of the wall-to-slab contact surface. The force paths in the joint are intersecting and separated, making it difficult to control the bending moment, shear force, and axial force through a unified core component. This makes it difficult for designers to accurately control the bending-shear ratio and rotation capacity of the joint.

[0013] 2. The connecting components are relatively independent, the assembly processes are scattered, and the cumulative error is large.

[0014] In traditional solutions, wall-to-wall box connections, floor slab through holes, and upper and lower wall connections are often arranged and operated independently in the factory and on site. On site, multiple positioning, drilling or alignment, long screw insertion, sleeve grouting, and high-strength bolt tightening are required, which can easily lead to cumulative installation deviations and affect the geometric accuracy and mechanical performance stability of the nodes.

[0015] 3. It is difficult to balance assembly efficiency, thermal insulation performance, and joint stiffness.

[0016] For ribbed expanded clay concrete slabs and composite wall panels, lightweight infill materials are typically used in non-load-bearing areas to reduce weight and improve thermal insulation performance. When joint steel components and long bolts are distributed in the lightweight infill layer, thermal bridges are easily formed, which is detrimental to building energy conservation requirements. At the same time, arranging multiple connectors simultaneously within a limited cross-section leads to construction congestion and complex rebar splicing, which also increases potential quality risks.

[0017] 4. Lack of dedicated integrated nodes for ribbed lightweight aggregate concrete slabs

[0018] Existing research mainly focuses on the joints of ordinary precast concrete wall panels, while there is relatively little research on the three-dimensional integrated joints between lightweight ceramsite concrete ribbed floor slabs and composite wall panels. There is no mature technical solution that integrates floor slab through holes, vertical long bolts and wall box-type connection steel boxes in the same precast steel joint, specifically adapted to the structural characteristics of ceramsite ribbed concrete.

[0019] In summary, existing technologies generally suffer from problems such as relatively independent connecting components, complex stress paths at nodes, and dispersed assembly processes that make it difficult to uniformly control failure modes. Especially in the case of ceramsite concrete ribbed slabs and composite wall panels, there is a greater need for a prefabricated wall-panel-wall node connection system that modularly integrates wall-box connections, floor slab through holes, and upper and lower wall connections to simultaneously meet multiple requirements such as assembly efficiency, clear stress distribution, controllable failure modes, and building energy conservation.

[0020] This invention is proposed in this context, which realizes the box-type integral connection of wall-panel-wall nodes by pre-embedding a three-way integrated steel joint core component in the ribbed floor slab, thus forming a new type of integrated node structure under a specific system. Summary of the Invention

[0022] The purpose of this invention is to address the problems in existing prefabricated ceramsite concrete ribbed slab-composite wall panel structures, such as independent wall-panel-wall node connection components, complex stress paths, dispersed assembly processes, and difficulty in uniformly controlling failure modes, by providing a box-type connection system for wall-panel-wall nodes suitable for ceramsite concrete ribbed slab prefabricated structures and its construction method.

[0023] By pre-embedding the core component of the three-dimensional integrated steel structure node in the floor slab, the through holes in the floor slab, the force transmission path of the vertical long screw, and the box-type connection of the upper and lower walls are integrated into a single prefabricated steel structure component. This achieves concentrated node stress, modular layout, and rapid assembly, improving overall integrity and seismic performance, while also taking into account the lightweight and thermal insulation requirements of the ceramsite concrete system.

[0024] To achieve the above objectives, the present invention adopts the following technical solution:

[0025] 1. Three-dimensional integrated steel structure node core component

[0026] A three-dimensional integrated steel joint core component is pre-embedded in the rib column area of ​​the ceramsite concrete ribbed floor slab. The core component can be arranged in a "T" shape or a "cross" shape in the plane.

[0027] The core component is a hollow steel pipe or a stiffened steel box that penetrates the thickness of the floor slab, with a pre-reserved through-hole for the installation of long vertical screws;

[0028] The upper and lower ends of the hollow steel pipe or stiffened steel box are anchored to the local steel plates or negative moment steel bars above and below the floor slab through end plates or reinforcing plates, and form a reliable composite load-bearing body with the floor slab ribs through U-shaped anchor bars;

[0029] The core component has at least two steel connecting arms in the horizontal direction, with their ends extending into the core area of ​​the upper and lower wall panels. They are connected to the pre-embedded box-type steel box in the wall through high-strength bolts or welds to form a horizontal branch for force transmission between the wall and the panel.

[0030] 2. Unified elevation and modular construction

[0031] The wall embedded sleeves, floor slab hollow steel pipes (or steel boxes) and steel structure nodes are arranged according to a unified module. During the structural design stage, the center of the nodes is unified on the standard axis and elevation.

[0032] By using standardized modules and structural dimensions, wall-panel-wall joints on the same floor or of the same building type can adopt standardized steel joints and long bolt specifications. On-site assembly can be completed simply by placing the parts according to the numbers, aligning the holes, and tightening the bolts, which greatly simplifies the construction process.

[0033] 3. Joint construction adapted to ribbed lightweight aggregate concrete slabs

[0034] The three-dimensional integrated steel structure node is preferentially arranged at the rib column position of the ceramsite concrete ribbed floor slab, so that the core component of the node and the rib column share the load and make full use of the high shear and bending resistance of the rib column.

[0035] The core components of the node are welded or tied to the longitudinal reinforcement and U-shaped anchor bars in the rib, so that the steel components of the node and the concrete form an integral force-bearing structure and avoid local peeling.

[0036] Outside the ribbed column area where the node is located, lightweight ceramsite concrete or other thermal insulation filling materials are used to ensure the overall lightweight and thermal performance of the floor slab and reduce cold bridges caused by the concentrated installation of steel components.

[0037] 4. Nodal mechanical properties and failure mode control

[0038] By coordinating the cross-sectional height of the hollow steel pipe (or steel box) with the thickness of the floor slab, the diameter and number of long screws, the stiffness of the steel connecting arm and its anchorage length, the bending bearing capacity, shear bearing capacity and rotational stiffness of the node can be matched in a purposeful manner.

[0039] In seismic design, nodes can be designed as key energy-dissipating plastic hinge zones, elastoplastic transition zones, or basic elastic connection zones according to the needs of the structural system, thereby achieving controllability of node failure modes and overall deformation performance.

[0040] 5. Construction and assembly methods

[0041] By adopting the "factory prefabrication of integrated steel structure nodes + on-site rapid tightening" model, the traditional multi-process and multi-component node assembly is concentrated into a small number of standardized operations, reducing the workload of on-site measurement, drilling and welding.

[0042] By combining graded pre-tightening and quality inspection measures, the stress consistency of each node is ensured, thereby improving the overall structure and durability.

[0043] Compared with the prior art, the present invention has the following significant advantages:

[0044] 1. The force path is concentrated and clear.

[0045] The previously scattered wall-to-ground beam sleeve connections, floor slab through-hole long threaded rod connections, and upper and lower wall panel butt connections are integrated into the same three-dimensional integrated steel structure node core component. Bending moment, shear force, and axial force are centrally converted and distributed in this core component, and the force path of the node is clear, which is conducive to accurate analysis and design.

[0046] 2. Failure mode and deformation capability are controllable.

[0047] By utilizing adjustable parameters such as the cross-sectional dimensions of the steel joint, the preload of the long screw, and the stiffness of the steel connecting arm, the goal of bending-shear control or bending-shear coordinated control can be achieved at the joint level, which facilitates the realization of the preset ductile failure mode and improves the seismic performance of the system.

[0048] 3. The assembly process is significantly simplified and highly modularized.

[0049] By using a unified module and planar layout, the factory can mass-produce standardized steel structure node components. On-site, only alignment, insertion of long screws, and tightening of bolts are required, avoiding on-site drilling, chiseling, and complex welding, which greatly improves construction efficiency and reduces construction errors and quality risks.

[0050] 4. Adaptable to the characteristics of ribbed expanded clay concrete panels and composite wall panels

[0051] Core nodes are preferentially located at closely ribbed columns to fully utilize the lightweight and high strength of expanded clay concrete and the load-bearing advantages of ribbed columns; the lightweight filling layer and insulation material area are not invaded by large-area steel components, effectively controlling cold bridges and maintaining the self-weight advantage of the floor slab.

[0052] 5. Systematized New Integrated Node

[0053] Unlike existing solutions that only use simple through-hole bolts or only configure box-type steel connectors between walls, this invention achieves an overall connection between walls and panels through a three-way integrated steel joint. It is a comprehensive joint structure specifically developed for the ceramsite concrete ribbed composite wall panel system, and has high novelty and inventiveness. Attached Figure Description

[0054] To more clearly illustrate the technical solution of the present invention, the present invention will be further described below with reference to the accompanying drawings. The drawings are used to illustrate one or more embodiments of the present invention and do not constitute a limitation on the scope of protection of the present invention.

[0055] Figure 1 This is an overall schematic diagram of the wall-panel-wall node box connection system of the present invention;

[0056] Figure 2 This is a schematic diagram of the planar and three-dimensional structure of the core component of the three-dimensional integrated steel structure node;

[0057] Figure 3 This is a schematic diagram of the cross-section of a node along the thickness direction of the floor slab;

[0058] Figure 4 This is a schematic diagram of the arrangement of the present invention in a ribbed ceramsite concrete floor slab;

[0059] Figure 5 This is a schematic diagram of the construction and assembly process of the present invention. Detailed Implementation

[0060] The present invention will be further described in detail below with reference to the accompanying drawings and embodiments. Those skilled in the art should understand that various modifications or substitutions can be made to the following embodiments without departing from the spirit and essence of the invention, and all such modifications or substitutions fall within the protection scope of the present invention. Where there is no conflict, the technical features in the following embodiments can be combined with each other.

[0061] Example 1: Basic Wall-Panel-Wall Node Box Connection System

[0062] like Figures 1-3 As shown, this embodiment provides a wall-to-board-to-wall node box connection system suitable for the intermediate interior wall-floor-interior wall position in residential or public buildings.

[0063] 1. Overall Layout of Components

[0064] like Figure 1 As shown, the system includes a lower wall panel 1, an upper wall panel 2, and a lightweight aggregate concrete ribbed floor slab 3 sandwiched between them. Both the lower wall panel 1 and the upper wall panel 2 are precast composite wall panels, and their height and thickness are determined according to structural calculations. The lightweight aggregate concrete ribbed floor slab 3 consists of several ribbed column areas 4 and lightweight infill layer areas 5. A three-way integrated steel joint core component 6 is set in the node area between the lower wall panel 1 and the upper wall panel 2. The three-way integrated steel joint core component 6 is pre-embedded in the ribbed column area 4 of the ribbed floor slab 3 and is connected to the end box-type connecting steel boxes 11 of the lower and upper wall panels through steel connecting arms 62 and vertical long screws 7, thereby forming an integrated wall-panel-wall joint box-type connection system.

[0065] 2. Embedded structure at the end of the wall panel

[0066] like Figure 3 As shown, wall-mounted box-type connecting steel boxes 11 and wall-mounted embedded sleeves 10 connected to them are pre-embedded in the core areas of the ends of the lower wall panel 1 and the upper wall panel 2, respectively. The wall-mounted box-type connecting steel boxes 11 are generally rectangular or square box-section steel components, and their inner walls can be welded with reinforcing ribs to improve local bearing capacity and shear resistance. The sleeves 10 can be steel or cast iron sleeves, used to connect with vertical long screws 7 or vertical reinforcing bars, and can also serve as grouting channels. The box-type steel components 11 are fixed to the internal reinforcing bar skeleton of the wall panel by pre-embedded reinforcing bars through binding or welding, ensuring that they share the load with the wall panel concrete.

[0067] 3. Three-dimensional integrated steel structure node core component

[0068] like Figure 2 and Figure 3 As shown, the three-dimensional integrated steel joint core component 6 is a key component of this invention, specifically including:

[0069] Vertical hollow steel pipe or reinforced steel box 61: Vertically installed, penetrating the thickness direction of the ribbed floor slab 3. Its upper and lower ends are welded to the local steel mesh or embedded steel plate 15 on the upper and lower surfaces of the floor slab through end plates or anchor plates, respectively. The inner hole of the hollow steel pipe or steel box 61 provides space for the vertical long screw 7 to pass through, while shear studs 16 are arranged around the perimeter to enhance the bond with the floor slab concrete and the shear resistance.

[0070] Horizontal steel connecting arms 62: Horizontal steel connecting arms 62 are arranged perpendicular to the wall or along the axis, and there are at least two of them. In this embodiment, the core component 6 of the three-way integrated steel joint node adopts a cross-shaped arrangement, and the steel connecting arms 62 are arranged in pairs along two orthogonal directions, for a total of four arms. The inner end of each steel connecting arm 62 is welded to the side wall of the hollow steel pipe or stiffened steel box 61 through a weld, and the outer end extends into the box-type connecting steel box 11 of the lower wall plate 1 and the upper wall plate 2, and is fixed by high-strength bolts or welds. A connecting plate 63 can be provided at the outer end to realize bolt connection with the box-type steel component 11.

[0071] Vertical long threaded rod 7 and nut assembly 8: The vertical long threaded rod 7 is a high-strength bolt or precision-rolled threaded steel bar, and its diameter and quantity are determined according to the tensile and pull-out resistance design of the node. The long threaded rod 7 passes through the box-type connecting steel box 11 of the lower wall plate 1, passes through the interior of the hollow steel pipe or stiffened steel box 61, and passes through the box-type connecting steel box 11 of the upper wall plate 2 at the upper end and extends out to a certain length. The upper and lower ends of the long threaded rod 7 are fastened to the end plate or matching steel plate of the corresponding box-type steel part 11 by nuts and washers assembly 8, and a pre-tension is applied during construction to form a reliable compression and connection between the upper and lower wall plates and the floor slab at the node.

[0072] Anchoring reinforcement and U-shaped anchor bars 12: Several U-shaped anchor bars 12 are set on the outer periphery of the hollow steel pipe or stiffened steel box 61. The U-shaped anchor bars 12 are welded or tied to the longitudinal steel bars 13 in the rib to form a closed loop, which firmly anchors the core steel component in the ceramsite concrete rib column, ensuring the reliable stress of the steel-concrete composite in the joint area.

[0073] 4. Layout of ribbed lightweight aggregate concrete floor slabs

[0074] like Figure 4As shown, the ribbed floor slab 3 made of lightweight aggregate concrete is arranged with regular ribbed column zones 4 along the short or long span direction, and lightweight infill layer zones 5 are located between the ribbed column zones 4. The ribbed column zones 4 are made of lightweight aggregate concrete, and the cross-sectional height and width are determined according to the stress requirements. The internal longitudinal reinforcement 13, stirrups, and U-shaped anchor bars 12 connected to the three-way integrated steel joint core component 6 are arranged inside. The lightweight infill layer zone 5 can be made of lightweight aggregate concrete, foamed concrete, or other insulation materials 14 to reduce self-weight and improve thermal insulation performance. The three-way integrated steel joint core component 6 is preferentially arranged in the ribbed column zones 4, so that the stress transfer of the joint is concentrated in the ribbed column, which has strong bending and shear resistance, thereby strengthening the overall load-bearing capacity and ductility of the joint.

[0075] 5. Nodal stress mechanism

[0076] Under vertical loads and horizontal seismic action: the axial force and bending moment of the upper and lower wall panels are transmitted to the steel connecting arm 62 through the wall box-type connecting steel box 11, and then to the floor slab rib column area 4 and the lower wall panel through the hollow steel pipe or steel box 61 and the vertical long screw 7; the shear force from the floor slab is borne by the rib column area 4 and the core component 6 of the three-way integrated steel joint node. The shear force is partly transmitted by the interlocking of concrete and steel components and the shear studs 16, and partly by the internal force distribution of the long screw 7 and the steel connecting arm 62; by reasonably designing the cross section of the hollow steel pipe or steel box 61, the length and stiffness of the steel connecting arm 62, and the preload of the long screw 7, the distribution ratio of the bending moment and shear force between steel and concrete can be adjusted, and the stiffness and ductility of the node can be controlled.

[0077] Example 2: Edge wall-plate-wall joint of T-shaped three-way integrated steel structure

[0078] At the edge or end wall of a building plan, the force direction of the node may be less than four directions. Therefore, this embodiment provides a “T”-shaped three-way integrated steel joint node structure.

[0079] 1. Planar construction of T-shaped nodes

[0080] Compared to the cross-shaped node in Embodiment 1, the core component 6 of the three-way integrated steel node in this embodiment only has steel connecting arms 62 in three directions, such as... Figure 2 As shown by the dashed line: one steel connecting arm 62 extends along the structural axis toward the inner wall or beam; the other two are connected vertically to the box-type steel parts 11 of the adjacent wall panel or edge member; no steel connecting arms are set in the direction of the outer wall to reduce the amount of ineffective steel and construction interference.

[0081] 2. Node placement at the edge

[0082] At the edge, the thermal requirements for the ribbed column area 4 and the exterior wall panel are more stringent. In this embodiment: the node core component 6 is still arranged in the ribbed column area 4, but a continuous insulation layer 14 is set on the outer side to wrap the node steel component as much as possible in the composite of insulation and structural layer to reduce cold bridges; when the pre-embedded box-type steel component 11 on the exterior wall side is connected to the steel connecting arm 62, a bolt-welded combination connection can be used to ensure convenient construction and sealing.

[0083] Example 3: Unified Modulus Design and Node Parameter Selection

[0084] To facilitate standardized production and assembly, this embodiment presents a typical modular design method.

[0085] 1. Planar module and node spacing

[0086] Assuming the building plan uses the structural module Then the node centers can be arranged according to the following rules: the node spacing along the axis is... ( ), commonly used as or ; Nodes are also arranged according to the vertical direction. or The layout is designed to accommodate different room openings and structural arrangements; the vertical elevation of all three-dimensional integrated steel structure core components 6 is consistent with the floor slab structure elevation, facilitating mass production in the factory.

[0087] 2. Example of selecting section and stiffness parameters

[0088] For example, in a residential building project: the total thickness of the floor slab is 120 mm, of which the height of the ribbed column area is 180 mm (including the lower convex rib); the hollow steel pipe 61 has an outer diameter of 114 mm and a wall thickness of 6 mm; the vertical long screw 7 uses high-strength bolts with a diameter of 24 mm, with 1 to 2 bolts arranged at a single node, as determined by calculation; the steel connecting arm 62 has a cross section of H100×50 or a box section, and its length extending into the wall panel box-type steel part 11 is not less than 150 mm to ensure sufficient shear and tensile anchorage length.

[0089] By selecting the above parameters, the moment transfer capacity of the nodes can be matched with the bearing capacity of the floor slab and wall panel sections, and the nodes can form a stable and controllable plastic development mode under seismic action.

[0090] Example 4: Construction and Assembly Method

[0091] The following combination Figure 5 The construction and assembly method of the wall-panel-wall node box connection system based on the present invention will be described in detail.

[0092] Factory prefabrication stage

[0093] 1) Prefabrication of lower wall panel 1: Tie the wall panel reinforcement bars on the formwork according to the drawings, install the wall box-type connecting steel box 11 and the wall embedded sleeve 10; connect and fix the box-type steel parts 11 to the surrounding steel mesh by welding or binding, and set positioning supports to ensure its accurate spatial position; pour ceramsite or ordinary concrete and vibrate to compact it, and demold after curing to the specified age to form the prefabricated lower wall panel 1.

[0094] 2) Precasting of ribbed floor slab 3: Install the side formwork of the rib beam on the formwork platform, and arrange the longitudinal reinforcement 13, stirrups and top plate reinforcement mesh in the rib; position the core component 6 of the three-way integrated steel joint node according to the design position, including hollow steel pipe or steel box 61, steel connecting arm 62 and end plate 63; arrange U-shaped anchor bars 12 around the core component 6 and weld or tie them with the longitudinal reinforcement 13 in the rib; insert the vertical long screw 7 into the hollow steel pipe or steel box 61 in advance and fix it at both ends to prevent displacement; pour ceramsite concrete in the rib column area 4 and the top plate area, and the lightweight filling layer area 5 can use ceramsite or foam concrete. After overall vibration, smoothing and curing, demold.

[0095] 3) Prefabrication of upper wall panel 2: The process is similar to that of lower wall panel 1. The wall box-type connecting steel box 11 and sleeve 10 are pre-embedded in the same position to ensure that the module of the node position is consistent with that in the ribbed floor slab 3.

[0096] On-site installation phase

[0097] 1) Installation of lower wall panel: Lay out the lines according to the axis and elevation, and hoist the prefabricated lower wall panel 1 to the design position; control the verticality and flatness of the wall panel through temporary supports and adjustment devices; complete grouting and anchoring with the foundation or lower components.

[0098] 2) Installation of ribbed floor slab: Hoist the precast ribbed floor slab 3 and support its edges on the lower wall panel 1; adjust the position of the floor slab so that the outer end of the steel connecting arm 62 in the core component 6 of the three-way integrated steel joint is aligned with the wall box-type connecting steel box 11 in the lower wall panel 1; pass the lower end of the vertical long screw 7 through the hole or matching steel plate of the wall box-type steel box 11 and install the nut and washer assembly 8; tighten the high-strength bolts connected to the steel connecting arm 62, and if necessary, add a grouting layer 9 between the connecting plate 63 and the box-type steel component 11.

[0099] 3) Installation of the upper wall panel: Hoist the prefabricated upper wall panel 2 so that its lower end contacts the upper surface of the ribbed floor slab 3; adjust the position of the upper wall panel 2 so that its wall box-type connecting steel box 11 is aligned with the steel connecting arm 62 at the upper end of the core component 6 of the three-way integrated steel structure node; pass the upper end of the vertical long screw 7 through the box-type steel component 11 in the upper wall panel 2 and install the upper nut and washer assembly 8; tighten the horizontal high-strength bolts and the nuts of the vertical long screw 7 to complete the node assembly.

[0100] 4) Pre-tensioning and quality inspection: Use a torque wrench to tighten the vertical long screws 7 and horizontal high-strength bolts of each node in the order of "initial tightening - re-tightening - final tightening", and operate symmetrically to prevent node eccentricity; use the relationship between torque and axial force or set force measuring shims to check whether the pre-tensioning force reaches the design value; check the construction quality of the node grouting layer 9, steel anti-corrosion coating 17 and insulation layer 14 to ensure that there are no obvious defects.

[0101] 5) Node finishing and overall construction: The gaps around the nodes are filled with high-strength non-shrink grout or fine stone concrete 9 to ensure the integrity and durability of the nodes; the exposed steel parts of the nodes are coated with anti-corrosion coating 17, and a continuous insulation layer 14 is set on the side of the exterior wall; repeat the above process to complete the wall-panel-wall node assembly of the entire floor, and finally conduct the overall structural acceptance of the floor.

[0102] Example 5: Verification and Application Recommendations for Nodal Mechanical Properties (Illustrative)

[0103] In engineering design, the mechanical performance analysis and design of the nodes of this invention can be carried out according to the following approach:

[0104] 1. Simplified force model

[0105] The core component 6 of the three-dimensional integrated steel structure node is simplified into a rigid steel core, which is connected to the upper and lower wall panels and floor ribs through elastic connecting rods (representing concrete and steel bars). The moment-rotation relationship of the node can be obtained by combining the stiffness of the steel core with the surrounding concrete components, which is simplified into a multi-spring system, making it easier to use concentrated springs or stiffness correction in the overall structural analysis model.

[0106] 2. Bending-shear ratio control

[0107] In the nodal bending moment design, the height of the hollow steel pipe or steel box 61 is adjusted. effective height of floor slab ratio The arrangement of the long screw 7 can control the moment transmission arm at the nodes. ,make It meets the preset bending and shear coordination requirements.

[0108] 3. Scope of Application and Engineering Promotion

[0109] The nodes of this invention are particularly suitable for: prefabricated houses using ceramsite concrete ribbed floor slabs and lightweight composite wall panels; buildings in high-intensity seismic zones where seismic performance requirements are high and the location of node plastic development needs to be controlled; and standardized residential industrial production lines that require improved construction industrialization and assembly efficiency.

[0110] The above embodiments have described the present invention in detail from aspects such as structural form, layout, modular design, and construction method. It should be understood that the above embodiments do not constitute a limitation on the scope of protection of the present invention. Any technical solution that adopts the same or similar technical solution as the present invention to achieve a three-way integrated box connection of wall-panel-wall nodes and is applicable to the ceramsite concrete ribbed plate system should fall within the scope of protection of the present invention.

Claims

1. A box-type connection system for wall-panel-wall nodes in a prefabricated structure using ribbed lightweight aggregate concrete, characterized in that, include: The lower wall panel (1) and the upper wall panel (2) are respectively embedded in the core area of ​​the end of the lower wall panel (1) and the upper wall panel (2) with a wall box-type connecting steel box (11) and a sleeve (10) connected thereto; the ceramsite concrete ribbed floor slab (3) sandwiched between the lower wall panel (1) and the upper wall panel (2) includes a ribbed column area (4) and a lightweight filling layer area (5); a three-way integrated steel joint core component (6) set in the ribbed floor slab (3) and spanning the thickness direction of the slab, the three-way integrated steel joint core component (6) includes: a hollow steel pipe or a stiffened steel box (61) that penetrates the thickness of the floor slab vertically, and a vertical long screw (7) is inserted inside it. The upper and lower ends of the long screw (7) extend out of the upper and lower surfaces of the floor slab respectively and pass through a nut assembly. (8) The wall box-type connection steel box (11) or matching steel plate of the lower wall panel (1) and the upper wall panel (2) are anchored; at least two steel connecting arms (62) extend horizontally from the hollow steel pipe or stiffened steel box (61), the steel connecting arms (62) extend into the core area of ​​the lower wall panel (1) and the upper wall panel (2) respectively, and are connected to the wall box-type connection steel box (11) by high-strength bolts or welds; wherein, the planar positions of the wall sleeve (10), the floor hollow steel pipe or stiffened steel box (61) and the three-way integrated steel node core component (6) are arranged according to a unified module to form an integrated prefabricated wall-panel-wall node connection system, so that the shear force and tensile force between the upper and lower wall panels and the floor slab are concentratedly transmitted through the three-way integrated steel node core component (6).

2. The wall-panel-wall node box connection system according to claim 1, characterized in that, The three-way integrated steel structure node core component (6) is arranged in a "T" or "cross" shape on the plane: when it is set in the middle of the floor slab, it adopts a cross shape arrangement, and its four steel connecting arms (62) are respectively connected to the wall box-type connecting steel boxes (11) of the adjacent four wall panels; when it is set near the end wall or edge beam, it adopts a "T" shape arrangement, and its three steel connecting arms (62) are respectively connected to the wall box-type connecting steel boxes (11) of the corresponding wall panel or edge component.

3. The wall-panel-wall node box connection system according to claim 1 or 2, characterized in that, The core component (6) of the three-dimensional integrated steel structure node is preferentially arranged in the rib column area (4) of the ribbed floor slab (3), and satisfies the following: the hollow steel pipe or stiffened steel box (61) is provided with U-shaped anchor bars (12) welded or tied to the longitudinal reinforcing bars of the floor slab, the U-shaped anchor bars (12) wrap part of the rib bars and form a closed anchoring ring with the longitudinal reinforcing bars (13) inside the ribs; the steel connecting arm (62) is provided with studs, shear keys or perforations to enhance the mechanical interlocking with the ceramsite concrete and improve the shear bearing capacity and anti-slip performance of the node.

4. The wall-panel-wall node box connection system according to any one of claims 1 to 3, characterized in that, The vertical elevation of the wall sleeve (10) is consistent with the center elevation of the hollow steel pipe or stiffened steel box (61) inside the floor slab. The planar positions of each sleeve (10), hollow steel pipe or stiffened steel box (61) and steel connecting arm (62) are determined according to the structural module. or Standardized layout is carried out so that each wall-panel-wall node on the same floor can be assembled at one time using long screws (7) and bolt assemblies of uniform size.

5. The wall-panel-wall node box connection system according to any one of claims 1 to 4, characterized in that, The bending-shear ratio and rotation capacity of the node are coordinated and controlled by the following parameters: the bending force transmission arm of the node is controlled by adjusting the ratio of the cross-sectional height of the hollow steel pipe or stiffened steel box (61) to the effective height of the floor slab; the combination of bending stiffness and slip stiffness of the node is controlled by selecting the stiffness and preload of the long screw (7) and the steel connecting arm (62), so that the working state of the node can be adjusted to a failure mode controlled by shear, bending, or bending-shear coordination according to the seismic performance requirements during the design.

6. The wall-panel-wall node box connection system according to any one of claims 1 to 5, characterized in that: The floor slab area outside the rib column area (4) where the core component (6) of the three-dimensional integrated steel structure node is located is made of ceramsite concrete or other lightweight filling layer (5), and thermal insulation material (14) is provided to reduce the cold bridge effect in the node area; thermal insulation mortar or thermal insulation strips are provided on the outside of the wall box-type connecting steel box (11) to ensure the overall thermal performance of the assembly node.

7. A construction and assembly method based on the wall-panel-wall node box connection system as described in any one of claims 1 to 6, characterized in that, Includes the following steps: 1) Factory prefabrication of the lower wall panel (1), with a wall box-type connecting steel box (11) and a sleeve (10) connected thereto embedded in the core area at its end; 2) Factory prefabrication of the ceramsite concrete ribbed floor slab (3), with a three-way integrated steel joint core component (6) embedded in the rib column area (4), and welded or tied to the longitudinal reinforcement (13) and U-shaped anchor (12) in the rib, and at the same time, before the floor slab is poured, the vertical long screw (7) is pre-inserted into the hollow steel pipe or stiffened steel box (61); 3) Factory prefabrication of the upper wall panel (2), with the same wall box-type connecting steel box (11) and sleeve (10) as in step 1) embedded in the core area at its end; 4) On-site First, hoist and position the lower wall panel (1), then hoist the ribbed floor slab (3) so that the core component (6) of the three-way integrated steel node is aligned with the wall box-type connecting steel box (11) in the lower wall panel (1), and tighten the lower end of the long screw (7) and related high-strength bolts; 5) then hoist the upper wall panel (2) so that the wall box-type connecting steel box (11) matches the upper connection position of the core component (6) of the three-way integrated steel node, tighten the nut at the upper end of the long screw (7) and the horizontal high-strength bolts to complete the overall assembly of the wall-panel-wall node; 6) finally, grout or fill the gaps around the node with fine stone concrete, and carry out anti-corrosion, heat preservation and finishing treatment.

8. The construction assembly method according to claim 7, characterized in that, In steps 4) and 5), pre-tension is applied to the long screw (7) and the horizontal high-strength bolts by graded tightening and symmetrical tightening, and the pre-tension is controlled within the design range by using a torque wrench or tensioning equipment to ensure the consistency of stiffness and deformation coordination of each wall-panel-wall node.

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