Fully-assembled multi-ribbed composite wallboard system and anti-seismic structure thereof

Abstract

The invention discloses a fully-assembled multi-ribbed composite wallboard system and an anti-seismic structure thereof, which are suitable for low-storey and multi-storey rural residences. According to the system, a multi-ribbed composite heat preservation wallboard prefabricated in a factory serves as a vertical bearing component, the wallboard is composed of ceramsite concrete outer leaves, an EPS heat preservation core material and longitudinal and transverse ribs, and the thickness of the wallboard is 160-200 mm; the floor slab adopts a laminated slab or a multi-ribbed slab, and dry type assembly is realized by simplifying the connection of the sleeve and the box type bolt. Box type connection with replaceable friction plates or yield plates is arranged between the wallboards in the horizontal direction and the vertical direction. In combination with different earthquake fortification intensities, the upper limit of the number of floors and the connection number are stipulated, and a local constraint stirrup-box type joint combination is arranged at the bottom of a corner wall. According to the system, on the basis of factory standardized prefabrication and field torque control assembly, the performance that the system is not damaged in small earthquakes, can be repaired in medium earthquakes and does not fall in large earthquakes and connecting pieces can be rapidly replaced after earthquakes is achieved, and the safety and energy-saving performance of rural residences are remarkably improved.

Description

Technical Field

[0001] This invention relates to the field of building structure and prefabricated building technology, and in particular to a fully prefabricated dense ribbed composite wall panel system suitable for low-rise and multi-story rural houses, as well as its seismic structure, construction method and post-earthquake maintenance method, belonging to the integrated technology of prefabricated concrete structure and energy-saving wall. Background Technology

[0002] In my country's vast rural areas, many existing self-built houses and small residential buildings utilize lightweight masonry structures such as clay brick masonry or ordinary aerated concrete masonry for their traditional load-bearing systems. These structures generally suffer from weaknesses in seismic design and construction quality control, exhibiting poor overall masonry wall integrity, simplified joint construction, and non-standard placement of ring beams and structural columns. Once subjected to moderate to strong earthquakes, they often experience severe damage such as cracking and collapse, resulting in casualties and property losses. Simultaneously, with continuously improving energy efficiency standards for rural buildings, traditional single-material masonry walls struggle to simultaneously meet the requirements of thermal insulation and reduced wall thickness while ensuring structural safety.

[0003] In recent years, technologies such as prefabricated concrete shear wall structures, precast composite floor slabs, and sandwich insulated wall panels have been widely applied in mid- and high-rise residential and public buildings. Some technical solutions have proposed prefabricated monolithic structural systems combining precast concrete ribbed composite insulated wall panels and sandwich wall panels with cast-in-place or precast floor slabs. However, existing technologies are mainly designed for urban mid- and high-rise shear wall residential buildings, which have thick walls, high reinforcement ratios, and often use grouting sleeves or cast-in-place composite joints for connection nodes, resulting in numerous wet construction processes. At the same time, there is still a lack of systematic and specialized designs for rural low- and multi-story buildings, considering the economic efficiency, ease of construction equipment, and the level of farmer participation in self-construction.

[0004] On the other hand, existing prefabricated systems generally adhere to the principle of "strong nodes, weak components" or "strong shear, weak bending" in their seismic design, ensuring overall integrity by increasing connection stiffness and strength. Post-earthquake damage is often one-time, and repairs primarily involve partial demolition, reinforcement, or overall strengthening. For rural residential buildings, which have small investment scales and limited maintenance capabilities, there is a lack of a repairable system that allows for rapid, low-cost replacement of critical connecting components after an earthquake.

[0005] For ribbed composite insulation wall panels, existing publicly available technologies typically use the wall panels as load-bearing shear walls or enclosure components. However, these technologies often focus on the design of the wall panel cross-section and insulation performance, paying insufficient attention to the dry connection with precast floor slabs, the simplification of the structure to accommodate small rural hoisting equipment, and the seismic structural rules based on the relationship between the number of floors and the seismic intensity. Furthermore, there is a lack of a technical solution that integrates the design of "wall panel cross-section + box-type replaceable connection + dry connection of floor slab + floor number limitation + reinforcement and joint densification rules for key parts + rapid post-earthquake repair methods" into a unified structural system.

[0006] Therefore, there is an urgent need for a fully prefabricated ribbed composite wall panel system tailored to the characteristics of low-rise and multi-story rural houses. Through standardized prefabrication, simplified dry connection, and clear seismic structural rules, this system can achieve the performance requirements of "no damage in minor earthquakes, repairable in moderate earthquakes, no collapse in major earthquakes" and rapid post-earthquake recovery, while ensuring easy construction and economic applicability. Compared with existing prefabricated high-rise shear wall systems and traditional masonry houses, this system represents a significant technological advancement and practical value. Summary of the Invention

[0007] The purpose of this invention is to provide a fully assembled ribbed composite wall panel system and its seismic-resistant structure, mainly to solve the following technical problems: to address the problems of poor seismic performance, insufficient integrity, and limited energy-saving performance of existing masonry load-bearing systems in rural housing; to overcome the shortcomings of existing prefabricated concrete systems, which are mainly designed for mid- to high-rise buildings, have complex structures, and are unsuitable for rural construction conditions; and to establish a structural system that organically combines wall panel cross-sectional form, connection structure, the matching relationship between the number of floors and the seismic fortification intensity, reinforcement and joint densification rules for key parts, and construction and post-earthquake maintenance methods, so as to achieve the performance goal of "no damage in minor earthquakes, repairable in moderate earthquakes, and no collapse in major earthquakes".

[0008] To achieve the above objectives, this invention proposes a fully prefabricated building system with ribbed composite insulation wall panels as the core load-bearing components, coupled with replaceable box bolt connectors, prefabricated floor slab dry connection structures, and a series of seismic structural rules.

[0009] The technical solution of this invention mainly includes the following aspects:

[0010] The cross-sectional form of the ribbed composite insulated load-bearing wall panel is a sandwich structure consisting of an outer and inner leaf ceramsite concrete panel sandwiching an EPS insulation core. Longitudinal and transverse ribs are arranged inside the wall panel to ensure both load-bearing capacity and shear stiffness, while also meeting the requirements for insulation and lightweight design. By rationally selecting the total wall panel thickness (160–200 mm), the thickness of each layer, and the rib spacing, it is adapted to the common floor heights and bay widths of rural residences.

[0011] Box-type bolt connection structure: Box-type bolt connectors are installed at the vertical and horizontal joints of the wall panels. This connector consists of a box pre-embedded within the wall panel, high-strength bolts passing through adjacent boxes, and friction plates and / or yielding energy-dissipating plates located at the contact interface. By controlling the bolt preload and friction surface characteristics, the wall panels maintain elastic overall operation within the range of minor earthquakes. During moderate and major earthquakes, controllable damage is achieved through frictional slippage or energy-dissipating deformation of the yielding energy-dissipating plates. The energy-dissipating components can be replaced for restoration after the earthquake.

[0012] Dry connection between floor slabs and wall panels: The floor slab adopts precast composite slabs or precast ribbed floor slabs, and the ends of the slabs are equipped with embedded steel parts that cooperate with the simplified sleeves and box-type connectors on the top of the wall panels. During installation, the floor slab-wall panel connection is completed by hoisting into place, inserting steel bars into the sleeves, and tightening high-strength bolts, which reduces wet work and on-site formwork and is suitable for rural construction environments.

[0013] Seismic Design Rules and Floor Number Limits: Based on extensive experimental and numerical analysis results, this invention provides clear limits on the maximum number of floors applicable under different seismic fortification intensities, such as no more than 7 floors for intensities of 6 and 7, and no more than 4 floors for intensity of 8. For cases exceeding the recommended number of floors, it is required to use reinforced box-type connectors and conduct structural unit analysis and verification of the entire building. This avoids simply copying the design concept of high-rise shear walls and improves the safety reserve of the system.

[0014] Reinforcement and joint densification measures for critical wall sections: For critical areas of stress concentration, such as corner walls, walls at the edges of door and window openings, and stairwell walls, this invention specifies minimum vertical reinforcement ratios and minimum numbers of box-type connectors. Within a certain height range at the bottom of the corner wall, a locally restrained stirrup-box-type joint combination structure is forcibly adopted to suppress the brittle failure mode of "bending failure + corner concrete crushing," ensuring that plastic hinges develop in predetermined positions and forms.

[0015] Construction and post-earthquake repair methods: Standardized prefabrication in the factory, on-site hoisting and torque-controlled tightening ensure controllable connection quality; after an earthquake, by inspecting the friction plates and yield energy dissipation plates at the box bolt connections, replacements are made according to the degree of damage, achieving local repair of the overall structure without large-scale demolition or reconstruction, thus reducing post-earthquake recovery costs and time.

[0016] Through the above technical solutions, this invention forms a prefabricated ribbed composite wall panel seismic-resistant structural system specifically designed for low-rise and multi-story rural residential buildings. It achieves integrated design of load-bearing, seismic resistance, and thermal insulation, and is repairable. Compared with traditional masonry houses and existing prefabricated high-rise shear wall systems, it has obvious novelty and creativity. Attached Figure Description

[0017] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the present invention will be further described in detail below with reference to the accompanying drawings. The accompanying drawings are for illustrative purposes only and do not constitute a limitation on the scope of protection of the present invention.

[0018] Figure 1 This is a typical structural diagram of the fully assembled ribbed composite wall panel rural residential building system of the present invention (taking a three-story house as an example). The main components are numbered as follows: 1 – Ribbed composite insulation wall panel; 2 – Precast floor slab (composite slab or ribbed slab); 3 – Foundation beam; 4 – Stairwell wall limb; 5 – Door and window opening edge wall limb; 6 – Corner wall limb; 7 – Box bolt connection strip; 8 – Roof structural layer.

[0019] Figure 2 This is a schematic diagram of the cross-section and internal reinforcement of the ribbed composite insulation wall panel. The main components are numbered as follows: 1 – outer ceramsite concrete layer; 2 – EPS insulation core material layer; 3 – inner ceramsite concrete layer; 4 – longitudinal rib; 5 – transverse rib; 6 – longitudinal reinforcement within the rib; 7 – stirrups or transverse reinforcement within the rib; 8 – embedded connecting steel plate; 9 – reserved installation holes or grooves for box-type connectors.

[0020] Figure 3 This is a structural diagram of a box-type bolt connection node at the vertical joint of the wall panel. The main components are numbered as follows: 10 – Embedded box in the left wall panel; 11 – Embedded box in the right wall panel; 12 – High-strength bolt; 13 – Nut and washer; 14 – Friction plate; 15 – Yield energy dissipation plate; 16 – Limiting boss; 17 – Anchoring steel bar (connected to the steel bar inside the rib); 18 – Joint filling material or fireproof sealing material.

[0021] Figure 4 This is a schematic diagram of a dry joint connecting the top of the floor slab and the wall panel. The main components are numbered as follows: 2 – precast floor slab; 1 – ribbed composite insulation wall panel; 19 – embedded steel plate at the end of the floor slab; 20 – simplified sleeve; 21 – longitudinal reinforcement anchorage section at the end of the floor slab; 22 – connecting high-strength bolts; 23 – shear key or shear boss; 24 – small amount of grouting material (optional); 25 – upper structural layer reinforcement mesh.

[0022] Figure 5 This is a schematic diagram of the construction of a corner wall segment with locally restrained stirrups and a box-type joint. The main components are numbered as follows: 6 – corner wall segment; 3 – foundation beam or ground floor slab; 26 – locally restrained stirrups; 27 – longitudinal reinforcing bars at the corner; 28 – densely reinforced box-type connection joint; 29 – locally reinforced longitudinal ribs; 30 – locally reinforced transverse ribs; 31 – thickened concrete cover zone at the corner; 32 – pre-development area of ​​the plastic hinge in the corner wall segment. Detailed Implementation

[0023] The embodiments of the present invention will be described in detail below with reference to the accompanying drawings and specific dimensional parameters. It should be understood that the following embodiments are for illustrative purposes only and are not intended to limit the scope of protection of the present invention. Those skilled in the art can make appropriate adjustments to the specific dimensions, reinforcement ratios, and material parameters without departing from the spirit and substance of the present invention.

[0024] Example 1: Three-story rural house in an 8-degree fortification zone

[0025] 1. Project Overview

[0026] This example is a three-story rural house located in an area with a seismic fortification intensity of 8 degrees. The structural type is a prefabricated ribbed composite insulation wall panel-precast floor slab system. The building plan is roughly rectangular, about 12m long and 9m wide, with a floor height of 3.0m and a lightweight roof. Ribbed composite insulation wall panels are arranged in both longitudinal and transverse directions as load-bearing and lateral force resisting components, and the floor slab is a precast composite slab.

[0027] 2. Ribbed Composite Insulation Wall Panel Design

[0028] Wall panel dimensions and floor height: Wall panel height: determined by the height of each floor plus the upper and lower installation joints, approximately 3.0m; Wall panel length: standard wall panel modules are 1.2m, 1.8m and 2.4m, non-standard modules can be used for corners and opening edges; Wall panel thickness: 180mm.

[0029] Cross-sectional structure: Outer ceramsite concrete layer (component 1): 50mm thick, concrete strength grade C30, using lightweight aggregate ceramsite concrete, density controlled at approximately 1800kg / m³; EPS insulation core layer (component 2): 80mm thick, density not exceeding 20kg / m³, thermal conductivity not exceeding 0.040W / (m·K); Inner ceramsite concrete layer (component 3): 50mm thick, concrete strength grade C30.

[0030] Longitudinal and transverse rib arrangement: Longitudinal rib (part 4): arranged along the height of the wall panel, rib width 80mm, rib height 150mm, rib spacing 600mm; Transverse rib (part 5): arranged along the length of the wall panel, rib width 80mm, rib height 150mm, one at each of the upper and lower ends, and one every 1.0m in the middle; Longitudinal reinforcement in the rib (part 6): using 2Φ12 HRB400 steel bars, arranged along the height of the rib; Stirrups or transverse reinforcement in the rib (part 7): using Φ8 HPB300, spacing 200mm; Connecting steel plates (part 8) and anchor bars are pre-embedded at the rib positions at both ends and the middle of the wall panel to provide an anchoring foundation for the box-type connectors and floor slab connectors.

[0031] Corner and opening edge construction: Corner wall segment (component 6): The corner wall panel adopts a widened longitudinal rib with a rib width of 100mm, and the corner longitudinal reinforcement (component 27) adopts no less than 4Φ14; Door and window opening edge wall segment (component 5): Add a longitudinal rib, and set an additional transverse rib at the top and bottom of the opening, and the longitudinal reinforcement ratio of the opening edge is no less than 0.25%.

[0032] 3. Box-type bolt connection structure

[0033] Vertical joint node ( Figure 3 The left and right wall panels are pre-embedded with boxes (parts 10 and 11), with a cross-section of approximately 80mm × 120mm and a length of 200mm. The boxes are fixed to the longitudinal steel bars in the ribs by welding with anchoring steel bars (part 17). The high-strength bolts (part 12) are M20 8.8 grade bolts, equipped with nuts and washers (part 13). Friction plates (part 14) are set between the contact surfaces of the boxes. The friction plates are high-strength steel plates that have been sandblasted, and the friction coefficient is controlled between 0.4 and 0.5. If necessary, yield energy dissipation plates (part 15) are added to the outside of the friction plates. The cross-section of the plate is a thin steel plate with partial slots. The design yield bearing capacity is slightly lower than the shear force corresponding to the yield bending moment of the wall limb, so as to achieve priority energy dissipation. The gaps on the inside and outside of the vertical joints are filled with fireproof sealing material (part 18) to ensure fire resistance and waterproof performance.

[0034] Horizontal joint nodes: Box-like structures are reserved at the upper and lower ends of the wall panels between floors, and small-sized high-strength bolts are used for connection. The spacing is similar to that of vertical joints. A small gap can be left between the concrete ends of the upper and lower wall panels. After the high-strength bolts are used to apply pre-tightening force, the box and friction plate jointly bear the shear and tensile forces.

[0035] Connection density: For three-story residential buildings in seismic fortification zone of 8 degrees, there shall be no less than two box-type connectors at vertical joints per floor along the height, and the horizontal spacing along the length of the wall shall not exceed 1.2m; within the range of corner wall segments and wall segments at the edges of door and window openings, the spacing of box-type connectors shall be further reduced by 20-30%.

[0036] 4. Connection nodes between floor slabs and wall panels ( Figure 4 )

[0037] Floor slab type: Precast composite slab (component 2) is adopted, with a lower precast layer thickness of 60mm and an upper cast-in-place layer thickness of 80mm, for a total thickness of 140mm; the precast layer is equipped with bidirectional distributed steel bars and prestressed or ordinary steel bars to control cracks during transportation and installation.

[0038] End structure: A steel plate (part 19) is pre-embedded at the end of the floor slab and welded to the steel reinforcement inside the slab; the longitudinal steel reinforcement anchorage section (part 21) extends 200–300 mm from the end of the slab and is used to insert a simplified sleeve (part 20) at the top of the wall panel; a simplified sleeve is set at the top of the wall panel and is reliably fixed to the steel reinforcement inside the rib by pre-embedded steel pipe or metal sleeve; a shear key (part 23) or a roughened contact surface is set between the floor slab and the wall panel to improve shear resistance.

[0039] Installation and Connection: When hoisting the floor slab, align the end of the floor slab with the simplified sleeve at the top of the wall panel, and insert the longitudinal reinforcement into the sleeve; tighten the pre-embedded steel plate at the end of the floor slab and the pre-embedded component at the top of the wall panel by connecting high-strength bolts (part 22); fill the sleeve with a small amount of grouting material (part 24) if necessary to ensure the anchorage of the reinforcement; a steel mesh (part 25) is arranged in the upper cast-in-place layer, which overlaps with the pre-embedded reinforcement at the top of the wall panel to form an integral floor-wall working system.

[0040] 5. Local restraint structure of corner wall segments ( Figure 5 )

[0041] Local reinforcement zone: The local reinforcement zone is defined as the area within 1.0–1.2m above the top surface of the foundation or the ground floor slab (part 3) from the bottom of the corner wall segment (part 6) on the first floor.

[0042] Constraint stirrups and longitudinal reinforcement: In the local reinforcement zone, local constraint stirrups (part 26) are set. The stirrups are Φ8 or Φ10 and the spacing is not greater than 100mm to form a dense stirrup zone; the longitudinal reinforcing bars at the corners (part 27) are densely configured, such as not less than 4Φ16, and the protective layer thickness is appropriately increased in the reinforcement zone (part 31).

[0043] Encrypted box-type connection nodes: In the reinforced zone, at least one row of encrypted box-type connection nodes (component 28) is arranged on each floor, and the horizontal and vertical spacing is reduced by about 30% compared with ordinary areas; by locally reinforcing longitudinal ribs (component 29) and transverse ribs (component 30), the stiffness and load-bearing capacity of the corner wall limbs are enhanced, so that the plastic hinge is generated near the upper edge of the reinforced zone (component 32) or between floors, rather than brittle crushing at the foundation edge.

[0044] 6. Construction method (in conjunction with claim 7)

[0045] Factory prefabrication stage: Design wall panel and floor slab templates according to the standard module of this invention; tie the inner rib reinforcement and surface reinforcement, install embedded parts and reserved parts for the box, and place EPS insulation core material; pour concrete in two or one pour and cure it to the specified strength; conduct factory inspection, including appearance quality, dimensional deviation, position of embedded parts and concrete strength, etc.

[0046] Foundation and site preparation: Complete the construction of foundation beam (component 3) and foundation pad on site; pre-embed positioning steel parts or set up dry mortar leveling layer at the contact position of the bottom of the wall panel, and pop up the wall axis; prepare hoisting equipment and torque wrench, and calibrate the torque value.

[0047] Wall panel hoisting and box connection: Hoist the wall panel to the basic position using the lifting rings, and use the positioning steel parts on the foundation for alignment; form a predetermined vertical joint between two adjacent wall panels, install high-strength bolts (part 12), friction plates (part 14) and yield energy dissipation plates (part 15), and tighten the nuts (part 13) to the design torque using a torque wrench; check the box alignment and joint width, and make fine adjustments if necessary.

[0048] Floor slab hoisting and connection: Hoist the precast composite slab (part 2), align the end embedded steel plate (part 19) with the top embedded part of the wall panel, and insert the longitudinal steel bar into the sleeve (part 20); install the connecting high-strength bolts (part 22) and tighten them to the specified torque; fill the sleeve with grouting material (part 24) as needed; after the floor slab installation is completed, pour the composite layer concrete and tie the upper steel mesh (part 25).

[0049] Quality acceptance and waterproofing / insulation construction: Check the verticality and flatness of the wall panels, and measure whether the torque of the box-type connection bolts meets the requirements; carry out exterior finishing, waterproofing and additional insulation layer construction on the outer wall (if necessary), and plastering or panel finishing construction on the interior.

[0050] 7. Post-earthquake inspection and repair

[0051] Damage identification: After the earthquake, first check whether there is obvious concrete crushing or crack penetration in the local reinforced area of ​​the corner wall limb (part 32); check whether there is obvious slippage, deformation of the yield energy dissipation plate and wear of the friction plate in the box bolt connector (parts 10-15).

[0052] Maintenance steps: For nodes where no serious concrete damage has occurred, loosen the high-strength bolts (part 12), remove the severely damaged friction plates and yield energy dissipation plates (parts 14 and 15); replace them with new friction plates and yield energy dissipation plates, check the box body (parts 10 and 11) and anchoring steel bars (part 17) for integrity, and reinforce them if damaged by local steel wrapping or bonding; retighten the high-strength bolts according to the original design torque; grout or repair the surface of local concrete cracks; confirm that the overall load-bearing capacity meets the usage requirements through structural verification or simplified calculation.

[0053] This repairable process allows the system to restore most of its load-bearing and stiffness performance after moderate and major earthquakes by replacing a limited number of connectors and making local concrete repairs. Compared with traditional masonry structures that require large-scale demolition or reconstruction, this significantly shortens the recovery time and reduces economic losses.

[0054] II. Example 2: Seven-story rural apartment-style residence in a seismic fortification zone of intensity 7

[0055] To illustrate the scope of application of this system, another example is given: a seven-story rural apartment building located in a seismic fortification zone of intensity 7.

[0056] Structural layout: The vertical load-bearing structure still uses ribbed composite insulation wall panels (component 1), and the floor slab uses precast ribbed floor slabs (component 2); the floor slab thickness is appropriately increased to 160mm to improve rigidity; since the number of floors reaches 7, which is close to the upper limit recommended by this invention, the arrangement of the box-type connectors is appropriately densified.

[0057] Seismic structural adjustments: The spacing of the vertical box connectors is reduced by about 20% compared to the three-story scheme to meet the lateral stiffness and ductility requirements under the total height of higher floors; the height range of the local reinforcement zone of the corner wall can be appropriately increased to 1.5m; an additional longitudinal wall is added to the stairwell wall area and the box connector nodes are densified.

[0058] Analysis and verification: The equivalent static method and response spectrum method were used to analyze the overall structure to verify that the inter-story drift angle meets the code requirements under the seismic intensity of 7 degrees; finite element modeling was performed on local key nodes to verify the sliding and yielding energy dissipation capacity of the box connection under the design seismic load.

[0059] Construction and maintenance: The construction process is similar to that of Example 1, but the requirements for hoisting and temporary support are slightly higher, and cumulative errors need to be controlled; post-earthquake maintenance is also achieved by replacing friction plates and yield energy dissipation plates, showing that the system has repairable characteristics under different layer conditions.

[0060] III. Optional Refinement Parameters and Variations

[0061] Without departing from the core idea of ​​this invention, the following modifications and optimizations can be made: EPS insulation core material can be replaced with rock wool board or other Class A non-combustible insulation materials to improve fire resistance; the surface treatment of friction plates in box-type connectors can be sandblasting, coating with friction-enhancing coatings, or using composite materials with specific friction coefficients; the shape of the yield energy dissipation plate can be designed as dog bone, slotted, or wavy to optimize hysteretic energy dissipation performance; for one- or two-story buildings with a seismic intensity of 6 degrees, the number of box-type connectors and reinforcement ratio can be appropriately reduced to lower costs; the roof can use a combination of lightweight steel structure roof trusses and densely ribbed composite wall panels to further reduce the mass of the superstructure and improve seismic performance.

[0062] As can be seen from the above embodiments and optional variations, the fully assembled ribbed composite wall panel system and its seismic structure proposed in this invention not only achieve an organic combination of wall panel cross-section, box-type connection and dry connection of floor slab in terms of structural form, but more importantly, through the clear matching relationship between the number of floors and the seismic intensity, the construction rules of key parts and the design of repairable nodes, it has significant technological progress and application prospects in the field of low-rise and multi-story rural housing compared with traditional masonry structures and existing prefabricated high-rise shear wall systems.

Claims

1. A fully assembled ribbed composite wall panel seismic-resistant building system, characterized in that, include: The vertical load-bearing wall is a prefabricated ribbed composite insulation wall panel. The wall panel includes an outer ceramsite concrete layer, an EPS insulation core material layer in the middle, and an inner ceramsite concrete layer along the thickness direction from the outside to the inside. Several longitudinal and transverse ribs are provided in the height and length directions of the wall panel. The total thickness of the wall panel is 160–200 mm. The wall panels are connected at adjacent edges in the vertical and horizontal directions by box bolt connectors. The box bolt connectors include paired boxes, high-strength bolts passing through the boxes, and friction plates and / or yield energy dissipation plates sandwiched between the boxes and the embedded steel plates of the wall panels. The friction plates and / or yield energy dissipation plates can be disassembled and replaced after an earthquake. The floor structure is a precast composite slab or a precast ribbed floor slab. The ends of the floor slab are provided with steel reinforcement anchoring sections that cooperate with the simplified sleeves reserved in the wall panels and end embedded components that cooperate with the box bolt connectors at the top of the wall, so that the floor slab and the wall panels can be dry-assembled through the sleeve connection and the box bolt connection. Seismic construction rules: (1) When the seismic fortification intensity is 6 degrees or 7 degrees, the total number of floors of the building shall not exceed 7; when the seismic fortification intensity is 8 degrees, the total number of floors of the building shall not exceed 4; if the number of floors exceeds the above, the box bolt connectors shall be arranged in a denser manner according to regulations, and the time history analysis of the entire building structure shall be verified. (2) In the corner walls, the edge walls of door and window openings and the walls around stairwells of the building plan, the vertical steel reinforcement ratio along the wall height shall be not less than the predetermined lower limit value, and the number of box bolt connectors distributed within the height range of each floor slab shall not be less than the predetermined lower limit number; (3) In the predetermined range along the height direction at the bottom of the corner wall, the confining stirrup structure and the densely arranged box bolt connection nodes shall be superimposed to limit local bending failure and prevent early crushing of corner concrete.

2. The building system according to claim 1, characterized in that: In the ribbed composite insulation wall panel, the longitudinal ribs and transverse ribs form a grid-like arrangement. The rib height is 0.5–0.9 times the wall panel thickness, and the rib width is 60–120 mm. Longitudinal steel bars and stirrups are set inside the ribs, so that the wall panel as a whole is equivalent to a ribbed shear wall with an insulation core layer.

3. The building system according to claim 1 or 2, characterized in that: The outer ceramsite concrete layer has a thickness of 40–70 mm, the inner ceramsite concrete layer has a thickness of 40–60 mm, and the EPS insulation core layer has a thickness of 60–100 mm. The thermal conductivity of the EPS material is not greater than 0.040 W / (m·K) to meet the energy-saving requirements of rural housing.

4. The building system according to any one of claims 1–3, characterized in that: The box-type bolt connector has its box body welded or tied to the longitudinal and transverse ribs of the wall panel by pre-embedded anchor bars. Limiting bosses are set on both sides of the box body to ensure that the high-strength bolts form controllable frictional slip after the design pre-tightening force is applied. The friction plate is a high-strength steel plate or a composite gasket with a surface treated to control the friction coefficient. The yield energy dissipation plate is a metal plate with a predetermined yield bearing capacity and ductile shape.

5. The building system according to any one of claims 1–4, characterized in that: At the connection between the end of the floor slab and the top of the wall, a pre-embedded steel plate and an additional shear key are provided at the end of the floor slab to cooperate with the box bolt connector. When the high-strength bolt is tightened to the specified torque, a combined connection is formed between the floor slab and the wall panel that can transmit vertical pressure, horizontal shear force and part of the bending moment.

6. The building system according to any one of claims 1–5, characterized in that: In the area where the corner wall segment intersects with the intersecting wall segment, a local reinforcement zone is set along the height of the first floor. In the local reinforcement zone, the rib spacing is reduced by 20-40%, and the longitudinal steel reinforcement ratio is increased by 20-50%. At the same time, at least one row of dense box-type bolt connection nodes is set in each floor within the reinforcement zone to constrain the deformation of the corner wall and control the failure mode.

7. A construction method for the fully assembled ribbed composite wall panel seismic-resistant building system according to any one of claims 1-6, characterized in that, The process includes the following steps: (1) Factory prefabrication: ribbed composite insulation wall panels and prefabricated floor slabs are manufactured according to a unified standard module. Anchors for box-type connectors and simplified sleeves that cooperate with the floor slabs are pre-embedded at the edges and ends of the wall panels; (2) On-site layout and foundation construction: the foundation and foundation beams are constructed, and positioning steel parts or positioning bolts are pre-embedded on the bottom contact surface of the wall panels; (3) Wall panel hoisting and temporary fixing: the wall panels are hoisted using hoisting equipment and positioned at the predetermined position on the foundation or the lower floor slab. Preliminary positioning is performed using pre-embedded positioning steel parts, and temporary supports are set up; (4) Box-type bolt connection installation: high-strength bolts are inserted in a predetermined order, friction plates and / or yield energy dissipation plates are assembled, and torque wrenches are used to tighten them sequentially according to the specified torque to form a connection with a uniform preload; (5) Floor slab installation and dry connection: hoist the composite slab or ribbed floor slab into place, insert the end steel bars into the simplified sleeve and align them with the box-type connectors on the top of the wall, and complete the connection by tightening the high-strength bolts and injecting a small amount of high-strength non-shrink cement grout or sealing material; (6) Quality inspection and waterproofing and thermal insulation treatment: inspect the connection torque, verticality of the wall panel and overall deformation, and carry out necessary waterproofing structural treatment on the outside.

8. The construction method according to claim 7, characterized in that: After the building is completed or after an earthquake, depending on the damage to the friction plates and / or yield energy dissipation plates in the box-type bolted connectors, the high-strength bolts can be loosened, the friction plates and / or yield energy dissipation plates and local box components can be replaced, and the high-strength bolts can be tightened again to the specified torque, thereby achieving local repair rather than overall demolition.

9. The building system according to any one of claims 1–6, characterized in that: For different seismic fortification intensities, the vertical spacing of the box-type bolt connectors within the floor height range and the horizontal spacing along the wall length direction are determined according to the following principles: In the 8-degree fortification zone, the density of the box-type connectors shall be increased by at least 20% compared with the 6-degree fortification zone, and by 30-50% in the corner and opening edge areas.

10. The building system according to any one of claims 1–6, characterized in that: The system is primarily used in rural residential buildings of 1–7 stories. In buildings of 3 stories or less within seismic fortification zones of 6 and 7 degrees, composite floor slabs can be used as floor slabs, and structural reinforcement and shear keys can be set between the composite layer and the cast-in-place layer to improve the overall integrity.

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