Column foot energy consumption seismic mitigation and isolation vertical connecting structure of multi-ribbed composite wallboard

Abstract

The invention relates to a building anti-seismic connecting piece, and discloses an energy consumption seismic isolation and reduction vertical connecting structure for a ribbed column foot of a multi-ribbed composite wallboard. The structure comprises an upper support, a lower support and a fluid type energy consumption mechanism, wherein the upper support and the lower support are arranged on a wall column foot; the upper support and the lower support are detachably connected through the mechanical connecting piece, and the energy dissipation mechanism can be independently replaced under the condition that a wall body is not damaged. The energy dissipation mechanism is composed of a shell and a piston assembly, a closed working cavity is formed in the shell, and reciprocating motion of the piston assembly drives fluid to generate viscous damping so as to dissipate earthquake energy. Elastic damping elements are arranged between the limiting holes and the limiting columns and cooperate with the energy dissipation mechanism to reduce action transmission. Optionally, the throttling channel is detachable and replaceable, the multiple energy consumption mechanisms form an external fluid channel net through the flexible pressure-resistant hose, and liquid inlets and liquid outlets in the two ends of the liquid conveying channel are communicated in a crossed mode so as to obtain the basically symmetrical damping characteristic. The structure integrates efficient energy consumption, shock insulation and post-earthquake replaceability, and is suitable for cast-in-place or assembly type multi-ribbed composite wallboards.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of building anti-seismic connectors, and particularly relates to a vertical connection structure for energy dissipation and seismic isolation of a rib column base of a dense-rib composite wall panel. BACKGROUND

[0002] With the acceleration of urbanization, prefabricated building technology is more and more widely used, and the traditional anti-seismic design method has been difficult to meet the safety requirements of modern buildings. Under the action of earthquake, the building structure will produce a large lateral force, therefore, new damping and energy dissipation technology has become an important research direction of building design in recent years. Dense-rib composite wall panel is widely used due to its superior structural performance. However, on the one hand, the existing vertical connection joint of the dense-rib composite wall panel has limited energy dissipation capacity under the action of earthquake, lacks effective damping measures, and cannot fully guarantee the safety of the building; on the other hand, the installation and replacement of the existing seismic isolation and energy dissipation device are often complex and costly, and the maintenance work is relatively cumbersome, which brings inconvenience to the long-term management and use of the building.

[0003] To solve the above problems, scholars have proposed various energy dissipation connection technologies for multi-rib composite wall panels in recent years, including friction connection, viscoelastic connection, metal yield energy dissipation device, and post-cast concrete connection. These technologies can effectively dissipate energy during earthquakes, reduce the damage to the wall and the connection parts, and significantly improve the structural ductility and post-earthquake repair capacity. Many related patents have explored this issue. For example, patent CN119288080A discloses a multi-directional vibration isolation support that uses a detachable energy dissipation mechanism and a stand column. When vertical deformation occurs at the node, energy is dissipated through liquid flow. The screw-free design facilitates assembly and allows for quick disassembly after an earthquake. However, when the node is installed at the corner of the wall, there is limited space for lateral installation, making it difficult to install energy dissipation mechanisms in four directions. This does not fully align with the characteristics of multi-rib composite wall panels, which primarily transfer vertical forces, and the characteristics of walls, which primarily bear lateral forces. Additionally, the support uses anchors directly connected to the wall concrete, which may result in insufficient bonding strength, anchor slippage, or concrete cracking, causing changes in the force transmission path. Patent CN108589966B proposes a vertical tensile connection assembly for connecting concrete wall panels and its use method. The assembly uses a connecting rod that passes through the connecting hole in the pre-buried U-shaped connecting piece to achieve vertical connection of the wall. This design maximizes the tensile bearing capacity of the U-shaped connecting piece, has high bearing capacity, and effectively reduces the amount of connection materials. However, the assembly can only connect two wall panels and does not have energy dissipation and vibration reduction functions, which is not conducive to the full development of wall ductility. Patent CN111749351B discloses a self-centering energy dissipation connection device for fabricated shear walls. The device connects the upper and lower wall panels into a whole through a prestressed system. The friction force generated by the sliding of the bolt rod in the bolt hole dissipates seismic energy. When the seismic action decreases, the device returns to the initial position through the pre-stress and the weight of the wall, achieving self-centering and energy dissipation of the building structure.

[0004] Overall, existing multi-rib composite wall panel connection technologies still have obvious shortcomings in energy dissipation capacity, vibration reduction design, and post-earthquake repair. Most connection forms only have a single energy dissipation mechanism or do not have energy dissipation capacity, limiting energy dissipation efficiency and damage control capacity. In addition, the node structure is complex, which not only has a long repair period and high cost, but also lacks a quick replacement method.

[0005] Fluid-type energy dissipation mechanisms have important application value in the field of building seismic resistance due to their high energy dissipation efficiency, fast response, reliable structure, and easy maintenance. If fluid-type energy dissipation mechanisms are designed in coordination with the vertical connection nodes of multi-rib composite walls, it can not only help to build a "multi-layer seismic defense line" seismic strategy, but also improve the ductility of the wall and achieve rapid repair after an earthquake.

[0006] Assembled multi-ribbed composite wall panel is widely used in engineering due to its high efficiency in structure, but the traditional vertical connection node lacks energy dissipation capacity and post-earthquake repair convenience, and it is difficult to balance the requirements of efficient energy dissipation, shock isolation and replaceability. Related researches including friction connection, viscoelastic connection, metal yield energy dissipation and post-poured concrete connection still have deficiencies in force transmission path, maintainability and adaptability. At the same time, although the idea of connecting detachable energy dissipation mechanism in parallel to the node has been explored, there is still room for improvement in the arrangement of wall corner and vertical main force transmission component, reliable anchoring with wall steel bars, energy dissipation and shock isolation coordination, etc. Therefore, there is an urgent need to design a new type of vertical energy dissipation connection form for multi-ribbed composite wall panel to effectively reduce the impact of seismic waves on the wall, while realizing the repairability at the node, which is a technical problem to be solved by technical personnel in the field. SUMMARY

[0007] To solve the above problems, a column foot energy dissipation and shock mitigation vertical connection structure is proposed: a detachable fluid type energy dissipation mechanism is arranged between the upper support and the lower support; the energy dissipation mechanism is a closed working cavity composed of a shell and a piston assembly, and the fluid reciprocating flow through the throttle channel generates viscous damping; an elastic shock mitigation element is arranged between the upper support limiting hole and the limiting column to form a viscoelastic cooperative system with the energy dissipation mechanism to reduce the action transmission. The upper and lower supports are reliably anchored to the wall reinforcement by mechanical connectors and can be quickly disassembled, and optional detachable or adjustable throttle pieces are used for parameterized matching, and multiple nodes can form an external fluid network through flexible pressure-resistant hoses, and if necessary, left and right ends are connected in an up-down cross strategy to realize symmetric damping in tension and compression. The node structure and material are adapted to the cast-in-place and assembled scenarios. The structure sets upper and lower supports at the column foot of the wall, and detachably installs a fluid type energy dissipation mechanism between the two; an elastic shock mitigation element is arranged between the upper support and the lower support to make them work cooperatively to reduce the transmission of seismic action to the wall.

[0008] SUMMARY OF THE TECHNICAL SOLUTION:

[0009] 1) The upper support and the lower support form a detachable connection through mechanical connectors, so that the fluid type energy dissipation mechanism can be replaced independently without damaging the main body of the wall;

[0010] 2) When the fluid type energy dissipation mechanism is subjected to vertical force, the fluid in the closed cavity reciprocates and generates viscous damping through the throttle channel to dissipate seismic energy;

[0011] 3) An elastic shock mitigation element is arranged between the upper support limiting hole and the limiting column to form a series viscoelastic system and avoid rigid collision.

[0012] PREFERRED EMBODIMENT:

[0013] a) The fluid-type energy dissipation mechanism includes an energy dissipation sleeve (shell) and an extension rod (also known as a piston rod) assembly arranged opposite to each other. A working chamber is formed inside the sleeve. The extension rod assembly reciprocates to drive the fluid at both ends of the working chamber to circulate through the throttling channel. The throttling channel can be a replaceable or adjustable throttling element so as to adjust the damping performance according to the fortification intensity.

[0014] b) The upper and lower supports are equipped with steel anchor plates and matching high-strength bolts or prestressed anchors. The anchor plates are provided with 2-8 anchor holes with a diameter larger than the corresponding reinforcement diameter to reduce the alignment accuracy requirements. They are reliably anchored to the wall reinforcement by threaded connection, welding or post-tensioning prestressed tendons.

[0015] c) Multiple nodes can be interconnected through external flexible pressure-resistant hoses to form a collaborative energy-consuming network; they can be arranged according to a cross-connection strategy of the upper and lower inlet and outlet ports at both ends to obtain basically symmetrical damping characteristics in the tension and compression dual strokes.

[0016] d) The upper and lower supports are made of steel and have anti-corrosion coatings. The outer shell of the fluid energy dissipation mechanism adopts a welded sealing structure. The typical total height of the node is 150mm-300mm, which can be adapted to the structural needs of cast-in-place or prefabricated ribbed composite wall panels.

[0017] e) This structure adopts standardized modular components and accessible mechanical connections and fluid interfaces to facilitate rapid replacement and maintenance after an earthquake (optionally stated as "single node assembly and disassembly can be completed within a limited time").

[0018] Compared with existing technologies, the beneficial effects of this invention are as follows: viscous energy dissipation and elastic seismic isolation work together to reduce the risk of energy input to the wall and rigid collisions; the detachable modular structure supports rapid replacement after an earthquake without damaging the main body of the wall; the parameterized configuration of adjustable / replaceable throttling components and external channels allows the damping performance to be matched according to the design requirements; and the assembly tolerance and maintainability are improved by enlarging the anchor plate hole diameter and using multiple anchoring methods and installation deviation correction structures, making it suitable for various dense rib composite wall panel construction scenarios. Attached Figure Description

[0019] Figure 1 This is a schematic diagram of a vertical connection structure for energy dissipation, seismic isolation, and vibration reduction at the column base of a densely ribbed composite wall panel.

[0020] Figure 2 This is a detailed structural diagram of a single wall panel and its connectors.

[0021] Figure 3 The construction graph for node A.

[0022] Figure 4 The diagram shows the construction of the upper support for node A.

[0023] Figure 5 The diagram shows the construction of the lower support for node A.

[0024] Figure 6 This is a cross-sectional view of the energy dissipation device at node A.

[0025] Figure 7 This is a structural diagram of the upper support limiting plate.

[0026] Figure 8 This is a cross-sectional view of the upper support limiting plate.

[0027] Figure 9 This is the construction graph for node B.

[0028] Figure 10 The diagram shows the construction of the upper support for node B.

[0029] Figure 11 The diagram shows the construction of the central column at node B.

[0030] Figure 12 This is a cross-sectional view of the central column at node B.

[0031] Figure 13 The diagram shows the construction of the lower support for node B.

[0032] Figure 14 This is a structural diagram of an energy dissipation device.

[0033] Figure 15 This is a structural diagram of the infusion channel on the right side of the energy dissipation device.

[0034] Figure 16 This is a partial structural diagram of the infusion channel on the right side of the energy dissipation device.

[0035] In the diagram: 11-Infill block of ribbed composite wall panel; 12-Ribped column of ribbed composite wall panel; 13-Longitudinal reinforcement of ribbed column of ribbed composite wall panel; 14-Anchor nut of longitudinal reinforcement of ribbed column of ribbed composite wall panel; 15-Slot of outer rib beam of ribbed composite wall panel; A-Column foot node of outer rib column; B-Column foot node of inner rib column; 2-Limiting plate of upper support at node B; 21-Limiting column of upper support at node B; 22-Elastic damping element of elastic damping element of upper support column of upper support at node B; 23-Limiting hole of upper support at node B; 24-Slot of anchor plate of steel reinforcement at upper support at node B; 25-Limiting plate of upper support at node B; 3-Anchor plate of steel reinforcement at upper support at node A; 31-Anchor hole of steel reinforcement at upper support at node A; 32-Anchor of steel reinforcement at upper support at node A. Plate; 4-Fluid-type energy dissipation mechanism; 41-Limiting block; 42-Extension rod; 43-Energy dissipation sleeve; 44-Energy dissipation sleeve inlet / outlet; 45-Rotating seat; 5-Lower support of node A; 51-Lower support reinforcement anchor plate of node A; 52-Lower support reinforcement anchor hole of node A; 54-Lower support limiting block slot of node A; 55-Lower support limiting block bolt hole of node A; 56-Lower fluid delivery channel of node A energy dissipation mechanism; 57-Upper fluid delivery channel of node A energy dissipation mechanism; 58-Side column sleeve of lower support of node A; 59-Side column bolt of lower support of node A; 61-Upper support reinforcement anchor plate of node B; 62-Upper support reinforcement anchor hole of node B; 63-Middle column of upper support of node B; 64-Upper inlet / outlet of the column in the upper support of node B; 65-Lower inlet / outlet of the column in the upper support of node B; 66-Reinforcing bar anchor plate slot of the upper support of node B; 67-Piston of the column in the upper support of node B; 7-Lower support of node B; 71-Reinforcing bar anchor plate of the lower support of node B; 72-Reinforcing bar anchor hole of the lower support of node B; 73-Bolt of the column in the lower support of node B; 74-Sleeve of the column in the lower support of node B; 75-Bolt of the side column of the lower support of node B; 76-Sleeve of the side column of the lower support of node B; 8-Limiting plate of the upper support of node A; 81-Limiting column of the upper support of node A; 82-Elastic damping element of the limiting column of the upper support of node A; 83-Limiting hole of the upper support of node A; 8 4- Reinforcing bar anchor plate groove for upper support of node A; 85- Limiting plate for upper support of node A; 86- Limiting block groove for upper support of node A; 87- Bolt hole for limiting block of upper support of node A; 91- Connecting hose for infusion port of energy dissipation mechanism; 92- Connecting hose for infusion channel; 93- Left infusion channel; 94- Connecting hose for infusion channel and lower inlet / outlet of column in node B; 95- Connecting hose for infusion channel and upper inlet / outlet of column in node B; 96- Right infusion channel; 961- Pipeline a for right infusion channel; 962- Pipeline b for right infusion channel; 963- Infusion chamber for right infusion channel; 964- Inlet / outlet of right infusion channel; 97- Infusion channel bracket for lower support of node A; Detailed Implementation

[0036] To more clearly illustrate the present invention, the following description, in conjunction with preferred embodiments and accompanying drawings, is provided. Similar components in the drawings are indicated by the same reference numerals. The present invention is not limited to the specific embodiments described below; all equivalent modifications made based on the technical solutions of this application fall within the protection scope of the present invention.

[0037] To avoid ambiguity in terminology, the following explanation is provided: In this specification, "energy-dissipating sleeve" is also called "shell" and "extension rod" is also called "piston rod". The two together constitute a "fluid-type energy-dissipating mechanism". The difference is only in name and does not constitute a limitation of technical features; "elastic damping element" is an annular or sleeve-type buffer component arranged between the upper support limiting hole and the limiting post.

[0038] like Figures 1 to 16 As shown, this invention provides a vertical connection structure for energy dissipation and seismic isolation at the column base of a densely ribbed composite wall panel, including node A at the column base of the outer rib column 12 and node B at the column base of the inner rib column. Each node consists of an upper support and a lower support, which are vertically connected by a fluid-type energy dissipation mechanism 4. Energy is dissipated by the reciprocating flow of liquid in the mechanism through a throttling channel. Typical components include a limiting block 41, a rotating seat 45, an energy dissipation sleeve (shell) 43, an extension rod (piston rod) 42, and inlet / outlet ports 44, etc.

[0039] During construction, it is preferable to first machine the external threads of the longitudinal reinforcement bars 13 of the rib column before binding and pouring. When installing the steel reinforcement anchor plates 3, 51, 61, and 71, the steel bars are inserted into the anchor holes 31, 52, 62, and 72 respectively, and anchored and fixed with nuts 14 or prestressed anchors. The above-mentioned plate holes correspond one-to-one to avoid misinstallation and improve the clarity and reliability of the connection.

[0040] After the fluid-type energy dissipation mechanism 4 is prefabricated, the energy dissipation sleeve 43, extension rod 42, rotating seat 45, and limiting block 41 are assembled in sequence, and the rotating seat 45 and the limiting block 41 are welded together to form an integral module, so as to facilitate hoisting and quick positioning.

[0041] After the limiting block 41 is pushed into the limiting block slots 54 and 86 of the lower support and the upper support, it is tightened and locked by two bolts and cooperates with the bolt holes of the limiting block; preferably, it is locked to the corresponding slot bolt holes 87 and 55 of the upper support and the lower support, so as to prevent the relative movement of the limiting block under vibration conditions.

[0042] The elastic damping element is preferably made of 1mm shape memory metal and 2mm rubber composite, and is glued and embedded on the inner circumferential surface of the upper support limiting holes 23 and 83, forming a circumferential fit with the limiting posts 21 and 81 to form buffer damping and avoid rigid collision; wherein the inner diameter of the limiting holes 23 and 83 is preferably 35mm, and the length and width of the upper support limiting posts 81 and 21 are preferably 40mm.

[0043] On node B, a limiting slot 66 (approximately 10 mm high and 5 mm wide) is preferably provided on both sides of the anchor plate 61 of the support reinforcement. The same structure can also be used for node A to stabilize the relative positional relationship between the limiting plate and the support.

[0044] To facilitate the reciprocating motion of the central column piston 67, the upper and lower surfaces of the piston are preferably machined with chamfers, and the angle between the conical surface and the upper and lower end faces is 45°, so as to reduce edge interference and flow field disturbance.

[0045] The liquid inlet and outlet holes 64 and 65 of the central column are preferably 4mm in outer diameter and 2mm in inner diameter, and the ends are provided with a protrusion or bayonet section with an outer diameter of about 6mm to reliably connect with the hose and reduce the risk of leakage.

[0046] The inlet and outlet connecting hoses 91, 92, 94, and 95 are preferably flexible pressure-resistant hoses. One end is sealed or snapped to the inlet and outlet of the energy dissipation mechanism, and the other end is fitted to the outside of the inlet and outlet hole of the central column through a rubber ring or a snap-fit, to ensure the pressure resistance, sealing and maintainability of the pipeline.

[0047] The typical dimensions of the energy dissipation sleeve inlet / outlet 44 are an inner diameter of 2 mm and an outer diameter of 3 mm, which can form a matching flow resistance network with the node channel to support stable viscous damping characteristics.

[0048] In a typical case, the total height of node A and node B is 200mm; the thickness of the steel reinforcement anchor plate is 30mm; the height of the upper support limiting column is 30mm; and the height of the lower support side column sleeve is 90mm, in order to adapt to the structural space of conventional ribbed composite wall panel nodes.

[0049] The upper and lower liquid outlets of the two fluid-type energy-consuming mechanisms before and after node A flow into the upper and lower liquid infusion channels 57 and 56 of node A, respectively, and then connect to the left and right liquid infusion channels 93 and 96 via connecting hoses to realize pressure transmission and coordinated energy consumption between nodes. The connection path is shown in the figure.

[0050] The upper and lower infusion channels 57 and 56 of node A are fixed to the lower support by the infusion channel bracket 97 of the lower support of node A; the inner diameter of channels 57 and 56 is preferably 2mm and the outer diameter is 4mm, which not only meets the requirements of flow rate and damping, but also takes into account the installation space and pressure resistance level.

[0051] The total length of the left and right infusion channels 93 and 96 is preferably about 720 mm, with an inner diameter of about 4 mm; the total length of the interface section is about 15 mm, including a 5 mm bayonet section and a 10 mm outer diameter bayonet, to meet the requirements of rapid on-site connection and sealing.

[0052] To achieve a symmetrical damping response of the wall under vertical seismic loading, the upper and lower inlet / outlet ports at both ends of the left-side infusion channel are connected to pipes a and b respectively; the upper and lower inlet / outlet ports at both ends of the right-side infusion channel are connected in a cross configuration where pipes a and b alternate vertically. See details... Figure 15 , Figure 16 .

[0053] Preferably, four anchor holes (31, 52, 62, and 72) are used for the upper and lower supports, and the hole diameter is slightly larger than the diameter of the steel bar to reduce the installation alignment accuracy requirements. The actual hole diameter can be selected according to the specifications of the steel bars in the project to ensure a balance between workability and load-bearing capacity requirements.

[0054] When the longitudinal reinforcement 13 of the rib column adopts post-tensioned prestressed tendons, it is preferable to increase the thickness of the upper and lower support anchor plates and replace the nut 14 with a prestressed tendon anchor of the corresponding model to ensure the reliability of anchorage and the realization of self-resetting capability.

[0055] Preferably, the depth of the lower support limiting block slot 54 at node B is increased by about 10mm compared to the upper support limiting block slot 86 at node B, in order to improve the embedding and pull-out stability of the limiting block.

[0056] The central column bolt 73 and the side column bolts 59 and 75 of the lower support of node B can be externally threaded and welded to the steel reinforcement anchor plates 71 and 51; the corresponding central column sleeve 74 and side column sleeves 58 and 76 are internally threaded. After installation, each sleeve is unscrewed so that it extends into the upper support limiting holes 23 and 83 and fits against the corresponding limiting plates. This can correct installation deviations and ensure reliable connection between the limiting plates and limiting sleeves, improving the overall assembly tolerance and stress stability of the node.

[0057] The end of the extension rod 42 is preferably provided with an end sealing gasket or seal to improve the end sealing and prevent leakage of the medium on the upper and lower sides of the energy dissipation chamber; this end component is referred to as an "insulating gasket" in the original description, and its function is to seal and prevent leakage.

[0058] Node A and Node B are connected by left and right infusion channels 93 and 96, forming a collaborative energy consumption network. This allows adjacent nodes to participate in energy consumption when any node is subjected to force, thereby improving overall energy consumption efficiency and system robustness.

[0059] The node implementation methods of the present invention include, but are not limited to, the following, combined with Figures 1 to 16 It can be selected and combined for different engineering scenarios.

[0060] Example 1 (New Installation Scenario): a) Anchoring Connection: Upper and lower supports are installed at the column base. The connection to the wall reinforcement 13 is achieved through steel anchor plates 3, 51, 61, 71 and anchor holes 31, 52, 62, 72, and anchored by nuts 14 or prestressed anchors; b) Energy Dissipation Mechanism Installation: The fluid-type energy dissipation mechanism 4 is placed between the upper and lower supports. The limiting block 41 is pushed into the slots 54, 86 and locked with bolts to holes 87, 55; c) Elastic Element Installation: The elastic damping element is embedded in the inner circumference of the limiting holes 23, 83 of the upper support, forming a circumferential fit with the limiting posts 21, 81; d) Fluid Channel Connection and Fixing: (The text abruptly ends here, likely due to an incomplete translation or source material.) Figures 14-16 Connect inlet and outlet tubing 91, 92, 94, 95, connect the upper and lower infusion channels 57, 56 of node A with the left and right channels 93, 96, and fix them with bracket 97; e) Seal check: After completing the interface snap-fit ​​and venting seal check, put it into use.

[0061] Example 2 (Post-earthquake replacement scenario): Disconnect the mechanical connectors and disconnect the external fluid channel connection. Remove the damaged fluid energy dissipation mechanism 4 as a whole and install a new energy dissipation mechanism module. Then reinstall the limiting and anchoring connections and complete the sealing inspection. The above process does not damage the main wall and foundation concrete structure, which facilitates the rapid restoration of node functions.

[0062] Example 3 (Post-tensioned prestressed scenario): Replace the steel anchor plate with an anchor pad and configure prestressed tendon anchors. Appropriately thicken anchor plates 3, 51, 61, and 71 to achieve higher load-bearing and self-resetting capacity, and improve the seismic performance of the ribbed wall.

[0063] The above embodiments are intended to illustrate rather than limit; any adjustments and modifications to component materials, dimensional parameters, hose specifications, throttling device forms, and connection strategies without departing from the spirit and substance of the present invention should be considered equivalent to the present invention and fall within the protection scope of the present invention.

Claims

1. A vertical connection structure for energy dissipation and seismic isolation at the column base of a ribbed composite wall panel, comprising an upper support and a lower support disposed at the column base, and a fluid-type energy dissipation mechanism detachably installed between the two, characterized in that: The upper and lower supports are detachably connected by mechanical connectors, allowing for independent replacement of the fluid-type energy dissipation mechanism without damaging the main wall structure. The fluid-type energy dissipation mechanism consists of a shell and a piston assembly. A closed working chamber is formed inside the shell. The reciprocating motion of the piston assembly causes the fluid at both ends of the working chamber to flow back and forth through the throttling channel, generating viscous damping to dissipate seismic energy. The upper and lower inlet and outlet ports at both ends of the left and right fluid infusion channels are connected to pipes a and b in a cross manner to ensure that the component's tension and compression strokes have basically symmetrical damping characteristics. An elastic damping element is installed between the limiting hole and the limiting column of the upper support, which works in conjunction with the fluid-type energy dissipation mechanism to reduce the energy transmitted to the wall by seismic forces.

2. The connection structure according to claim 1, characterized in that: The throttling channel is a replaceable or adjustable throttling element, so that the damping coefficient can be adjusted according to the seismic fortification intensity.

3. The connection structure according to claim 1 or 2, characterized in that: The working fluid is low-viscosity silicone oil, damping oil, or other incompressible media.

4. The connection structure according to claim 1, characterized in that: Multiple fluid-type energy-consuming mechanisms are interconnected through external fluid channels to form a collaborative energy-consuming network. The external fluid channels are made of flexible pressure-resistant hoses and are fixed to the lower support by brackets.

5. The connection structure according to claim 1, characterized in that: The mechanical connector includes anchor plates set on the upper and lower supports and bolts or prestressed anchors that cooperate with them. The anchor plates are provided with 2-8 anchor holes with a diameter larger than the corresponding reinforcement diameter to reduce the installation accuracy requirements.

6. The connection structure according to claim 6, characterized in that: The anchor plate is connected to the wall reinforcement through threaded connection, welding, or post-tensioned prestressed tendon anchoring.

7. The connection structure according to claim 1, characterized in that: The middle column sleeve and the side column sleeve of the lower support are provided with internal threads, which are matched with the corresponding bolts so that after installation, they can be unscrewed and inserted into the limiting hole of the upper support, thereby correcting the installation deviation and ensuring a reliable connection between the limiting plate and the limiting sleeve.

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