Steel structure floor slab sparse expansion joint device and expansion joint design method

Abstract

The invention discloses a steel structure floor slab thinning expansion joint device which comprises three stages of energy dissipation structures which are arranged in expansion joints between floor slabs and between the floor slabs and steel beams respectively and connected with the floor slabs on the two sides of the expansion joints in the expansion joint direction, and the relative displacement and energy of the floor slabs on the two sides are controlled through elastic sliding, damping energy dissipation and limiting locking. And the linkage anti-falling structure is arranged in the floors on the two sides and in the expansion joints between the floors, is connected with the floors on the two sides and is unfolded into an anti-falling net through triggering linkage to prevent the floors from falling. The composite sealing structures are arranged in the expansion joint and on the top faces of the floors on the two sides and connected with the floors on the two sides, and the expansion joint is filled with the composite sealing structures from top to bottom. The three-stage energy dissipation structure, the linkage anti-falling structure and the composite sealing structure are combined with one another, and an integrated device integrating the functions of narrowing, falling prevention, water prevention and energy dissipation is formed between an expansion joint and floors on the two sides. The invention further discloses an expansion joint design method for the expansion joint device for the sparse joint of the steel structure floor slab.

Description

Technical Field

[0001] This invention relates to the field of expansion joint technology for steel structure floor slabs, and particularly to a device and design method for creating sparse expansion joints in steel structure floor slabs. Background Technology

[0002] Expansion joints in steel structure floor slabs, also known as temperature joints, are structural gaps that allow for free expansion and contraction, pre-installed along the length of steel structure floor slabs or roofs to prevent excessive stress caused by temperature changes (thermal expansion and contraction).

[0003] For buildings such as industrial plants, commercial complexes, and transportation hubs with single-sided structural lengths, the expansion joints between floor slabs are considered expansion joints in ultra-long steel structures. Chinese Utility Model Patent Application No. CN2018200501954 discloses a steel structure expansion joint floor slab, a steel beam frame, and several unit floor slabs laid on the steel beam frame, with expansion joints between adjacent unit floor slabs, the expansion joints being sealed with asphalt-impregnated hemp fiber. When this patent is applied to ultra-long steel structure buildings, if it encounters various environmental factors such as temperature changes, earthquakes or wind vibrations, vibrations caused by mechanical impacts, or sudden extreme deformations or vibrations, the expansion joints will exhibit the following problems due to the ultra-long length of the steel structure floor slabs: First, under the influence of environmental factors, the width of the expansion joint is too large, often between 150mm and 500mm, resulting in excessively large effective space occupied by the expansion joint. If the joint width is reduced, the safety performance such as fall prevention and earthquake resistance will inevitably be weakened. If the safety function is to be strengthened, the joint width needs to be further increased, which will aggravate the space occupation problem and affect the continuity of use of the entire steel structure floor. Secondly, the caulking material in the expansion joint has a single function. When faced with the impact of large loads such as earthquakes, mechanical impacts, or even extreme large deformation vibrations, its fall prevention, waterproofing, and slip resistance functions are low and its resistance is weak. It is difficult to withstand the impact of large loads, and the floor may fall and cause accidents. Due to the limited temperature range, the spacing of the expansion joints can only be reduced, usually between 40m and 55m, resulting in a denser spacing of expansion joints, which significantly increases the complexity of the structural construction and construction costs.

[0004] Therefore, expansion joints in ultra-long steel structure buildings have technical drawbacks such as excessive joint width, limited function, and excessively close joint spacing. Summary of the Invention

[0005] To address the aforementioned technical problems, this invention provides a steel structure floor slab expansion joint device that reduces the width of expansion joints and extends the spacing between expansion joints by combining a three-level energy dissipation structure, a linked anti-fall structure, a composite sealing structure, and a temperature zone extension method.

[0006] To achieve the above objectives, the present invention is implemented through the following technical solution: A steel structure floor slab expansion joint device for reducing joint spacing includes: The three-stage energy dissipation structure is installed in the expansion joints between floor slabs and between the floor slab and the steel beam. It is connected to the floor slabs on both sides of the expansion joint along the direction of the expansion joint. It is used to control the relative displacement and energy of the floor slabs on both sides through elastic sliding, damping energy dissipation and limit locking.

[0007] The linked fall protection structure is installed inside the floor slabs on both sides and in the expansion joint between them. It is located above the three-level energy dissipation structure and connected to the floor slabs on both sides. It is used to deploy into a fall protection net to prevent the floor slab from falling when triggered.

[0008] The composite sealing structure is installed in the expansion joint, on the top surface of the floor slabs on both sides, and connected to the floor slabs on both sides. It is used to fill the expansion joint through the composite sealing structure from top to bottom.

[0009] Compared with the prior art, the present invention has the following advantages: The three-stage energy dissipation structure uses elastic sliding to withstand and adapt to normal temperature deformation, reducing the width of the expansion joint. It absorbs and dissipates energy generated by dynamic loads such as earthquakes or wind vibrations through damping energy dissipation, and limits the relative displacement between floor slabs through limiting locking, thus providing protection. The linked fall protection structure deploys as a fall protection net between the floor slabs on both sides through triggering, preventing the floor slabs from falling during large structural displacements, providing safety protection and maintaining the integrity of the composite sealing structure. The composite sealing structure forms a sealed composite filling layer within the expansion joint and on the top surface of the floor slab through various layers of materials, withstanding the effects of various working conditions from normal temperature changes to extreme sudden displacements, providing multiple barriers for waterproofing, damage resistance, and fall prevention. Through the combination of the three-stage energy dissipation structure, the linked fall protection structure, and the composite sealing structure, an integrated device is formed between the expansion joint and the floor slabs on both sides, integrating narrowing the gap, fall prevention, waterproofing, and energy dissipation functions.

[0010] A further preferred embodiment is that the three-stage energy dissipation structure includes: The elastic sliding element is installed between the floor slab and the steel beam. It is pre-cast into the floor slab, and its bottom surface slides in contact with the top surface of the steel beam.

[0011] The spring damping element is located between adjacent floor slabs. Its ends are fixedly connected to the steel mesh of the floor slab, and its middle part is located in the internal cavity of the linkage anti-fall structure. Its axis is consistent with the sliding direction of the elastic sliding component and is rigidly connected to the floor slab. It is used to extend and retract along with the sliding of the elastic sliding component.

[0012] The limit switch is installed on the steel beam between the adjacent floor slabs. The axis of the limit switch is aligned with the sliding direction of the sliding component, and its bottom surface is fixedly connected to the top surface of the steel beam.

[0013] Using the above technical solution, the elastic sliding component slides smoothly and with low resistance relative to the steel beam within a small displacement range, absorbing and releasing deformation energy to prevent stress accumulation and withstand deformation at normal temperatures. The spring damping component actively dissipates vibration energy by generating nonlinear damping force, effectively attenuating floor vibration. The limit switch dissipates the kinetic energy of earthquakes and wind-induced vibrations during its elastoplastic deformation process, thereby providing damping energy dissipation and locking the excessive displacement under extreme displacement conditions, preventing the floor displacement from exceeding the design limit and providing ultimate protection.

[0014] More preferably, the elastic slider includes: The slider is located between the floor slab and the steel beam, with its bottom surface in sliding contact with the top surface of the steel beam, and is used to slide on the steel beam along with the displacement of the floor slab.

[0015] The base plate is set on the slider and fixedly connected to the slider. Studs are connected to it, and the studs extend into the steel mesh inside the floor slab and are fixedly connected to it.

[0016] Using the above technical solution, the composite structure formed by the slider and the base plate is cast together with the concrete floor slab by studs. The bottom surface of the slider is the sliding surface, which absorbs and releases the energy generated by normal temperature changes or small displacements on the steel beam by sliding, thus preventing stress accumulation.

[0017] More preferably, the spring damping element includes: The V-shaped spring plates are arranged in multiple sets, with parallel arrays between adjacent floor slabs and located within the internal cavity of the linkage anti-fall structure. They are used to extend and retract along with the sliding of the elastic sliding element.

[0018] The connector is located at both ends of the V-shaped spring sheet, connects to the V-shaped spring sheet, and is anchored to the floor slabs on both sides.

[0019] Using the above technical solution, the V-shaped spring sheet and the connector form a stable energy-dissipating structure, and the connector forms a rigid connection with the floor slab. The nonlinear damping force generated by the V-shaped spring sheet effectively dissipates the energy generated by the dynamic load.

[0020] Further optimization resulted in a linked fall protection structure including: The folding component has its two sides cast into the floor slabs on both sides, and the middle folding part is located between the two floor slabs. When the relative displacement of the two floor slabs is greater than the design limit displacement, it is used to unfold into a fall protection net to prevent the floor slab from falling.

[0021] The support components are installed in the concrete where the folded component and the floor slab are poured together. They are arranged along the inner edge of the folded component, abut against the inner wall of the bend of the folded component, and form a mechanical interlock with the fall protection net.

[0022] Using the above technical solution, when the relative displacement of the two floor slabs suddenly exceeds 100mm, the folding component automatically and quickly unfolds from the folded state into a mesh, forming an interlocking structure with the support component within the floor slab. The folding component uses its own elasticity to pull the two floor slabs in the sealed composite structure to cover the expansion joint, eliminating the risk of floor slab falling and ventilation leakage.

[0023] Further optimized, the folding part of the folding component includes: The first bend is located between the two floor slabs, and its two ends are integrally connected to the upper two ends of the support member located in the expansion joint.

[0024] The second bend is located below the first bend and is offset from the first bend. Its two ends are integrally connected to the lower two ends of the support member located inside the expansion joint, and are used to generate deformation inside the expansion joint.

[0025] Using the above technical solution, during the unfolding process of the folded component, the first bend and the second bend respectively pull the non-folded parts located in the floor slabs on both sides within the sealed composite structure. The non-folded parts and the support component simultaneously form an interlocking structure and cannot be displaced. This achieves a mechanical interlock between the support component and the folded component within the floor slab, ensuring that the floor slab remains stable under stress, preventing deformation and damage due to excessive expansion joints, providing a protective barrier against falling from the floor slab, and maintaining the integrity of the sealed composite structure.

[0026] Further optimized, the composite sealing structure includes: The covering layer is set between the adjacent floor slabs, filling the space between the linked fall protection structure and the expansion joint, and is connected to the linked fall protection structure and the side wall of the floor slab.

[0027] The intermediate layer, laid on top of the cover layer and on top of the floor slabs on both sides, connects with the floor slabs and the cover layer, and is used to absorb the energy generated by the floor slabs during large-scale back-and-forth displacement.

[0028] The waterproof layer, placed on top of and connected to the intermediate layer, is used to prevent water seepage by generating insoluble crystals through directional penetration and crystallization reaction.

[0029] By adopting the above technical solution, a composite sealing layer structure is formed from top to bottom from the top of the floor slab to the expansion joint, which plays a role in waterproofing, preventing damage and preventing falls.

[0030] This invention also discloses a design method for expansion joints in steel structure floor slabs, used to extend the spacing of expansion joints in composite steel structure floor slabs, comprising: Obtain key target parameters.

[0031] Based on the target parameters, a model inequality is established for the maximum spacing Lmax of the expansion joint.

[0032] Solve the model inequalities to determine the maximum spacing Lmax of the expansion joints in reverse order, and then determine and verify the spacing of the expansion joints.

[0033] By adopting the above technical solution, the theoretical maximum joint spacing Lmax that meets the deformation coordination conditions can be obtained. Within this range, reasonable specific values ​​can be selected to arrange the location of expansion joints, thereby determining the spacing to meet the arrangement requirements of expansion joints in ultra-long steel structure buildings.

[0034] Further optimization involves obtaining key target parameters, including: Obtain material parameters, including: the linear expansion coefficient αc of concrete and the linear expansion coefficient αs of steel.

[0035] The ambient temperature parameters are obtained, including: the initial average temperature (Tc,0, Ts,0) of the concrete structure and steel structure during the construction and closure stage, the expected maximum average temperature (Tc,max, Ts,max) during the service stage, and the expected minimum average temperature (Tc,min, Ts,min).

[0036] Obtain system parameters, including: the effective displacement tolerance net width d of the selected expansion joint, and the horizontal distance (L1, L2) from the steel beam (1) located at the expansion joints on both sides within the same temperature range to its respective adjacent support or adjacent steel beam. The effective displacement tolerance net width d is the difference between the total free thermal deformation of the steel and the total free thermal deformation of the concrete.

[0037] The above technical solution provides an essential calculation basis for establishing the model inequality for the maximum spacing Lmax of expansion joints.

[0038] Further optimization yields the following model inequality: Lc•αc•ΔTc-Ls•αs•ΔTs≤d, Ls=L1+L2.

[0039] Where Lc is the total length of the composite structure, and the expansion joint spacing is taken as Lmax to be determined. ΔTc is the comprehensive temperature difference of the floor slab, calculated separately for two working conditions: heating (Tc,max-Tc,0) and cooling (Tc,0-Tc,min). Ls is the total length of the sliding expansion part of the steel structure. L1 and L2 are the horizontal distances from the steel beams (1) located at the expansion joints on both sides to their respective adjacent supports or adjacent steel beams within the same temperature range. ΔTs is the comprehensive temperature difference of the steel structure, calculated similarly for each working condition. The steel structure includes a three-level energy dissipation structure, a linked anti-fall structure, and a composite sealing structure.

[0040] By adopting the above technical solution and solving the above inequalities, the theoretical maximum joint spacing L_max that satisfies the deformation coordination condition can be obtained. This provides an accurate reference for arranging the spacing of expansion joints and determining the joint width, ensuring that the steel structure becomes a multi-functional integrated device that protects the floor slab. Attached Figure Description

[0041] Figure 1 This is a schematic diagram of the structure of Embodiment 1.

[0042] Figure 2 This is a schematic diagram of the Chinese limit switch in Example 1.

[0043] Figure 3 This is a schematic diagram of the spring damping component in Example 1.

[0044] Figure 4 This is a schematic diagram of the folding component in Example 1.

[0045] Figure 5 This is a block diagram of the design method for Example 2.

[0046] Figure 6 This is a flowchart of the method for obtaining key target parameters in Example 2.

[0047] Reference numerals: 100-Three-stage energy dissipation structure; 200-Linked anti-fall structure; 300-Composite sealing structure; 1-Steel beam; 2-Floor slab; 3-Elastic sliding component; 31-Slider; 32-Base plate; 33-Stud; 4-Spring damping component; 41-V-shaped spring sheet; 42-Connector; 5-Limiter; 6-Folding component; 61-First bend; 62-Second bend; 7-Covering layer; 8-Intermediate layer; 9-Waterproof layer; 11-Supporting component. Detailed Implementation

[0048] The following is in conjunction with the appendix Figures 1-6 The present invention will be further described in detail in Examples 1 and 2. Example

[0049] A steel structure floor slab expansion joint device, such as Figure 1 As shown, it includes: The three-stage energy dissipation structure 100 is respectively installed in the expansion joint between the floor slabs 2 and between the floor slab 2 and the steel beam 1, and is connected to the floor slabs 2 on both sides of the expansion joint along the direction of the expansion joint. It is used to control the relative displacement and energy of the floor slabs 2 on both sides through elastic sliding, damping energy dissipation and limit locking.

[0050] The linkage anti-fall structure 200 is installed in the expansion joints between the two floor slabs 2 and above the three-level energy dissipation structure 100. It is connected to the two floor slabs 2 and is used to deploy into an anti-fall net to prevent the floor slab from falling when the linkage is triggered.

[0051] The composite sealing structure 300 is installed in the expansion joint, on the top surface of the two side floor slabs 2, and connected to the two side floor slabs 2. It is used to fill the expansion joint through the composite sealing structure 300 from top to bottom.

[0052] The three-stage energy dissipation structure 100 elastically slides to withstand and adapt to normal temperature deformation, reducing the width of the expansion joint. It absorbs and dissipates energy generated by dynamic loads such as earthquakes or wind vibrations through damping energy dissipation, and limits the relative displacement between floor slabs 2 by limiting locking, thus providing protection. The linked fall protection structure 200 deploys as a fall protection net between the two floor slabs 2 via trigger linkage to prevent the floor slabs 2 from falling under large structural displacement, providing safety protection and maintaining the integrity of the composite sealing structure 300. The composite sealing structure 300 forms a sealed composite filling layer within the expansion joint and on the top surface of the floor slabs 2 through various layers of materials. It withstands the effects of various working conditions, from normal temperature changes to extreme sudden displacements, providing multiple barriers for waterproofing, damage resistance, and fall prevention. Through the combination of the three-stage energy dissipation structure 100, the linked fall protection structure 200, and the composite sealing structure 300, an integrated device is formed between the expansion joint and the two floor slabs 2, integrating narrowing, fall prevention, waterproofing, and energy dissipation functions.

[0053] Specifically, such as Figure 1 As shown, the three-stage energy dissipation structure 100 in this embodiment includes: The elastic sliding element 3 is installed between the floor slab 2 and the steel beam 1. It is pre-cast in the floor slab 2, and its bottom surface slides in contact with the top surface of the steel beam 1.

[0054] The spring damping element 4 is located between adjacent floor slabs 2. Its ends are fixedly connected to the steel mesh of the floor slab 2, and its middle part is located in the internal cavity of the linkage anti-fall structure 200. Its axis is consistent with the sliding direction of the elastic sliding component and is rigidly connected to the floor slab 2. It is used to extend and retract along with the sliding of the elastic sliding element 3.

[0055] Limiter 5, mounted on steel beam 1, is located between adjacent floor slabs 2. The axis of limiter 5 is aligned with the sliding direction of the sliding component, and its bottom surface is fixedly connected to the top surface of steel beam 1 via fillet weld. When the relative displacement of floor slab 2 reaches the design threshold ±100mm, or when the instantaneous vibration acceleration exceeds 0.3g, limiter 5 generates a large nonlinear damping force through elastoplastic deformation, providing a damping force of 10kN·s / m to lock the excessive displacement, ultimately limiting the further development of floor slab 2 displacement and playing a final protective role. Limiter 5 is made of Q355 high-strength alloy steel plate with a thickness of 2mm and a height of 50mm, and its effective length is consistent with the length of the expansion joint. Limiter 5 can provide an equivalent linear damping coefficient of 10.1kN·s / m under seismic action with a structural period of 1s and an intensity of 8 degrees and 0.3g, and achieves energy dissipation with controllable elastoplastic deformation and no structural damage.

[0056] The elastic sliding element 3 slides smoothly and with low resistance relative to the steel beam 1 within a small displacement range, absorbing and releasing deformation energy to prevent stress accumulation and withstand deformation at normal temperatures. The spring damping element 4 actively dissipates vibration energy by generating nonlinear damping force, effectively attenuating the vibration of the floor slab 2. The limiter 5 dissipates the kinetic energy of earthquakes and wind vibrations during its elastoplastic deformation process, thereby providing damping energy dissipation and locking the over-limit displacement under extreme displacement, preventing the displacement of the floor slab 2 from exceeding the design limit, and playing an ultimate protective role.

[0057] Specifically, such as Figure 1 As shown, in this embodiment, the elastic slider 3 includes: The slider 31, made of polytetrafluoroethylene (PTFE), is located between the floor slab 2 and the steel beam 1. Its bottom surface slides in contact with the top surface of the steel beam 1 to form a low-friction sliding pair, which is used to slide on the steel beam 1 along with the displacement of the floor slab 2. The lower surface of the PTFE slider 31 is provided with laser-etched microgrooves to achieve an ultra-low coefficient of friction of μ≤0.04.

[0058] The base plate 32, made of steel, is mounted on and fixedly connected to the slider 31. Studs 33 are attached to the base plate. Before pouring the concrete for the floor slab 2, the slider 31 is installed in a predetermined position on the floor slab 2. The studs 33 extend into the reinforcing mesh inside the floor slab 2 and are fixedly connected to it, forming an anchoring structure. The polytetrafluoroethylene slider 31 and the steel base plate 32 are bonded and fixed using a high-performance modified epoxy resin structural adhesive to ensure the reliability of the elastic sliding component 3 under long-term loads and repeated sliding.

[0059] The composite structure formed by slider 31 and base plate 32 is cast together with concrete floor slab 2 by studs 33. The bottom surface of slider 31 is a sliding surface. It absorbs and releases the energy generated by normal temperature changes or small displacements by sliding on steel beam 1, preventing stress accumulation.

[0060] Specifically, such as Figure 1 , Figure 2 as well as Figure 3 As shown, in this embodiment, the spring damping element 4 includes: V-shaped spring plates 41 are designed with a stiffness of k=50N / mm. There are multiple sets of V-shaped spring plates 41 arranged in parallel between adjacent floor slabs 2 and located in the internal cavity of the linkage anti-fall structure 200. They are used to extend and retract along with the sliding of the elastic sliding member 3.

[0061] Connectors 42 are located at both ends of the V-shaped spring sheet 41, connecting to the V-shaped spring sheet 41 and anchored to the floor slabs 2 on both sides. Before pouring concrete for adjacent sections of the floor slab 2, the connectors 42 at both ends of the V-shaped spring sheet 41 are embedded and fixed in the reinforcing mesh of the floor slabs 2 on both sides, ensuring that their axes are consistent with the preset sliding direction. After the concrete is poured and reaches the design strength, the connectors 42 form a rigid connection with the floor slab 2 structure, allowing the V-shaped spring sheet 41 to generate a nonlinear damping force when the floor slab 2 undergoes relative displacement, thereby effectively dissipating energy. The V-shaped spring sheet 41 can be made of spring steel with high fatigue performance to provide strong stiffness and energy dissipation capacity.

[0062] The V-shaped spring plate 41 is connected to the connector 42 to form a stable energy dissipation structure. The connector 42 is rigidly connected to the floor slab 2. The V-shaped spring plate 41 generates nonlinear damping force to effectively dissipate the energy generated by the dynamic load.

[0063] Specifically, such as Figure 1 and Figure 4 As shown, the linkage fall protection structure 200 in this embodiment includes: The folding component 6 is made of high-strength stainless steel wire rope or steel wire rope with an equivalent anti-corrosion coating. It is normally in a folded state with a fold thickness of ≤10mm. Its two sides are respectively cast into the two floor slabs 2, and the middle folded part is located between the two floor slabs 2. When the relative displacement of the two floor slabs 2 is greater than the design limit displacement, such as when the relative displacement of the floor slab 2 suddenly exceeds 100mm, the folding component 6 can quickly and automatically unfold. After unfolding, it can cover the expansion joint with a width of no more than or equal to 200mm. It is used to prevent the floor slab 2 from falling by unfolding into a fall protection net.

[0064] Support member 11 is installed in the concrete where the folded member 6 and the floor slab 2 are poured together. It is arranged along the inner edge of the folded member 6 and abuts against the inner wall of the bend of the folded member 6, forming a mechanical interlock with the fall arrest net. In a specific embodiment, the support member 11 is made of steel or other metal materials and is pre-embedded in the structure of the floor slabs 2 on both sides during the construction stage. It is used to accurately fix and support the steel wire rope woven mesh folded member 6 during the concrete pouring process to prevent the folded member 6 from shifting. When the relative displacement of the two floor slabs 2 on both sides suddenly exceeds 100mm, the folded member 6 automatically and quickly unfolds from the folded state into a mesh, forming an interlocking structure with the support member 11 in the floor slab 2. The folded member 6 uses its own elasticity to pull the two floor slabs 2 on both sides in the sealed composite structure to cover the expansion joint opening, eliminating the risk of the floor slab 2 falling and ventilation leakage. Therefore, during the building's use phase, when structural deformation triggers the unfolding of the folding member 6, the support member 11 can form a reliable mechanical interlock with the floor slab 2 and the unfolded fall protection net, ensuring that the system remains stable under stress and preventing damage due to excessive deformation.

[0065] Specifically, such as Figure 1 and Figure 4As shown, in this embodiment, the folding portion of the folding member 6 includes: The first bend 61 is located between the two floor slabs 2, and its two ends are integrally connected to the upper two ends of the support member 11 located in the expansion joint.

[0066] The second bend 62 is located below the first bend 61 and is offset from the first bend 61. Its two ends are integrally connected to the lower two ends of the support member 11 located in the expansion joint, and are used to generate deformation in the expansion joint.

[0067] During the unfolding process of the folding component 6, the first bend 61 and the second bend 62 respectively pull the non-folded parts located in the floor slabs 2 on both sides within the sealed composite structure. The non-folded parts and the support component 11 simultaneously form an interlocking structure and cannot be displaced. This achieves a mechanical interlock between the support component 11 and the folding component 6 within the floor slab 2, ensuring that the floor slab 2 remains stable under stress, preventing deformation and damage due to excessive expansion joints, providing a protective barrier against falling for the floor slab 2, and maintaining the integrity of the sealed composite structure.

[0068] Specifically, such as Figure 1 As shown, the composite sealing structure 300 in this embodiment includes: The covering layer 7 is made of memory foam composite material and serves as the basic buffer and emergency linkage sealing layer of the composite sealing structure 300. It is composed of high elastic open-cell polyurethane foam as the base material and is set between the adjacent two floor slabs 2, filling the space between the linkage anti-fall structure 200 and the expansion joint. It is connected to the folding part 6 of the linkage anti-fall structure 200 and the side wall of the floor slab 2.

[0069] The specific advantages of the covering layer 7 are as follows: During the normal sealing stage, the foam, with its high elastic rebound rate (≥85%) and compressibility deformation capacity (≥40%), independently withstands the sealing of gap changes caused by normal temperature deformation, adaptively covering displacements of ±40mm. During the trigger linkage stage, when a sudden displacement >30mm or vibration >0.3g triggers the deployment of the fall arrest net, the foam is pushed by the deployed net surface and undergoes compression deformation. Its porous structure allows it to maintain surface contact with the folded part 6 without hindering the rapid movement of the net. During the dynamic sealing stage, when the fall arrest net is fully deployed, the foam utilizes its elastic recovery force and flow characteristics after being compressed to fill in the complex three-dimensional space formed by the interweaving of the woven mesh and all irregular gaps between the net and the concrete joint in real time, instantly constructing a continuous, seamless secondary fluid barrier layer between the rigid fall arrest barrier and the joint.

[0070] The intermediate layer 8 is made of shape memory alloy grid, which is laid on the top surface of the cover layer 7 and the top surface of the floor slabs 2 on both sides. It is connected to the floor slabs 2 and the cover layer 7 and is used to absorb the energy generated by the floor slabs 2 during large-scale back-and-forth movement.

[0071] The waterproof layer is a nano-penetrating crystallization self-healing waterproof coating with self-repairing capabilities. It is placed on the intermediate layer 8 and connected to the intermediate layer 8. It is used to prevent water seepage by generating insoluble crystals through directional penetration and crystallization reaction.

[0072] A composite sealing layer structure is formed from top to bottom from the top of floor slab 2 to the expansion joint, which serves to prevent water damage and fall.

[0073] The installation process and working principle of this embodiment are described as follows: Installation process 1. Installation of the three-stage energy dissipation structure 100 and the linked fall protection structure 200 After the steel beam 1 is installed in place, the limiter 5 is welded and fixed to the preset position of the steel beam 1. A positioning adhesive is applied to the contact surface between the steel beam 1 and the slider 31 to bond the slider 31, and a protective layer is applied to the sliding surface of the slider block.

[0074] When tying the reinforcing bars of floor slab 2, the steel base plate 32 attached to the bonded slider 31 is simultaneously fixed to floor slab 2 using shear studs 33. Connectors 42 are fixed to the reinforcing mesh on both sides of the expansion joint. Support member 11 is pre-embedded and fixed, and folding member 6 is installed on it, maintaining its folded state. Floor slab 2 concrete is then poured and cured to design strength. After the concrete reaches its strength, the protective layer on the bottom surface of slider 31 is removed, forming a low-friction sliding pair with the steel beam 1.

[0075] 2. Construct a composite sealing structure from bottom to top (300 mm) First, cover layer 7 is installed in the expansion joint. Cover layer 7 is made of memory foam composite material. Shape memory alloy grid is installed on the top surface of floor slab 2. Finally, a nano-penetrating crystalline self-healing waterproof coating is applied. The entire building surface layer is then laid, and decorative cover plates are installed.

[0076] Working principle: Following the sequence of elastic slip adaptation, damping energy dissipation and vibration reduction, limit locking, and emergency protection, the specific description is as follows: During the normal elastic sliding stage: when a small horizontal displacement ≤ ±50mm occurs due to normal temperature changes or slight loads, the sliding surface μ of the elastic sliding element 3 is ≤ 0.04, allowing the floor slab 2 to slide smoothly and with low resistance, absorbing and releasing deformation energy and preventing stress accumulation. At the same time, the covering layer 7 and the intermediate layer 8 of the composite sealing structure 300 adaptively deform to maintain dynamic sealing, while the folding element 6 is in the retracted state.

[0077] Damping and vibration reduction stage: When encountering an earthquake or strong wind causing a large and rapid displacement of approximately ±100mm, the spring damper 4 is fully activated. Its V-shaped spring assembly with a stiffness of k=50N / mm generates a nonlinear damping force, actively dissipating the vibration energy input to the structure and effectively attenuating the vibration of the floor slab 2. During this stage, the composite sealing structure 300 continuously adapts to deformation and provides waterproofing.

[0078] Limit Displacement Locking and Emergency Protection Phase: When the displacement reaches or exceeds the design limit by ±100mm, or the instantaneous vibration acceleration exceeds 0.3g, the system enters the ultimate protection mode. Limiter 5 immediately activates, providing a damping force of 10kN·s / m to lock the excessive displacement; simultaneously, the folded metal mesh of folding component 6 quickly unfolds, forming a load-bearing barrier of ≥5kN / m² covering the seam, and achieving emergency interlocking with the sealing system to prevent the risk of falling and leakage through the seam.

[0079] Throughout its entire lifespan, the top waterproof layer of the composite sealing structure 300 has self-healing capabilities. When exposed to water, it can trigger a chemical reaction and autonomously repair micro-cracks with a width of ≤0.3mm within 24 hours. The middle layer 8 can recover its shape during temperature cycling, together maintaining the integrity and durability of the sealing system. Example

[0080] This invention also discloses a method for designing expansion joints for a sparse expansion joint device in steel structure floor slabs 2, used to extend the spacing of expansion joints in steel structure composite floor slabs 2, such as... Figure 5 As shown, it includes: Obtain key target parameters.

[0081] Based on the target parameters, a model inequality is established for the maximum spacing Lmax of the expansion joint.

[0082] Solve the model inequalities to determine the maximum spacing Lmax of the expansion joints in reverse order, and then determine and verify the spacing of the expansion joints.

[0083] The theoretical maximum joint spacing Lmax that satisfies the deformation coordination condition can be obtained, and reasonable specific values ​​can be selected within this range to arrange the location of expansion joints, thereby determining the spacing to meet the arrangement requirements of expansion joints in ultra-long steel structure buildings.

[0084] Specifically, such as Figure 5 and Figure 6 As shown, in this embodiment, key target parameters are obtained, including: Obtain material parameters, including: the linear expansion coefficient αc of concrete and the linear expansion coefficient αs of steel.

[0085] The ambient temperature parameters are obtained, including: the initial average temperature (Tc,0, Ts,0) of the concrete structure and steel structure during the construction and closure stage, the expected maximum average temperature (Tc,max, Ts,max) during the service stage, and the expected minimum average temperature (Tc,min, Ts,min).

[0086] Obtain system parameters, including: the effective displacement tolerance net width d of the selected expansion joint, and the horizontal distance (L1, L2) from the steel beam (1) located at the expansion joints on both sides within the same temperature range to its respective adjacent support or adjacent steel beam. The effective displacement tolerance net width d is the difference between the total free thermal deformation of the steel and the total free thermal deformation of the concrete.

[0087] This provides essential calculation basis for establishing the model inequality for the maximum spacing Lmax of expansion joints.

[0088] Specifically, such as Figure 1 and Figure 2 As shown, the model inequality in this embodiment is: Lc•αc•ΔTc-Ls•αs•ΔTs≤d, Ls=L1+L2.

[0089] Where Lc is the total length of the composite structure formed by concrete and steel reinforcement, and the maximum spacing of the expansion joint is taken as Lmax to be determined. ΔTc is the comprehensive temperature difference of floor slab 2, calculated separately for two working conditions: heating (Tc,max-Tc,0) and cooling (Tc,0-Tc,min). Ls is the total length of the sliding expansion part of the steel structure, and L1 and L2 are the horizontal distances from the steel beams (1) located at the expansion joints on both sides to their respective adjacent supports or adjacent steel beams within the same temperature range. ΔTs is the comprehensive temperature difference of the steel structure, calculated similarly for each working condition. The steel structure includes a three-level energy dissipation structure 100, a linkage anti-fall structure 200, and a composite sealing structure 300.

[0090] Taking a 200-meter-long factory building in Northwest China as an example, the concrete strength grade is C30, and the steel used is Q355-B. After consulting the "Code for Design of Building Structures" 9.1.2 and local meteorological data, and applying the design method of this embodiment, we determine αc = 10 × (10⁻⁶ / ℃), αs = 12 × (10⁻⁶ / ℃), ΔTc1 = 24℃, ΔTc2 = 30℃, ΔTs1 = 30℃, ΔTs2 = 35℃, and a 100mm wide sliding expansion joint is adopted. L1 = L2 = 3.0m, calculated Lmax≤144.7m, the design value can be taken as 100m, a floor slab sliding expansion joint is set in the middle of the building. The maximum stress of the structure is verified by finite element analysis and meets the code requirements. Therefore, when using a 100mm wide expansion joint, the temperature zone of the structure was successfully extended from 55m to 100m for the concrete slab and 200m for the steel structure. The goal of controlling the deformation of ultra-long structures by setting a single joint in the middle was achieved, and the structural stress is fully met by finite element analysis.

[0091] By solving the above inequalities, the theoretical maximum joint spacing L_max that satisfies the deformation compatibility condition can be obtained. This provides an accurate reference for arranging the spacing and determining the joint width of expansion joints, ensuring that the steel structure becomes a multifunctional integrated device that protects floor slab 2. The above method, through refined calculation and pre-compensation of the deformation of heterogeneous materials, extends the effective temperature range of the structure to ≥100 meters, thereby fundamentally reducing the number of expansion joints required.

[0092] In summary, through the combination of the above-mentioned multi-stage, linked, and composite sealing, the following comprehensive effect is ultimately achieved: Space efficiency: The width of traditional expansion joints, which range from 150mm to 500mm, is reduced to ≤100mm, significantly saving building space.

[0093] Functional integration and intelligence: It integrates six major functions within a limited space, including sliding energy dissipation, damping energy dissipation, displacement limiting, rapid fall prevention, dynamic sealing and self-healing waterproofing, and can intelligently switch working modes according to load intensity.

[0094] Layout with reduced gaps: The equivalent temperature zone of the composite floor slab 2 is scientifically extended from the conventional 40m-55m to greater than or equal to 100m, reducing the overall number of expansion joints by about 50% and fundamentally solving the problem of tight joints.

[0095] Safety and Durability: It provides a systematic emergency fall protection solution and ensures the long-term waterproof durability and high reliability of the system through multi-level sealing and self-healing mechanisms, meeting the stringent requirements of ultra-long buildings for expansion joint systems.

[0096] This specific embodiment is merely an explanation of the invention and is not intended to limit the invention. After reading this specification, those skilled in the art can make modifications to this embodiment without contributing any inventive step, but as long as they are within the scope of protection of this invention, they are protected by patent law.

Claims

1. A device for creating sparse expansion joints in steel structure floor slabs, characterized in that, include: The three-level energy dissipation structure (100) is respectively set in the expansion joint between the floor slabs (2) and between the floor slab (2) and the steel beam (1), and is connected to the floor slabs (2) on both sides of the expansion joint along the direction of the expansion joint. It is used to control the relative displacement and energy of the floor slabs (2) on both sides through elastic sliding, damping energy dissipation and limit locking. The linkage anti-fall structure (200) is set in the expansion joint between the floor slabs (2) on both sides and above the three-level energy dissipation structure (100), and is connected to the floor slabs (2) on both sides. It is used to prevent the floor slabs from falling by triggering linkage to unfold into an anti-fall net. A composite sealing structure (300) is provided in the expansion joint on the top surface of the floor slabs (2) on both sides and connected to the floor slabs (2) on both sides, for filling the expansion joint through the composite sealing structure (300) from top to bottom.

2. The steel structure floor slab expansion joint device according to claim 1, characterized in that, The three-stage energy dissipation structure (100) includes: An elastic sliding member (3) is provided between the floor slab (2) and the steel beam (1), and is pre-cast in the floor slab (2). Its bottom surface slides in contact with the top surface of the steel beam (1). A spring damping element (4) is provided between the adjacent two floor slabs (2). Its ends are respectively fixedly connected to the steel mesh of the floor slab (2). Its middle part is located in the internal cavity of the linkage anti-fall structure (200). Its axis is consistent with the sliding direction of the elastic sliding component. It is rigidly connected to the floor slab (2) and is used to extend and retract with the sliding of the elastic sliding element (3). A limiter (5) is installed on the steel beam (1) and located between the adjacent floor slabs (2). The axis of the limiter (5) is aligned with the sliding direction of the sliding assembly, and its bottom surface is fixedly connected to the top surface of the steel beam (1).

3. The steel structure floor slab expansion joint device according to claim 2, characterized in that, The elastic slider (3) includes: A slider (31) is disposed between the floor slab (2) and the steel beam (1), with its bottom surface in sliding contact with the top surface of the steel beam (1), and is used to slide on the steel beam (1) along with the displacement of the floor slab (2); A base plate (32) is disposed on the slider (31) and fixedly connected to the slider (31). A stud (33) is connected to the base plate, and the stud (33) extends into the steel mesh inside the floor slab (2) and is fixedly connected to it.

4. The expansion joint device for steel structure floor slabs according to claim 2, characterized in that, The spring damping element (4) includes: V-shaped spring plates (41) are arranged in multiple sets. Multiple sets of V-shaped spring plates (41) are arranged in parallel array between the adjacent floor slabs (2) and located in the internal cavity of the linkage anti-fall structure (200) for extension and retraction along with the sliding of the elastic sliding member (3). The connector (42) is disposed at both ends of the V-shaped spring sheet (41), connected to the V-shaped spring sheet (41), and anchored to the floor slabs (2) on both sides.

5. The expansion joint device for steel structure floor slabs according to claim 1, characterized in that, The linked fall protection structure (200) includes: The folding part (6) is cast into the floor slabs (2) on both sides, and the middle folding part is located between the floor slabs (2) on both sides. When the displacement of the floor slabs (2) on both sides is greater than the design limit displacement, it is used to prevent the floor slabs (2) from falling by unfolding into a fall-proof net. The support member (11) is set in the concrete where the folding member (6) and the floor slab (2) are poured together. It is arranged along the inner edge of the folding member (6) and abuts against the inner wall of the bend of the folding member (6), forming a mechanical interlock with the fall protection net.

6. The expansion joint device for steel structure floor slabs according to claim 5, characterized in that, The folding portion of the folding member (6) includes: The first bend (61) is located between the floor slabs (2) on both sides, and its two ends are integrally connected to the upper two ends of the support member (11) located in the expansion joint; The second bend (62) is located below the first bend (61) and is offset from the first bend (61). Its two ends are integrally connected to the lower two ends of the support member (11) located in the expansion joint, and are used to adapt to the deformation generated in the expansion joint.

7. The expansion joint device for steel structure floor slabs according to claim 1, characterized in that, The composite sealing structure (300) includes: The covering layer (7) is set between the adjacent two floor slabs (2), filling the space between the linkage anti-fall structure (200) and the expansion joint, and is connected to the linkage anti-fall structure (200) and the side wall of the floor slab (2); The intermediate layer (8) is laid on the top surface of the cover layer (7) and the top surface of the floor slabs (2) on both sides, and is connected to the floor slabs (2) and the cover layer (7) to absorb the energy generated by the floor slabs (2) during large-scale reciprocating motion. A waterproof layer (9) is disposed on the intermediate layer (8) and connected to the intermediate layer (8) for preventing water seepage by generating insoluble crystals through directional penetration and crystallization reaction.

8. A method for designing expansion joints based on the expansion joint device for sparse expansion joints in steel structure floor slabs according to any one of claims 1-7, used to extend the spacing of expansion joints in the steel structure composite floor slab (2), characterized in that, include: Obtain key target parameters; Based on the target parameters, establish the model inequality for the maximum spacing Lmax of the expansion joint; Solve the model inequalities to determine the maximum spacing Lmax of the expansion joint in reverse order, and then determine and verify the spacing of the expansion joint.

9. The expansion joint design method for the steel structure floor slab expansion joint device according to claim 8, characterized in that, The acquisition of key target parameters includes: Obtain material parameters, including: the linear expansion coefficient αc of concrete and the linear expansion coefficient αs of steel; The ambient temperature parameters are obtained, including the initial average temperature (Tc,0, Ts,0) of the concrete structure and steel structure during the construction closure stage, the expected maximum average temperature (Tc,max, Ts,max) during the service stage, and the expected minimum average temperature (Tc,min, Ts,min). Obtain system parameters, including: the effective displacement tolerance net width d of the selected expansion joint, and the horizontal distance (L1, L2) from the steel beam (1) located at the expansion joints on both sides within the same temperature range to its respective adjacent support or adjacent steel beam. The effective displacement tolerance net width d is the difference between the total free thermal deformation of the steel and the total free thermal deformation of the concrete.

10. The expansion joint design method for the steel structure floor slab expansion joint device according to claim 8, characterized in that, The model inequality is: Lc•αc•ΔTc-Ls•αs•ΔTs≤d; Ls = L1 + L2; Wherein, Lc is the total length of the combined structure, and the maximum spacing of the expansion joint is taken as Lmax to be determined; ΔTc is the comprehensive temperature difference of the floor slab (2), calculated separately for two working conditions: heating (Tc,max-Tc,0) and cooling (Tc,0-Tc,min); Ls is the total length of the sliding expansion part of the steel structure; L1 and L2 are the horizontal distances from the steel beams (1) located at the expansion joints on both sides to their respective adjacent supports or adjacent steel beams within the same temperature range; ΔTs is the comprehensive temperature difference of the steel structure, calculated in the same way for different working conditions; the steel structure includes a three-level energy dissipation structure (100), a linkage anti-fall structure (200), and a composite sealing structure (300).

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