Lightweight high-strength energy-dissipation shock-absorption external wall panel and construction method

Abstract

The invention discloses a light high-strength energy dissipation and shock absorption externally-hung wall plate and a construction method. The externally-hung wall plate comprises a wall plate body and connecting joints. The wallboard body comprises a grid frame formed by interweaving rib beams and rib columns, a light energy-consuming core material filled in the grid frame, and a concrete surface layer wrapping the grid frame and the light energy-consuming core material, and the connecting nodes are arranged on the wallboard body and configured to anchor the externally-hung wallboard to a building main body stress component. The connecting joints are arranged on the building body and have a preset static friction force threshold value, when in-plane shear force borne by the connecting joints is smaller than the static friction force threshold value, the connecting joints are kept in a static locking state relative to the building body stress component, and the wallboard body dissipates energy through body deformation of the light energy dissipation core material. The method has the advantages that the whole-process earthquake resistance can be realized through a graded energy consumption mechanism, and the building safety and the energy-saving effect are remarkably improved.

Description

Technical Field

[0001] This invention relates to the field of building wall panel technology, and particularly to lightweight, high-strength, energy-dissipating, and shock-absorbing external wall panels and their construction methods. Background Technology

[0002] With the rapid development of the prefabricated building industry and the increasing national requirements for green building energy conservation, prefabricated exterior wall panels, as the main external enclosure components of prefabricated buildings, directly affect the safety of the main structure and the functionality of the building. Especially in high-intensity earthquake zones, exterior wall panels not only undertake enclosure functions such as thermal insulation, sound insulation, and fireproofing, but also need to coordinate with the main structure's deformation under seismic loads through reasonable connection methods to prevent serious casualties and property damage caused by panel failure or detachment. Therefore, developing a composite exterior wall panel system that combines excellent thermal performance, lightweight and high-strength characteristics, and good seismic energy dissipation capabilities is of significant engineering and social value for promoting the widespread application of prefabricated buildings in seismically fortified areas.

[0003] Current precast concrete exterior wall panels typically employ a sandwich insulation structure, consisting of an outer concrete leaf panel, an insulation layer, and an inner concrete leaf panel, connected as a whole by tie rods. The connection methods to the main structure are mainly divided into rigid and flexible connections. Rigid connections (such as sleeve grouting and welding) have a clear force transmission path and can improve the overall stiffness of the structure, but stress concentration at the joints is prone to occur during earthquakes, leading to wall panel cracking or even failure. Flexible connections (such as elongated hole sliding joints) allow the wall panel to displace relative to the main structure to accommodate inter-story deformation, but they are prone to swaying under minor earthquakes or wind loads, and it is difficult to guarantee the waterproofing and airtightness of the joints. In recent years, to improve seismic performance, the engineering community has begun to study semi-rigid energy-dissipating joints based on U-shaped steel or friction plates, attempting to utilize the friction or plastic deformation of the joints to dissipate seismic energy, aiming to protect the main structure while reducing damage to the wall panel itself.

[0004] However, existing external wall panel technology still has significant limitations in the integrated design of seismic resistance and energy conservation. Current research on semi-rigid energy-dissipating wall panels mostly focuses on the construction and mechanical properties of the connection nodes in isolation, neglecting the potential contribution of the wall panel body (especially the inner leaf plate and filling material) during the seismic process. This results in a disconnect between node energy dissipation and the structural stress of the wall panel. Under this design mode, the lightweight filling material inside the wall panel only plays a single physical role in reducing its own weight or insulation, and is not effectively utilized for energy dissipation in the early stages of an earthquake, resulting in a waste of material performance. At the same time, due to the lack of a systematic graded response mechanism for different earthquake magnitudes (minor, moderate, and major earthquakes), traditional wall panels often have excessive stiffness and directly transfer loads when encountering minor earthquakes. In major earthquakes, once the nodes fail, there is no subsequent energy dissipation defense line, making it difficult to achieve seismic protection throughout the entire process. Moreover, existing sandwich insulated wall panels often have excessive self-weight due to the pursuit of structural strength, increasing the burden on the main structure and the difficulty of construction and hoisting. Summary of the Invention

[0005] The purpose of this invention is to provide a lightweight, high-strength, energy-dissipating, and shock-absorbing external wall panel and its construction method, which can achieve earthquake resistance throughout the entire process through a graded energy dissipation mechanism, significantly improving building safety and energy-saving effects.

[0006] To achieve the above objectives, the present invention provides the following technical solution: a lightweight, high-strength, energy-dissipating, and vibration-damping external wall panel, comprising a wall panel body and connecting nodes. The wall panel body includes a grid frame formed by interwoven ribs and columns, a lightweight energy-dissipating core material filled within the grid frame, and a concrete surface layer covering the grid frame and the lightweight energy-dissipating core material. The connecting nodes are disposed on the wall panel body and configured to anchor the external wall panel to the structural members of the building. The connecting nodes have a preset static friction threshold. When the in-plane shear force on the connecting node is less than the static friction threshold, the connecting node remains stationary and locked relative to the structural members of the building, and the wall panel body dissipates energy through the deformation of the lightweight energy-dissipating core material. When the in-plane shear force on the connecting node exceeds the static friction threshold, the connecting node overcomes the static friction threshold and slips relative to the structural members of the building.

[0007] Preferably, it further includes an insulation layer and an outer leaf plate. The insulation layer is closely attached to the outer surface of the concrete surface layer, and the outer leaf plate is disposed on the outer surface of the insulation layer. The wall panel body, the insulation layer, and the outer leaf plate are connected by tie rods to form a sandwich structure.

[0008] Preferably, the tie member is an FRP tie member or a stainless steel tie member, and the tie member located inside the insulation layer has a flexible covering layer wrapped around its outer periphery.

[0009] Preferably, the connection node includes a cross-shaped guide rail embedded in the wall panel body, an L-shaped steel damper connected to the load-bearing component of the building body, and a fastening assembly connecting the cross-shaped guide rail and the L-shaped steel damper. The cross-shaped guide rail has a sliding groove. The fastening assembly is configured to press the L-shaped steel damper against the surface of the cross-shaped guide rail by applying a preload to form a static friction threshold. When the in-plane shear force exceeds the static friction threshold, the fastening assembly slides along the sliding groove and causes the L-shaped steel damper to slide relative to the cross-shaped guide rail.

[0010] Preferably, the fastening assembly includes a connecting bolt and a locking nut. The head of the connecting bolt is limited within the groove. One end of the L-shaped steel damper has an elongated slot, configured to connect to the load-bearing components of the building structure via bolts and provide installation and adjustment capabilities. The other end of the L-shaped steel damper has a connecting hole. The rod of the connecting bolt passes through the groove and the connecting hole before being threadedly connected to the locking nut.

[0011] Preferably, the density of the lightweight energy-consuming core material is 50-600 kg / m³. 3 The elastic modulus is 0.01-3.0 GPa. The concrete surface layer is made of fiber-reinforced concrete with a compressive strength grade of not less than C30. A gap of 10-30 mm is reserved between the lightweight energy-consuming core material and the rib beams and rib columns of the grid frame. The gap is filled with concrete slurry to form a buffer filling layer.

[0012] Preferably, the ribs and columns within the grid frame are provided with a steel reinforcement skeleton, which is formed by binding longitudinal reinforcing bars and stirrups. A wire mesh is embedded in the concrete surface layer, which is laid on the outside of the steel reinforcement skeleton and connected to it. The steel reinforcement skeleton and the wire mesh together constitute a cage-like metal load-bearing structure that constrains the lightweight energy-consuming core material.

[0013] Another object of the present invention is to provide a construction method for a lightweight, high-strength, energy-dissipating, and shock-absorbing external wall panel, comprising the following steps: Step 1, Sandwich Prefabrication: Using a reverse molding process, first pour concrete for the outer leaf plate at the bottom of the mold, and insert tie members before it sets. Then, lay an insulation layer on top of the outer leaf plate, and the tie members pass through the insulation layer. Build a grid frame for the wall panel body on top of the insulation layer and fill it with lightweight energy-dissipating core material. Position the cross-shaped guide rail on the grid frame. Finally, pour a concrete surface layer to wrap the grid frame and lightweight energy-dissipating core material, so that the cross-shaped guide rail is embedded in the wall panel body with its groove opening facing outwards. Step 2, Positioning and Installation: Anchor one end of the L-shaped steel damper to the main load-bearing component of the building using the anchors that pass through the elongated slot. The position of the wall panel body is then calibrated by adjusting the stroke provided by the elongated slot. The head of the connecting bolt is inserted into the groove of the cross-shaped guide rail, so that the bolt rod passes through the groove and through the connecting hole at the other end of the L-shaped steel damper. Then, the lock nut is screwed in. Step 3, Threshold setting: Determine the preset static friction threshold according to the seismic design requirements, and apply pre-tightening force to the connecting bolts. The axial tension of the connecting bolts presses the L-shaped steel damper onto the surface of the cross-shaped guide rail, so that the preset static friction threshold is formed between the two, thereby putting the connection node in a static locked state.

[0014] Preferably, in step one, the sandwich prefabrication uses a high-precision steel mold, controlling the template size deviation within ±1.5mm. The pouring of the outer leaf plate is the bottom layer concrete construction, and its flatness is controlled within 2mm / m to ensure the tightness of the insulation layer. The pouring of the concrete surface layer is the surface concrete construction, which is carried out after the grid frame and lightweight energy-consuming core material are installed. The synchronous vibration process is used to ensure that the concrete fully wraps the grid frame. Among them, the cross-shaped guide rail is implanted during the pouring of the concrete surface layer, and its position deviation is controlled within ±2mm. Step one also includes curing the entire wall panel after pouring. The curing adopts a steam curing system, and the heating rate is controlled to be ≤15℃ / h.

[0015] Preferably, in step three, the connecting bolts of the fastening assembly are connected between the cross-shaped guide rail and the connecting hole at the other end of the L-shaped steel damper, and the preload P applied by the connecting bolts is calculated and determined according to the following steps: Step (1) Determine material parameters: Determine the density ρ1 of the lightweight energy-consuming core material and the density ρ2 of the concrete surface layer; Step (2), Calculate the weight of the wall panel: Calculate the overall self-weight G of the wall panel based on its geometric dimensions. k The calculation formula is: ; Where V1 is the volume of the lightweight energy-consuming core material, V2 is the volume of the concrete, Gadd is the additional weight of the steel reinforcement skeleton and embedded parts, and g is the acceleration due to gravity. Step (3) Calculate the seismic load: Based on the seismic intensity of the building structure, calculate the standard value F of the horizontal load on the external wall panel under the seismic design. E1 Standard value of horizontal load F under rare earthquakes E2 : ； ; in, For non-structural components, This is the power amplification factor. This represents the maximum value of the design earthquake influence coefficient. This represents the maximum value of the impact coefficient for rare earthquakes. Step (4) Determine the preload range: Based on the principle of frictional quasi-static equilibrium, combined with the friction coefficient between the cross-shaped guide rail and the connecting bolts. Determine the range of values ​​for the preload P of the connecting bolts: ; Where n is the number of effective friction surfaces of the connecting nodes; Step (5) Apply torque: Convert the calculated preload p into a torque value, and use a torque wrench to tighten the lock nut so that the fastening components are in a preloaded state to ensure that the wall panel can slide along the cross-shaped guide rail under a large earthquake.

[0016] Compared with the prior art, the advantages of the present invention are as follows: This device achieves adaptive protection against earthquakes of different levels through structural optimization and intelligent switching of connection mechanisms. At the structural level, the wall panel uses a grid frame formed by interwoven rib beams and columns as a skeleton, filled with lightweight energy-dissipating core material and wrapped with a concrete surface layer. This composite structure of inner skeleton combined with lightweight core material and outer skin ensures that the wall panel has high strength and high rigidity while significantly reducing its self-weight and effectively reducing the dead load of the main building structure.

[0017] At the seismic resistance mechanism level, this structure constructs a dual defense mechanism of energy dissipation in minor earthquakes and slippage avoidance in major earthquakes. Under wind loads or rare earthquakes, when the in-plane shear force on the connection node is less than the preset static friction threshold, the connection node is in a static locked state, and the wall panel remains relatively fixed to the main structure. At this time, the elastic or elastoplastic deformation of the lightweight core material is mainly used to absorb vibration energy, ensuring the stability and integrity of the wall. However, when encountering rare earthquakes, when the in-plane shear force on the connection node exceeds the preset static friction threshold, the connection node is activated as a mechanical safety device, overcoming static friction to generate relative slippage. This process transforms the rigid connection between the wall panel and the frame into a sliding connection, which not only effectively isolates the destructive transmission of seismic force to the wall panel and avoids the wall panel from being crushed due to excessive inter-story displacement, but also provides additional damping for the main structure during the slippage process, thus achieving the dual superior performance of protecting the wall panel itself and assisting the main structure in shock absorption. Attached Figure Description

[0018] To more clearly illustrate the technical solutions in the embodiments of this application, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only embodiments of this application. For those skilled in the art, other drawings can be obtained based on the provided drawings without creative effort.

[0019] Figure 1 This is a side view of Embodiment 1 of the present invention; Figure 2 This is a front view of Embodiment 1 of the present invention; Figure 3 This is a cross-sectional view along the AA direction in Embodiment 1 of the present invention; Figure 4 This is a cross-sectional view along the BB direction in Embodiment 1 of the present invention; Figure 5 This is a side view of Embodiment 3 of the present invention; Figure 6 This is a front view of Embodiment 3 of the present invention; Figure 7 This is a cross-sectional view along the AA direction in Embodiment 3 of the present invention; Figure 8 This is a cross-sectional view along the BB direction in Embodiment 3 of the present invention; Figure 9 This is a schematic diagram of the structure when the longitudinal reinforcing bars and stirrups are combined in Embodiment 3 of the present invention; Figure 10 This is a front view of the cross-shaped guide rail and connecting bolts in Embodiment 3 of the present invention. Figure 11 This is a side view of the cross-shaped guide rail and connecting bolts in Embodiment 3 of the present invention. In the diagram, 1. Wall panel body; 2. Connection node; 3. Grid frame; 4. Rib beam; 5. Rib column; 6. Lightweight energy-dissipating core material; 7. Concrete surface layer; 8. Main load-bearing component of the building; 9. Insulation layer; 10. Outer leaf plate; 11. Tie member; 12. Cross-shaped guide rail; 13. L-shaped steel damper; 14. Slide groove; 15. Connecting bolt; 16. Locking nut; 17. Longitudinal reinforcing bar; 18. Stirrup. Detailed Implementation

[0020] The technical solutions in the embodiments of this application will be clearly and completely described below with reference to the content of the embodiments. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. Based on the embodiments in this application, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of this application.

[0021] Example 1: As shown in the figure, a lightweight, high-strength, energy-dissipating, and shock-absorbing external wall panel includes a wall panel body 1 and a connecting node 2. The wall panel body 1 includes a grid frame 3 formed by interwoven rib beams 4 and rib columns 5, a lightweight energy-dissipating core material 6 filled within the grid frame 3, and a concrete surface layer 7 covering the grid frame 3 and the lightweight energy-dissipating core material 6. The connecting node 2 is disposed on the wall panel body 1 and configured to anchor the external wall panel to the main structural member 8 of the building. The connecting node 2 has a preset static friction threshold. When the in-plane shear force on the connecting node 2 is less than the static friction threshold, the connecting node 2 remains stationary and locked relative to the main structural member 8 of the building, and the wall panel body 1 dissipates energy through the deformation of the lightweight energy-dissipating core material 6. When the in-plane shear force on the connecting node 2 exceeds the static friction threshold, the connecting node 2 overcomes the static friction threshold and slides relative to the main structural member 8 of the building.

[0022] Example 2: As shown in the figure, unlike Example 1, it also includes an insulation layer 9 and an outer leaf plate 10. The insulation layer 9 is closely attached to the outer surface of the concrete surface layer 7, and the outer leaf plate 10 is disposed on the outer surface of the insulation layer 9. The wall panel body 1, the insulation layer 9 and the outer leaf plate 10 are connected by a tie member 11 to form a sandwich structure.

[0023] This embodiment adopts a sandwich insulation structure design that integrates structural load-bearing and high-efficiency energy saving. Its core structure is to connect the wall panel body 1, insulation layer 9 and outer leaf plate 10 through the tie member 11. The insulation layer 9, which is closely attached to the outer surface of the concrete surface layer 7 of the wall panel body 1, forms a continuous and closed high-efficiency thermal barrier, which effectively cuts off the thermal bridge path between the inside and outside of the wall, significantly improves the thermal performance of the building envelope and reduces building energy consumption. The outermost leaf plate 10, as a robust physical protective layer, can not only effectively resist the erosion of wind and rain, ultraviolet aging and external mechanical impact in the natural environment, but also provide reliable fire protection for the internal insulation material. It solves the common engineering pain points of traditional external wall insulation systems, such as cracking of the finishing layer, water seepage and detachment of the insulation layer 9.

[0024] In addition, the tie member 11 plays a key role in force transmission and anchoring in the structure. It reliably transfers the self-weight of the outer leaf plate 10 and the wind load and seismic action it is subjected to to the high-strength wall panel body 1, ensuring the collaborative working ability of the inner and outer leaf plates 10 under complex stress conditions. This truly realizes the high integration of the building's exterior wall insulation function and structural safety, as well as the same life cycle as the main building.

[0025] In this embodiment, the tie member 11 is an FRP tie member or a stainless steel tie member, and the tie member 11 is located in the insulation layer 9 and the outer periphery of the rod body is wrapped with a flexible covering layer.

[0026] This embodiment features targeted optimizations in the material selection and detailed construction of the tie member 11 to address the durability and thermal issues of the sandwich wall panel during long-term service. FRP or stainless steel is selected as the main material for the tie member 11, utilizing its excellent tensile strength and corrosion resistance to ensure the long-term stability of the connection node 2 in humid or harsh environments. Furthermore, the extremely low thermal conductivity of FRP effectively blocks heat transfer through the tie member, significantly reducing the thermal bridging effect.

[0027] Since the outer leaf plate 10 is directly exposed to the outdoor environment, its thermal expansion and contraction is much greater than that of the inner leaf plate which is in a stable indoor environment. This temperature difference deformation will cause the tie member 11 to bear huge shear stress. At this time, the flexible covering layer can provide the necessary deformation space and buffer damping, effectively releasing the interlayer shear stress caused by temperature difference deformation or seismic action, avoiding the cracking of the concrete of the outer leaf plate 10 or the fatigue fracture of the tie member 11 due to excessive rigidity of the connection, thereby greatly improving the crack resistance and service life of the overall structure of the sandwich insulation wall panel.

[0028] Example 3: As shown in the figure, unlike Example 2, the connecting node 2 includes a cross-shaped guide rail 12 pre-embedded in the wall panel body 1, an L-shaped steel damper 13 connected to the main structural member 8, and a fastening assembly connecting the cross-shaped guide rail 12 and the L-shaped steel damper 13. The cross-shaped guide rail 12 is provided with a groove 14. The fastening assembly is configured to press the L-shaped steel damper 13 against the surface of the cross-shaped guide rail 12 by applying a pre-tightening force to form a static friction threshold. When the in-plane shear force exceeds the static friction threshold, the fastening assembly slides along the groove 14 and causes the L-shaped steel damper 13 to slide relative to the cross-shaped guide rail 12.

[0029] In this embodiment, the connecting node 2 adopts a structure in which a cross-shaped guide rail 12 and an L-shaped steel damper 13 cooperate with each other. Specifically, the cross-shaped guide rail 12, which is embedded in the wall panel body 1, uses its special cross flange structure to form a deep grip and anchor with the surrounding concrete. While ensuring the pull-out resistance and connection stability at the root of the node, the groove 14 opened on its surface provides a precise directional guide rail for the node. The fastening component plays a key role in friction clutch in this structure. It is configured to apply a calculated pre-tightening force to tightly press the L-shaped steel damper 13 onto the surface of the cross-shaped guide rail 12, thereby establishing a controllable static friction threshold at the metal contact interface between the two.

[0030] The contact surfaces of the cross-shaped guide rail and the L-shaped steel damper undergo surface treatment to control the friction coefficient between 0.25 and 0.35. If the friction coefficient is too low (below 0.25), the connection node is prone to accidental slippage under wind loads or minor vibrations, leading to loosening or abnormal noise in the wall panel during daily use. If the friction coefficient is too high (above 0.35), the static friction threshold will be too high, making it difficult to overcome frictional resistance and initiate the slippage mechanism during strong earthquakes. This may cause shear failure of the connector before slippage occurs, not only failing to dissipate energy but also increasing the risk of the wall panel being crushed and damaged. Therefore, stabilizing the friction coefficient between 0.25 and 0.35 through sandblasting, galvanizing, or specific surface treatment processes is a key structural element to ensure locking during minor earthquakes and triggering of the slippage mechanism during major earthquakes.

[0031] In actual operation, this structure enables the connection node 2 to adapt to the stress environment: under normal working conditions such as wind load or frequent earthquakes, since the in-plane shear force does not reach the preset threshold, the node relies on static friction to maintain a rigid locking state, ensuring that the wall panel does not displace or sway; when encountering a fortified earthquake or a rare earthquake, once the shear force exceeds the static friction threshold, the node immediately changes from static to sliding mode, the fastening component moves along the slide groove 14 and drives the L-shaped steel damper 13 to displace relative to the cross-shaped guide rail 12. The interface friction damping in this process efficiently dissipates the seismic energy, which not only avoids the brittle shearing of the connection parts due to rigid resistance, but also effectively prevents the wall panel body 1 from being damaged by extrusion deformation by releasing interlayer displacement.

[0032] In this embodiment, the fastening assembly includes a connecting bolt 15 and a locking nut 16. The head of the connecting bolt 15 is limited within the groove 14. One end of the L-shaped steel damper 13 has an elongated slot, configured to connect to the main structural load-bearing component 8 of the building via bolts and provide installation and adjustment capabilities. The other end of the L-shaped steel damper 13 has a connecting hole. The rod of the connecting bolt 15 passes through the groove 14 and the connecting hole, and is threadedly connected to the locking nut 16.

[0033] In this embodiment, the detailed structural design of the fastening components and the L-shaped steel damper 13 fully considers the dual requirements of on-site construction convenience and installation accuracy. The head of the connecting bolt 15 is confined inside the slide groove 14. This mating structure utilizes the side wall of the slide groove 14 to physically restrict the bolt's rotational freedom, allowing construction personnel to tighten the locking nut 16 externally without needing to use tools to fix the bolt head inside the wall panel, greatly simplifying the difficulty of high-altitude operations and achieving efficient single-sided installation. At the same time, the L-shaped steel damper 13, as the core transition component of the connecting node 2, has an elongated slot at one end that provides a crucial error-tolerant mechanism for the precise positioning of the wall panel. This elongated slot can effectively absorb the civil construction errors between the main building structure and the precast wall panel, allowing installers to make fine adjustments to the node's position within a certain range in the direction of the slot before final anchoring, thereby ensuring that the verticality and flatness of the wall panel strictly meet the design standards. After the position calibration is completed, the rod of the connecting bolt 15 passes through the connecting hole at the other end of the L-shaped steel damper 13 and fits tightly with the locking nut 16. By applying a preload, the L-shaped steel damper 13 is firmly locked. This structure not only ensures the stability of the contact pressure of the preset friction surface, but also, in conjunction with the anti-loosening characteristics of the locking nut 16, ensures the connection reliability of the node under long-term service and seismic vibration environment.

[0034] In this embodiment, the density of the lightweight energy-dissipating core material 6 is 50-600 kg / m³. 3 The elastic modulus is 0.01-3.0 GPa. The concrete surface layer 7 is made of fiber-reinforced concrete with a compressive strength grade of not less than C30. A gap of 10-30 mm is reserved between the lightweight energy-consuming core material 6 and the rib beams 4 and rib columns 5 of the grid frame 3. The gap is filled with concrete slurry to form a buffer filling layer.

[0035] This embodiment strictly limits the material parameters and detailed structure of the wall panel, aiming to achieve a synergistic balance between lightweight, high strength, and excellent energy dissipation characteristics. Specifically, the density and elastic modulus range of the lightweight energy-dissipating core material 6 are optimized and matched to 50-600 kg / m³. 3 The low density significantly reduces the self-weight of the wall panel, while the low elastic modulus of 0.01-3.0 GPa ensures that the core material has moderate deformation capacity, enabling it to absorb vibration energy through its own micro-deformation under seismic loads, thus playing a buffering role. The concrete surface layer 7 uses fiber-reinforced concrete with a compressive strength of not less than C30. The crack-resistant reinforcement effect of the fibers compensates for the high brittleness of thin-walled concrete, providing robust protection for the internal core material.

[0036] A buffer filling layer is constructed between the core material and the rib beams 4 and rib columns 5 of the grid frame 3. This structure uses a 10-30mm reserved gap to fill the concrete slurry, which not only effectively eliminates the dimensional deviation caused by the processing of the core material or the binding of the skeleton, but also forms a medium transition zone between the rigid reinforced concrete skeleton and the flexible lightweight core material. This transitional bonding method ensures the tightness of the interface bonding and avoids the stress concentration phenomenon that may occur when dissimilar materials are in direct contact, thereby ensuring that the wall panel can maintain its integrity and not peel off when it is subjected to stress and deformation.

[0037] In this embodiment, the rib beams 4 and rib columns 5 in the grid frame 3 are provided with steel reinforcement skeletons. The steel reinforcement skeletons are made of longitudinal reinforcing bars 17 and stirrups 18. Steel wire mesh is embedded in the concrete surface layer 7. The steel wire mesh is laid on the outside of the steel reinforcement skeleton and connected to the steel reinforcement skeleton. The steel reinforcement skeleton and the steel wire mesh together constitute a cage-like metal stress structure that constrains the lightweight energy-consuming core material 6.

[0038] In this embodiment, a cage-like metal load-bearing structure with a strong restraint effect is constructed by combining a steel reinforcement skeleton and a wire mesh, thereby significantly improving the integrity and seismic resistance of the wall panel. Specifically, the steel reinforcement skeleton located in the rib beams 4 and rib columns 5 is composed of longitudinal reinforcing bars 17 and stirrups 18, serving as the main load-bearing skeleton and giving the grid frame 3 extremely high bending stiffness and load-bearing capacity. On this basis, the wire mesh laid on the outside of the steel reinforcement skeleton and reliably connected to it not only enhances the crack resistance of the thin-walled concrete surface layer 7 and effectively inhibits the propagation of shrinkage cracks and stress microcracks, but also weaves together with the internal skeleton into a closed metal cage.

[0039] The aforementioned cage structure effectively restrains the lightweight energy-dissipating core material 6 inside, keeping it in a restricted state during stress. This prevents the core material from collapsing due to brittle fracture and ensures that even if the concrete surface layer 7 of the wall panel cracks under strong earthquakes, the internal core material can still be tightly wrapped by the metal cage and will not fall off, thus maintaining the structural integrity and anti-collapse ability of the wall panel under extreme conditions.

[0040] Example 4: As shown in the figure, a construction method for a lightweight, high-strength, energy-dissipating, and vibration-damping external wall panel as described in Example 3 includes the following steps: Step 1, Sandwich Prefabrication: Using a reverse molding process, first pour concrete for the outer leaf plate 10 at the bottom of the mold, and insert tie members 11 before it sets. Then, lay the insulation layer 9 on top of the outer leaf plate 10, and the tie members 11 pass through the insulation layer 9. Build the grid frame 3 of the wall panel body 1 on top of the insulation layer 9 and fill it with lightweight energy-dissipating core material 6. Position the cross-shaped guide rail 12 on the grid frame 3. Finally, pour the concrete surface layer 7 to wrap the grid frame 3 and the lightweight energy-dissipating core material 6, so that the cross-shaped guide rail 12 is embedded in the wall panel body 1 and its groove 14 opens outward. Step 2, Positioning and Installation: Anchor one end of the L-shaped steel damper 13 to the main structural member 8 of the building using the anchor through the elongated slot. The position of the wall panel body 1 is calibrated by adjusting the stroke provided by the elongated slot. The head of the connecting bolt 15 is inserted into the groove 14 of the cross-shaped guide rail 12, so that the rod of the connecting bolt 15 passes through the groove 14 and through the connecting hole at the other end of the L-shaped steel damper 13. Then, the lock nut 16 is screwed in. Step 3, Threshold setting: Determine the preset static friction threshold according to the seismic design requirements, and apply pre-tightening force to the connecting bolt 15. The axial tension of the connecting bolt 15 presses the L-shaped steel damper 13 onto the surface of the cross-shaped guide rail 12, so that the preset static friction threshold is formed between the two, thereby putting the connecting node 2 in a static locked state.

[0041] This construction method employs a process combining reverse molding prefabrication and precision assembly installation, achieving closed-loop quality control from component manufacturing to performance regulation. In the prefabrication stage, the reverse molding process not only ensures the molding quality of the outer leaf plate 10 but also utilizes the pre-setting concrete's bonding properties to achieve integrated high-strength anchoring between the tie member 11 and the guide rail, solving the interlayer connection problem in multi-layer composite structures. In the installation stage, this method constructs a dual adjustment mechanism based on elongated circular slots and guide rail grooves 14. The geometrical travel provided by this mechanism effectively absorbs construction errors in the main building structure, significantly reducing on-site assembly difficulty and ensuring the installation accuracy of the wall panels. The final threshold setting step transforms theoretical seismic design parameters into quantifiable bolt pre-tightening forces on-site. By precisely applying the frictional torque to the connection node 2, it ensures that the wall panels remain locked under frequent earthquakes and initiate sliding under design earthquakes, thus achieving a dual realization of project quality and seismic performance.

[0042] In this embodiment, in step one, the sandwich prefabrication uses a high-precision steel mold, controlling the template size deviation within ±1.5mm. The pouring of the outer leaf plate 10 is the bottom layer concrete construction, and its flatness is controlled within 2mm / m to ensure the tightness of the insulation layer 9. The pouring of the concrete surface layer 7 is the surface concrete construction, which is carried out after the grid frame 3 and the lightweight energy-consuming core material 6 are installed. The synchronous vibration process is used to ensure that the concrete fully wraps the grid frame 3. Among them, the cross-shaped guide rail 12 is implanted during the pouring of the concrete surface layer 7, and its position deviation is controlled within ±2mm. Step one also includes curing the entire wall panel after pouring. The curing adopts a steam curing system, and the heating rate is controlled to be ≤15℃ / h.

[0043] Using high-precision steel molds with deviation control within ±1.5mm is a fundamental prerequisite for achieving standardized production and subsequent high-precision assembly of prefabricated building components. During the reverse molding process, a strict flatness control of 2mm / m is implemented on the outer leaf plate 10. This aims to eliminate the potential for hollow areas caused by uneven base layers, ensuring that the subsequently laid insulation layer 9 can fully adhere to the concrete base, thereby preventing cold bridging and guaranteeing the stability of thermal performance. For the complex wall panel body 1, a synchronous vibration compaction process is used to ensure that the concrete slurry can penetrate the dense steel reinforcement skeleton and tightly wrap the lightweight energy-dissipating core material 6, avoiding defects such as honeycomb and pitting, and ensuring the overall coordinated load-bearing performance of the composite structure.

[0044] In particular, the cross-shaped guide rail 12, which is the core connecting component, is precisely embedded during the casting process. Its ±2mm positional deviation control directly determines the smoothness of the fit between the slide 14 and the bolt during subsequent on-site installation, effectively avoiding forced installation or mechanism jamming caused by excessive pre-embedded position deviation.

[0045] Finally, by using a temperature-controlled steam curing system with a heating rate of ≤15℃ / h, the hydration reaction of concrete is accelerated to improve production efficiency, while the temperature stress caused by the temperature difference between the inside and outside of the concrete is effectively controlled, preventing temperature cracks from appearing in the early strength formation stage of the wall panel, thereby ensuring the durability and appearance quality of the finished components.

[0046] In this embodiment, in step three, the connecting bolt 15 of the fastening assembly is connected between the cross-shaped guide rail 12 and the connecting hole at the other end of the L-shaped steel damper 13. The preload P applied by the connecting bolt 15 is calculated and determined according to the following steps: Step (1) Determine material parameters: Determine the density ρ1 of the lightweight energy-consuming core material and the density ρ2 of the concrete surface layer; Step (2), Calculate the weight of the wall panel: Calculate the overall self-weight G of the wall panel based on its geometric dimensions. k The calculation formula is: ; Where V1 is the volume of the lightweight energy-consuming core material, V2 is the volume of the concrete, Gadd is the additional weight of the steel reinforcement skeleton and embedded parts, and g is the acceleration due to gravity. Step (3) Calculate the seismic load: Based on the seismic intensity of the building structure, calculate the standard value F of the horizontal load on the external wall panel under the seismic design. E1 Standard value of horizontal load F under rare earthquakes E2 : ； ; in, For non-structural components, This is the power amplification factor. This represents the maximum value of the design earthquake influence coefficient. This represents the maximum value of the impact coefficient for rare earthquakes. Step (4) Determine the preload range: Based on the principle of frictional quasi-static equilibrium, combined with the friction coefficient between the cross-shaped guide rail and the connecting bolts. Determine the range of values ​​for the preload P of the connecting bolts: ; Where n is the number of effective friction surfaces of the connecting nodes; Step (5) Apply torque: Convert the calculated preload p into a torque value, and use a torque wrench to tighten the lock nut so that the fastening components are in a preloaded state to ensure that the wall panel can slide along the cross-shaped guide rail under a large earthquake.

[0047] The above method abandons the traditional practice of tightening bolts based on experience in construction. Instead, it first establishes an accurate gravity load model based on the actual material density and geometric volume of the wall panel, thereby deriving the standard value of seismic action that meets the specific building fortification requirements. On this basis, by introducing the principle of frictional quasi-static equilibrium, the preload P is defined: the lower limit of this preload must be sufficient to generate static friction to resist the fortification earthquake, ensuring the stability of daily use, while its upper limit must be limited to ensure that the nodal friction can be overcome under the extreme working conditions of rare earthquakes, thereby initiating the slippage energy dissipation mechanism. Finally, by converting this theoretical calculation value into a standard torque value and cooperating with the standardized operation of a torque wrench, the complex seismic mechanics requirements are transformed into quantifiable indicators that can be executed by on-site workers, thus achieving precise control of the dynamic behavior of the wall panel in engineering practice.

[0048] Example 5: A specific calculation example based on the 7-degree fortification standard This embodiment takes a high-rise residential project located in a seismic fortification area of ​​intensity 7 as an example to illustrate in detail the parameter design and preload setting process of the external wall panel of the present invention under the high standard seismic resistance strategy of locking in the fortification earthquake and sliding in rare earthquakes.

[0049] 1. Project Background Building location: A coastal city with a seismic fortification intensity of 7 degrees (design basic seismic acceleration of 0.10g), design seismic group 1, and site category II.

[0050] Building type: High-rise residential building, reinforced concrete frame structure.

[0051] Wall panel type: Lightweight, high-strength, energy-dissipating, shock-absorbing external wall panel (sandwich insulation structure).

[0052] Design service life: 50 years.

[0053] Basic parameters of wall panels Geometric dimensions: Length L=3600mm, Width W=3200mm, Plate thickness: t=300mm.

[0054] Material composition: Core board: B06 grade aerated concrete block, density ρ1=600kg / m3.

[0055] Concrete surface layer (including inner and outer leaf plates and rib beams and columns): C30 concrete, density ρ2=2500kg / m3.

[0056] Surface thickness: The thickness of both the upper and lower panels is d=25mm.

[0057] Connection setup: Each wall panel is anchored to the frame beam via four connection nodes (cross-shaped guide rails with L-shaped steel dampers), with a friction coefficient of [missing information]. Set to 0.28.

[0058] 3. Calculation of wall panel self-weight ( ) The volume data is as follows, based on the design drawings: Core board volume =1.8m 3 .

[0059] Volume of rib beams, rib columns and surface concrete =1.368m 3 .

[0060] Embedded parts and additional weight =51kg.

[0061]

[0062] 4. Calculate the effects of seismic loads The value is taken from the relevant specifications for a seismic fortification intensity of 7 degrees (0.10g): Functional coefficient of non-structural components: =1.3.

[0063] Power amplification factor: =5.0.

[0064] Maximum earthquake impact coefficient: Selected for earthquakes in intensity 7 (moderate earthquakes). =0.23; Rare earthquake (major earthquake) =0.5.

[0065] (1) Horizontal seismic load under design earthquake : ; .

[0066] (2) Horizontal seismic load under rare earthquakes : ; .

[0067] 5. Determine the preload range and construction torque. Assuming the seismic shear force is uniformly distributed among the four connection nodes (n=4), the shear force borne by a single node is: Design earthquake (moderate earthquake) shear force: ; Rare earthquake (major earthquake) shear force: .

[0068] Based on the principle of quasi-static equilibrium of friction, combined with the coefficient of friction =0.28, determine the range of values ​​for the preload P of a single bolt: Lower limit (ensuring no slippage during moderate earthquakes): =59.94KN; Upper limit (to ensure the start of sliding during a major earthquake): =129.43KN.

[0069] 6. Implementation Plan and Results To meet the above preload requirements and reserve sufficient safety margin, M24 high-strength bolts (torque coefficient K=0.2, d=0.024m) are selected, and the design preload P is set to 100kN (this value is within the safe range of 59.54~129.43kN).

[0070] Calculate the construction torque T: ; Conclusion: On-site construction personnel used torque wrenches to tighten the lock nuts at each node to 480 N·m.

[0071] When encountering a fortified earthquake ( When the total static friction force provided by the four nodes is approximately 112 kN, the total static friction force is approximately 112 kN. The shear force is much greater than that of a seismic shear force, the connection nodes remain reliably locked, and the wall panels do not shift.

[0072] When encountering a rare earthquake ( When the seismic shear force exceeds the nodal friction limit, The wall panel initiates a sliding mechanism, using friction to dissipate energy and protect the safety of the main structure and the wall panel.

[0073] The above description is merely an embodiment of this application and does not limit the patent scope of this application. Any equivalent structural or procedural transformations made using the content of this application's specification and drawings, or direct or indirect applications in other related technical fields, are similarly included within the patent protection scope of this application.

Claims

1. A lightweight, high-strength, energy-dissipating, and shock-absorbing external wall panel, characterized in that: The wall panel includes a wall panel body and connecting nodes. The wall panel body includes a grid frame formed by interwoven ribs and columns, a lightweight energy-dissipating core material filled within the grid frame, and a concrete surface layer covering the grid frame and the lightweight energy-dissipating core material. The connecting nodes are disposed on the wall panel body and configured to anchor the external wall panel to the main structural members of the building. The connecting nodes have a preset static friction threshold. When the in-plane shear force on the connecting node is less than the static friction threshold, the connecting node remains stationary and locked relative to the main structural members of the building, and the wall panel body dissipates energy through the deformation of the lightweight energy-dissipating core material. When the in-plane shear force on the connecting node exceeds the static friction threshold, the connecting node overcomes the static friction threshold and slips relative to the main structural members of the building.

2. The lightweight, high-strength, energy-dissipating, and shock-absorbing external wall panel according to claim 1, characterized in that: It also includes an insulation layer and an outer leaf plate. The insulation layer is closely attached to the outer surface of the concrete surface layer, and the outer leaf plate is disposed on the outer surface of the insulation layer. The wall panel body, the insulation layer and the outer leaf plate are connected by tie rods to form a sandwich structure.

3. The lightweight, high-strength, energy-dissipating, and shock-absorbing external wall panel according to claim 2, characterized in that: The tie member is an FRP tie member or a stainless steel tie member, and the tie member is located inside the insulation layer and its outer periphery is wrapped with a flexible covering layer.

4. The lightweight, high-strength, energy-dissipating, and shock-absorbing external wall panel according to claim 2, characterized in that: The connection node includes a cross-shaped guide rail embedded in the wall panel body, an L-shaped steel damper connected to the load-bearing component of the building body, and a fastening assembly connecting the cross-shaped guide rail and the L-shaped steel damper. The cross-shaped guide rail has a sliding groove. The fastening assembly is configured to press the L-shaped steel damper against the surface of the cross-shaped guide rail by applying a preload to form a static friction threshold. When the in-plane shear force exceeds the static friction threshold, the fastening assembly slides along the sliding groove and causes the L-shaped steel damper to slide relative to the cross-shaped guide rail.

5. A lightweight, high-strength, energy-dissipating, and shock-absorbing external wall panel according to claim 4, characterized in that: The fastening assembly includes a connecting bolt and a locking nut. The head of the connecting bolt is limited within the groove. One end of the L-shaped steel damper has an elongated slot, configured to connect to the load-bearing components of the building structure via bolts and provide installation and adjustment capabilities. The other end of the L-shaped steel damper has a connecting hole. The rod of the connecting bolt passes through the groove and the connecting hole before being threadedly connected to the locking nut.

6. The lightweight, high-strength, energy-dissipating, and shock-absorbing external wall panel according to claim 1, characterized in that: The density of the lightweight energy-consuming core material is 50-600 kg / m³. 3 The elastic modulus is 0.01-3.0 GPa. The concrete surface layer is made of fiber-reinforced concrete with a compressive strength grade of not less than C30. A gap of 10-30 mm is reserved between the lightweight energy-consuming core material and the rib beams and rib columns of the grid frame. The gap is filled with concrete slurry to form a buffer filling layer.

7. The lightweight, high-strength, energy-dissipating, and shock-absorbing external wall panel according to claim 1, characterized in that: The ribs and columns within the grid frame are equipped with a steel reinforcement skeleton, which is composed of longitudinal reinforcing bars and stirrups. A wire mesh is embedded in the concrete surface layer, which is laid on the outside of the steel reinforcement skeleton and connected to it. The steel reinforcement skeleton and the wire mesh together constitute a cage-like metal load-bearing structure that constrains the lightweight energy-consuming core material.

8. A construction method for a lightweight, high-strength, energy-dissipating, and vibration-damping external wall panel as described in any one of claims 4-7, characterized in that, Includes the following steps: Step 1, Sandwich Prefabrication: Using a reverse molding process, first pour concrete for the outer leaf plate at the bottom of the mold, and insert tie members before it sets. Then, lay an insulation layer on top of the outer leaf plate, and the tie members pass through the insulation layer. Build a grid frame for the wall panel body on top of the insulation layer and fill it with lightweight energy-dissipating core material. Position the cross-shaped guide rail on the grid frame. Finally, pour a concrete surface layer to wrap the grid frame and lightweight energy-dissipating core material, so that the cross-shaped guide rail is embedded in the wall panel body with its groove opening facing outwards. Step 2, Positioning and Installation: Anchor one end of the L-shaped steel damper to the main load-bearing component of the building using the anchors that pass through the elongated slot. The position of the wall panel body is then calibrated by adjusting the stroke provided by the elongated slot. The head of the connecting bolt is inserted into the groove of the cross-shaped guide rail, so that the bolt rod passes through the groove and through the connecting hole at the other end of the L-shaped steel damper. Then, the lock nut is screwed in. Step 3, Threshold setting: Determine the preset static friction threshold according to the seismic design requirements, and apply pre-tightening force to the connecting bolts. The axial tension of the connecting bolts presses the L-shaped steel damper onto the surface of the cross-shaped guide rail, so that the preset static friction threshold is formed between the two, thereby putting the connection node in a static locked state.

9. The construction method of a lightweight, high-strength, energy-dissipating, and shock-absorbing external wall panel according to claim 8, characterized in that: In step one, high-precision steel molds are used for the sandwich prefabrication, with the template size deviation controlled within ±1.5mm. The pouring of the outer leaf plate is the bottom layer concrete construction, and its flatness is controlled within 2mm / m to ensure the tightness of the insulation layer. The pouring of the concrete surface layer is the surface concrete construction, which is carried out after the grid frame and lightweight energy-consuming core material are installed. The synchronous vibration process is used to ensure that the concrete fully wraps the grid frame. The cross-shaped guide rail is implanted during the pouring of the concrete surface layer, and its positional deviation is controlled within ±2mm. Step one also includes curing the entire wall panel after pouring. The curing adopts a steam curing system, and the heating rate is controlled to be ≤15℃ / h.

10. The construction method of a lightweight, high-strength, energy-dissipating, and shock-absorbing external wall panel according to claim 8, characterized in that: In step three, the connecting bolts of the fastening assembly are connected between the cross-shaped guide rail and the connecting hole at the other end of the L-shaped steel damper. The preload P applied by the connecting bolts is calculated and determined according to the following steps: Step (1) Determine material parameters: Determine the density ρ1 of the lightweight energy-consuming core material and the density ρ2 of the concrete surface layer; Step (2), Calculate the weight of the wall panel: Calculate the overall self-weight G of the wall panel based on its geometric dimensions. k The calculation formula is: ； Where V1 is the volume of the lightweight energy-consuming core material, V2 is the volume of the concrete, Gadd is the additional weight of the steel reinforcement skeleton and embedded parts, and g is the acceleration due to gravity. Step (3) Calculate the seismic load: Based on the seismic intensity of the building structure, calculate the standard value F of the horizontal load on the external wall panel under the seismic design. E1 Standard value of horizontal load F under rare earthquakes E2 : ； ； in, For non-structural components, This is the power amplification factor. This represents the maximum value of the design earthquake influence coefficient. This represents the maximum value of the impact coefficient for rare earthquakes. Step (4) Determine the preload range: Based on the principle of frictional quasi-static equilibrium, combined with the friction coefficient between the cross-shaped guide rail and the connecting bolts. Determine the range of values ​​for the preload P of the connecting bolts: ； Where n is the number of effective friction surfaces of the connecting nodes; Step (5) Apply torque: Convert the calculated preload p into a torque value, and use a torque wrench to tighten the lock nut so that the fastening components are in a preloaded state to ensure that the wall panel can slide along the cross-shaped guide rail under a large earthquake.

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