Modular assembly type damping steel structure vertical structure and construction method thereof

Abstract

This invention relates to the field of prefabricated building technology and discloses a modular prefabricated vertical steel structure with damping and its construction method. The structure includes: a core module of a flanged cruciform steel; multiple damping modules connected to the flanges of the core module, each damping module including an H-beam, two profiled steel sheets, and asphalt. The flanges of the H-beam are bolted to the flanges of the core module. The web of the H-beam has mounting holes, and the two profiled steel sheets are arranged opposite each other in the mounting holes. Each of the two profiled steel sheets has two opposite concave portions on opposite sides, forming a filling cavity, which is filled with asphalt; multiple standard modules are H-shaped, and the flanges of the multiple standard modules are sequentially bolted. The flanges of the side standard modules are bolted to the flanges of each H-beam. This structure can reduce the force transmission intensity at the intersection, suppress out-of-plane deformation and stress from the source, and improve structural stability.

Description

Technical Field

[0001] This invention relates to the field of prefabricated building technology, and in particular to a modular prefabricated vertical steel structure with damping and its construction method. Background Technology

[0002] Steel structure is a prefabricated assembly structure that is widely used due to its advantages such as rapid construction, recyclable materials, and low dust during construction.

[0003] In traditional steel structures, the intersections of transverse and longitudinal walls are rigidly connected. Under seismic loading, this connection creates a strong coupling effect between the two wall segments at the joint area: when the longitudinal wall is subjected to in-plane shear, the rotational component of its outgoing flange is suddenly injected into the transverse wall through the rigid joint in a bent rectangular manner, forcing the transverse wall to buckle out of plane; conversely, in-plane buckling of the transverse wall can also induce out-of-plane deflection of the longitudinal wall. This leads to a rapid degradation of the effective cross-section of the wall segment, a sharp drop in overall lateral stiffness, and ultimately, the simultaneous failure of load-bearing capacity and energy dissipation capacity.

[0004] To address the aforementioned issues, existing solutions often rely on the principle of "rigid reinforcement," which involves welding steel plates to the joint areas, adding cover plates, or increasing the structural thickness to linearly increase the moment of inertia of the cross sections, thereby suppressing deformation and preventing the simultaneous failure of the steel structure's load-bearing capacity and energy dissipation capacity. However, this "rigid reinforcement" strategy not only significantly increases the cost and weight of the steel structure, but also results in direct and concentrated force transfer under seismic loads. The shear deformation in the joint areas is forcibly transferred to adjacent wall segments, easily triggering brittle abrupt changes in the weaker parts around the rigid reinforcement zone. Furthermore, damage often concentrates in the core area of ​​the joints, leading to poor repairability of the entire steel structure. Summary of the Invention

[0005] This invention proposes a modular prefabricated damped steel vertical structure and its construction method to address the shortcomings of the prior art. This structure can reduce the force transmission intensity at the intersection without excessively increasing the weight, thereby suppressing out-of-plane deformation and stress from the source, improving structural stability, avoiding brittle abrupt changes in the steel structure, and facilitating post-earthquake repair.

[0006] The technical solution of this invention is: a modular prefabricated vertical steel structure with damping, comprising:

[0007] The core module is a cross-shaped steel with flanges.

[0008] Multiple damping modules are connected to the flanges of the core module. Each damping module includes an H-beam, two profiled steel sheets, and asphalt. The flanges of the H-beam are bolted to the flanges of the core module. Mounting holes are provided in the web of the H-beam. The two profiled steel sheets are arranged opposite each other in the mounting holes. Each of the two profiled steel sheets has two opposite concave parts on opposite sides. The two opposite concave parts form a filling cavity. Asphalt is filled in the two filling cavities and between the two profiled steel sheets.

[0009] Multiple standard modules are H-shaped, and the flanges of the multiple standard modules are connected linearly with bolts in sequence. The flanges of the standard modules located on the side are bolted to the flanges of each H-beam.

[0010] In at least one embodiment of the present invention, the asphalt is a high-viscosity modified asphalt, and polymer fibers are added to the asphalt.

[0011] In at least one embodiment of the present invention, annular grooves, arrayed protrusions or ribs are provided on the inner walls of the two filling cavities and on the opposite sides of the two profiled steel sheets, and multiple fiber anchoring grooves are provided in the annular grooves; the inner walls of the two filling cavities and on the opposite sides of the two profiled steel sheets are sandblasted.

[0012] In at least one embodiment of the present invention, each of the profiled steel sheets is provided with a sealing plate at its top and bottom, the sealing plate being used to seal the top and bottom of the two profiled steel sheets.

[0013] In at least one embodiment of the present invention, a core node is connected to the core module. The core node includes a cross-shaped first node base plate, two sets of first flange connecting plates and first web connecting plates respectively disposed at the top and bottom of the first node base plate. Each set of first flange connecting plates consists of four plates arranged in a rectangular pattern. Each set of first web connecting plates consists of four L-shaped angle steels with opposite apexes. The core module is embedded between the four first flange connecting plates at the top or bottom of the first node base plate. The four flanges of the core module correspond one-to-one with the four first flange connecting plates and are bolted together. The web of the core module is placed between the four first web connecting plates and bolted together with each other.

[0014] In at least one embodiment of the present invention, the core node is circumferentially connected with multiple standard nodes. Each standard node includes a second node base plate, two pairs of second flange connecting plates, and two pairs of second web connecting plates. The second node base plate is rectangular. The two pairs of second flange connecting plates and the two pairs of second web connecting plates are respectively disposed at the top and bottom of the second node base plate. Each pair of second flange connecting plates is disposed parallel to the second node base plate, and each pair of second web connecting plates is located between two second flange connecting plates and perpendicular to the second flange connecting plates. The second flange connecting plates of the multiple standard nodes are linearly connected in sequence. The second flange connecting plate of the end standard node is bolted to the first flange connecting plate. An H-beam or standard module is located between two second flange connecting plates at the top or bottom of the standard node. The flange of the H-beam or standard module corresponds to and is bolted to the second flange connecting plate. The web of the H-beam or standard module is located between two second web connecting plates and is bolted to the two second web connecting plates. The first node base plate and the second node base plate are used to connect the composite floor slab.

[0015] In at least one embodiment of the present invention, a plug plate is provided between the core module flange and the H-beam flange, and between the H-beam flange and the standard module flange. A connecting bolt passes through the core module flange, the plug plate flange and the H-beam flange to connect the core module and the H-beam into one unit. The connecting bolt passes through the H-beam, the plug plate flange and the standard module flange to connect the H-beam and the standard module into one unit. The surface of the plug plate is sandblasted.

[0016] In at least one embodiment of the present invention, both the first flange connecting plate and the second flange connecting plate are trapezoidal steel plates, and the surfaces of both the first flange connecting plate and the second flange connecting plate are sandblasted to enhance the surface friction of the first flange connecting plate and the second flange connecting plate and suppress out-of-plane deformation.

[0017] In at least one embodiment of the present invention, a reinforcing rib is provided on the bottom plate of the second node, which is perpendicular to the connecting plate of the second web plate; the reinforcing rib is used to improve the local stiffness of the node.

[0018] This invention also proposes a modular prefabricated vertical steel structure construction method, comprising the following steps:

[0019] During the assembly process at the bottom of the lower floors, the core nodes and standard nodes are first set on the building foundation. Then, the core modules are inserted between the first flange connecting plates and the first web connecting plates of the upper core nodes, and the reserved holes on the web and flange of the core modules are aligned with the holes on the first flange connecting plates and the first web connecting plates. High-strength bolts are then inserted into each hole.

[0020] Insert the damping module and the standard module between each pair of second flange connecting plates and each pair of second web connecting plates of the standard node, and align the reserved holes on the web and flange of the damping module and the standard module with the holes on the second flange connecting plates and the second web connecting plates, and insert high-strength bolts into each hole.

[0021] Insert the plug plate into the gap between the flanges of adjacent modules to ensure a tight fit, and insert high-strength bolts for pre-fixation; after all plug plates are installed and pre-fixed, tighten the high-strength bolts.

[0022] Subsequently, during the assembly process at the top of the lower floor, the core node is fastened onto the core module of the lower floor, so that the core module is inserted into the gap formed by the first flange connecting plate and the first web connecting plate respectively, and high-strength bolts are used to achieve the fixed connection between the core node and the core module in the same way as the above steps.

[0023] The standard node is attached to the damping module and standard module on the lower floor, and the standard node is fixedly connected to the damping module and standard module using high-strength bolts in the same way as the above steps.

[0024] After the top assembly of the lower floors is completed, the composite floor slabs are welded to the bottom plates of the first and second nodes using welding studs.

[0025] Then repeat the above steps to complete the installation of the upper floors.

[0026] Compared with the prior art, the beneficial effects of the present invention are:

[0027] 1. This invention achieves flexible energy dissipation characteristics in the entire structure without excessively increasing weight by setting a damping module on the core module for connection with the standard module, consisting of H-beams, two profiled steel sheets, and asphalt. When the core module and the standard modules (transverse and longitudinal walls) tend to deform out of plane, the force at the intersection is preferentially transmitted to the damping module, causing it to undergo horizontal reciprocating deformation. At this time, the profiled steel sheets bulge and stretch with the deformation, and the asphalt filling inside is squeezed or compressed. During this process, the plastic deformation of the profiled steel sheets and the viscous friction of the asphalt consume the energy transmitted at the intersection. By buffering the direct rigid force transmission between the modules through material deformation, the force transmission intensity at the intersection is reduced, fundamentally suppressing out-of-plane deformation and stress, and improving structural stability. Moreover, the damping module does not affect the load-bearing capacity of the core module and the standard module when consuming energy, protecting the main structure from damage. After an earthquake, only the damping module needs to be replaced, making repair convenient.

[0028] 2. The damping module of the present invention employs two interconnected cavities filled with asphalt. When the profiled steel sheet on one side of the damping module is compressed, the asphalt can flow to the other cavity through the connecting part. This avoids the asphalt in a single cavity from losing its viscosity due to irreversible compaction and hardening caused by "local over-compression", or from becoming hollow due to local over-stretching and being unable to transmit viscous force. At the same time, the uniformly flowing asphalt can form a flexible constraint on the deformation of the profiled steel sheet, ensuring that the bulging and tensile deformation of the profiled steel sheet is uniformly distributed along the length direction, avoiding premature fracture of the profiled steel sheet caused by local stress concentration, and extending the energy consumption life of the damping module.

[0029] 3. This invention employs high-viscosity modified asphalt with added polymer fibers. Furthermore, it incorporates annular grooves and fiber anchoring grooves between the two filling cavities of the damping module and between the two profiled steel plates. The annular grooves can accommodate the polymer fibers in the asphalt, and the ends of the fibers can be embedded in the anchoring grooves, forming a three-dimensional anchoring system of "fiber-steel plate-asphalt." This prevents fiber agglomeration or slippage during asphalt flow, further enhancing the crack resistance of the asphalt. Moreover, the anchored fibers can more evenly transfer the viscous force of the asphalt to the profiled steel plate, making the synergistic energy dissipation of steel-fiber-asphalt more stable. Even if micro-cracks appear in the asphalt, the fibers can maintain damping capacity through bridging, ensuring that the damping module's performance does not degrade during long-term service.

[0030] 4. In this invention, when the damping module is assembled with the core module and the standard module, it is connected by high-strength bolts and plug plates. Due to the sandblasting treatment of the plug plates, the friction of its surface is enhanced, which ensures the stability of the connection and limits the excessive relative displacement between the modules. On the basis of the energy consumption of the damping module, it further suppresses out-of-plane deformation.

[0031] 5. The damping module of the present invention is a standard modular component that can be produced and assembled with other modules without adding an extra production line, while reducing material consumption. Attached Figure Description

[0032] Figure 1 This is a schematic diagram of the structural assembly and layout of the present invention.

[0033] Figure 2 This is an example of the composition of the cross-shaped short limb wall of the present invention.

[0034] Figure 3 This is a schematic diagram of the connection structure between the standard module and the damping module of the present invention.

[0035] Figure 4 This is a schematic diagram of the connection structure between the core node and the standard node of the present invention. Figure 1 .

[0036] Figure 5 This is a schematic diagram of the connection structure between the core node and the standard node of the present invention. Figure 2 .

[0037] Figure 6 This is a schematic diagram of the standard node connection structure of the present invention.

[0038] Figure 7 This is a schematic diagram of the standard module connection structure of the present invention.

[0039] Figure 8 This is a cross-sectional view of the damping module of the present invention.

[0040] Figure 9 This is a schematic diagram of the damping module of the present invention under pressure.

[0041] Figure 10 This is a schematic diagram of the damping module of the present invention under tension.

[0042] Figure 11 This is a schematic diagram of the profiled steel sheet structure with an annular groove and fiber anchoring groove of the present invention.

[0043] Figure 12 This is a schematic diagram of the profiled steel sheet structure with arrayed protrusions according to the present invention.

[0044] Figure 13 This is a schematic diagram of the profiled steel sheet structure with micro-ribs according to the present invention.

[0045] Explanation of reference numerals in the attached figures:

[0046] 1. Core Module; 2. Damping Module; 21. H-beam; 22. Corrugated Steel Sheet; 221. Filling Cavity; 23. Asphalt; 3. Plug Plate; 4. Standard Module; 5. Core Node; 51. First Node Base Plate; 52. Second Flange Connecting Plate; 53. First Web Connecting Plate; 6. Standard Node; 61. Second Node Base Plate; 62. Second Flange Connecting Plate; 63. Second Web Connecting Plate; 64. Reinforcing Rib; 7. Welding Stud; 8. Continuous Wall; 9. Cross-shaped Short Limb Wall; 10. T-shaped Short Limb Wall; 11. L-shaped Short Limb Wall. Detailed Implementation

[0047] The accompanying drawings in this invention are not strictly drawn to scale, and the specific dimensions and quantity of each structure can be determined according to actual needs. The drawings described in this invention are merely structural schematic diagrams.

[0048] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of the present invention. Based on the described embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0049] Unless otherwise defined, the technical or scientific terms used herein should have the ordinary meaning understood by one of ordinary skill in the art to which this invention pertains. The terms "first," "second," and similar terms used in this invention do not indicate any order, quantity, or importance, but are merely used to distinguish different components. Terms such as "comprising" or "including" mean that the element or object preceding the word encompasses the elements or objects listed following the word and their equivalents, without excluding other elements or objects. Terms such as "inner," "outer," "upper," "lower," "far," "near," "front," and "rear" are used only to indicate relative positional relationships; when the absolute position of the described object changes, the relative positional relationship may also change accordingly.

[0050] In traditional steel structures, different jigs are required for the production of vertical steel structural members with different designs. This traditional manufacturing process increases production costs and time. To solve this technical problem, a modular structural form is needed. Assembling standard steel structural modules into different types of steel structural members can accelerate production speed and reduce the number of production lines, thereby saving production costs. Meanwhile, in shear wall structures, the interaction between transverse and longitudinal walls at their intersection points causes both walls to deform and be stressed out of plane. This problem is addressed in this invention using a novel modular design.

[0051] Combination Figures 1 to 13 As shown, a modular prefabricated vertical steel structure with damping includes:

[0052] Core module 1 is a cross-shaped steel with flanges.

[0053] Multiple damping modules 2 are respectively connected to the flanges of the core module 1. Each damping module 2 includes an H-beam 21, two profiled steel sheets 22, and asphalt 23. The flanges of the H-beam 21 are bolted to the flanges of the core module 1. The web of the H-beam 21 is provided with mounting holes, which are rectangular holes. The two profiled steel sheets 22 are arranged opposite each other in the mounting holes. Each of the two profiled steel sheets 22 has two opposite concave parts on opposite sides. The two opposite concave parts form a filling cavity 221. The asphalt 23 is filled in the two filling cavities 221 and between the two profiled steel sheets 22.

[0054] Multiple standard modules 4 are all H-shaped, and the flanges of multiple standard modules 4 are connected linearly with bolts in sequence. The flanges of the side standard modules 4 are bolted to the flanges of each H-beam 21.

[0055] The damping module 2 of the present invention, which employs two interconnected rectangular cross-section filling cavities 221, has the following technical advantages:

[0056] Combining the synergistic working principle of plastic deformation of profiled steel sheet 22 and viscous energy dissipation of asphalt 23 in this invention, the special filling cavity 221 structure has the following irreplaceable technical advantages compared with the form of single cavity and non-connected multi-cavity, and is deeply adapted to the core functions of damping module 2 of priority energy dissipation and stable force transmission:

[0057] 1. Achieving uniform flow of asphalt 23 and avoiding local energy consumption failure: The two rectangular filling cavities 221 are interconnected, which allows the asphalt 23 to form a bidirectional flow channel between the two filling cavities 221 when the damping module 2 is subjected to stress and deformation, that is, when the profiled steel sheet 22 is bulging or stretched. When the profiled steel sheet 22 on one side is squeezed, the asphalt 23 can flow to the other side cavity through the connecting part, avoiding irreversible compaction and hardening of the asphalt 23 in a single cavity due to local excessive compression, resulting in viscosity, or cavity formation due to local excessive stretching, which would prevent the transmission of viscous force. At the same time, the uniformly flowing asphalt 23 can form a flexible constraint on the deformation of the profiled steel sheet 22, ensuring that the bulging and stretching deformation of the profiled steel sheet 22 is uniformly distributed along the length direction, avoiding premature fracture of the profiled steel sheet 22 caused by local stress concentration, and extending the energy consumption life of the damping module 2.

[0058] 2. Improve the energy efficiency of the steel-asphalt synergy and enhance energy absorption capacity: Compared with a single rectangular cavity, two connected filling cavities 221 can increase the contact area between asphalt 23 and profiled steel sheet 22 by 30% to 50% (based on the adaptability design of the cavity cross-sectional size): On the one hand, the larger contact area can enhance the interfacial viscous friction between asphalt 23 and profiled steel sheet 22 (the core source of viscous energy consumption), increasing the energy consumption per unit deformation by more than 25%; on the other hand, the dual-cavity structure can make the plastic deformation of profiled steel sheet 22 more complete—the concave part of profiled steel sheet 22 can simultaneously produce a composite deformation of transverse bulging and longitudinal stretching under the reaction force of the asphalt 23 flow. Compared with a single cavity that can only produce unidirectional deformation, the energy contribution of plastic deformation is increased by about 40%, further reducing the force transmission intensity at the intersection of core module 1 and standard module 4.

[0059] 3. Adaptable to the mounting hole structure of H-beam 21 web, balancing energy dissipation and structural stability: The rectangular cross-section and interconnected design of the filling cavity 221 are perfectly matched with the mounting hole size of the H-beam 21 web. The rectangular cross-section ensures a tight fit between the profiled steel sheet 22 and the inner wall of the mounting hole of the H-beam 21 web, avoiding module swaying caused by installation gaps. The interconnected part is located in the middle (not the edge) of the two rectangular cavities, avoiding the critical stress area of ​​the H-beam 21 web (the connection node between the flange and the web), preventing the weakening of the load-bearing capacity of the H-beam 21 due to cavity interconnection. This ensures that the damping module 2, while dissipating energy, does not affect the connection stability between the core module 1 and the standard module 4, thus resolving the contradiction between "energy dissipation function and structural load-bearing capacity".

[0060] Specifically, the profiled steel sheet 22 is made of low-carbon steel or low-alloy high-strength steel, with priority given to Q235 series carbon structural steel or Q355 series low-alloy high-strength steel. This type of steel has strong material compatibility with the core module 1 and H-beam 21, and can produce stable plastic deformation under stress, avoiding brittle fracture and ensuring that the damping module 2 takes precedence over the core module 1 and standard module 4 in absorbing energy.

[0061] The mechanical properties of profiled steel sheet 22 are as follows: the yield strength must meet the requirements of ≥235MPa for Q235 steel and ≥345MPa for Q355 steel, the elongation after fracture must be ≥20%, and the yield strength ratio (yield strength or tensile strength) must be ≤0.85. These properties ensure that the profiled steel sheet 22 can undergo plastic deformation such as buckling and stretching to consume energy under seismic loads, without being crushed or broken prematurely due to low strength, and at the same time, avoids the inability to produce plastic deformation and loss of energy consumption function due to excessive strength.

[0062] The geometric and surface requirements of the profiled steel sheet 22 are as follows: the thickness of the profiled steel sheet 22 is 6mm to 10mm, with a thickness deviation of ≤ ±0.5mm, and the radius of curvature of its concave part is 15mm to 25mm. This size is compatible with the mounting hole size of the web plate of the H-beam 21. The surface of the profiled steel sheet 22 needs to be treated with Sa2.5 grade sandblasting to remove rust. The surface roughness of the inner wall that is in contact with the asphalt 23 needs to reach Ra=12.5μm~25μm to enhance the interfacial adhesion between the profiled steel sheet 22 and the asphalt 23, avoid relative sliding between the two during deformation, and ensure stable energy consumption efficiency.

[0063] As an alternative embodiment, asphalt 23 is a high-viscosity modified asphalt, and polymer fibers are added to asphalt 23.

[0064] Specifically, the viscosity requirements for asphalt 23 are: a penetration of 30~50 (0.1mm) at 25℃ and a Brinell viscosity ≥3Pa·s at 135℃. If the viscosity is too high, the asphalt will not be able to generate effective viscous friction energy dissipation due to the bulging and stretching deformation of the profiled steel sheet 22. If the viscosity is too low, it will easily lose its damping effect due to stress relaxation under long-term stress and will not be able to buffer the force transmission between modules.

[0065] Temperature stability requirements for asphalt 23: softening point (ring and ball method) ≥60℃, low-temperature ductility at -10℃ ≥15cm; this can prevent asphalt 23 from flowing out of the filling cavity 221 under high summer temperatures and asphalt 23 from becoming brittle and losing its deformation ability under low winter temperatures, ensuring that the damping module 2 works stably in the normal building temperature range of -30℃ to 60℃.

[0066] The anti-aging requirements of Asphalt 23 are as follows: after a film oven heating test (163℃, 5h), the mass loss rate is ≤0.8% and the penetration ratio (after heating / before heating) is ≥65%; this can prevent the viscosity from decreasing and the energy consumption capacity from declining due to oxidation and aging during long-term use of Asphalt 23, and match the long-term service requirements of steel vertical structures.

[0067] High-viscosity modified asphalt is prepared by adding SBS and SBR modifiers: its Brinell viscosity at 135℃ can be increased to 5Pa·s~8Pa·s, and its low-temperature ductility at -10℃ is ≥25cm. Compared with ordinary road asphalt, its viscosity energy dissipation capacity is increased by 30%~50%, and its temperature stability and anti-aging properties are further enhanced, enabling it to meet the large deformation requirements under strong seismic loads. Specifically, the full English name of SBS is: Styrene-Butadiene-Styrene Block Copolymer, and the full English name of SBR is: Styrene-Butadiene Rubber, and the full English name of SBR is: Styrene-Butadiene Rubber.

[0068] Polymer fiber reinforced asphalt contains 0.1% to 0.3% by mass of polypropylene or polyester fiber with a fiber length of 6mm to 10mm. The fiber can inhibit the micro-cracks generated in the asphalt 23 during repeated extrusion and stretching through bridging, thereby improving the crack resistance of the asphalt by 40% to 60%. At the same time, it enhances the interfacial bonding force between the asphalt and the inner wall of the profiled steel sheet 22, avoids energy loss failure caused by crack propagation in the asphalt, and extends the service life of the damping module 2.

[0069] As an alternative embodiment, the inner walls of the two filling cavities 221 and the opposite sides of the two profiled steel plates 22 are provided with annular grooves, arrayed protrusions or ribs, and multiple fiber anchoring grooves are opened in the annular grooves; the inner walls of the two filling cavities 221 and the opposite sides of the two profiled steel plates 22 are sandblasted.

[0070] 1. For example Figure 11 As shown, the design of "annular groove + fiber anchoring groove" can be adapted to polymer fiber asphalt, and enhance the synergy between crack resistance and damping.

[0071] Specific design: If the preferred scheme of asphalt + polymer fiber is adopted for filling cavity 221, an annular groove with a depth of 2mm to 3mm and a width of 3mm to 4mm can be processed on the inner wall of profiled steel plate 22. At the same time, the spacing between the annular grooves is 30mm to 40mm, and fiber anchoring grooves with a depth of 1mm to 2mm are opened in the annular grooves.

[0072] Mechanism of action:

[0073] ① The annular groove can accommodate polymer fibers in asphalt. The length of the polymer fibers is 6mm to 10mm. Both ends of the polymer fibers can be embedded in the anchoring groove to form a three-dimensional anchoring system of "fiber-steel plate-asphalt". This prevents the fibers from agglomerating or slipping during asphalt flow and further improves the crack resistance of asphalt (the crack resistance is improved by more than 25% compared with the design without grooves).

[0074] ② The anchored fibers can more evenly transfer the viscous force of the asphalt to the profiled steel sheet, making the synergistic energy dissipation of "steel-fiber-asphalt" more stable. Even if micro-cracks appear in the asphalt, the fibers can maintain the damping capacity through bridging, ensuring that the performance of the damping module does not degrade during long-term service.

[0075] 2. For example Figure 12 and Figure 13 As shown, the design of "array-type bumps / micro ribs" can improve the interface adhesion and damping capacity.

[0076] Specific design: Hemispherical protrusions (or triangular micro-ribs) with a spacing of 15mm to 25mm and a height of 3mm to 5mm are processed on the concave cavity surface of the inner wall of the profiled steel sheet 22. The protrusions or ribs are integrally pressed with the profiled steel sheet, utilizing the plastic processing characteristics of the profiled steel sheet 22, without the need for additional processes.

[0077] Mechanism of action:

[0078] ① The protrusions or ribs can be embedded inside the asphalt 23 to form a mechanical interlocking structure. Compared with the smooth inner wall, the interfacial bonding strength between the asphalt and the profiled steel sheet 22 is increased by 50% to 60%, which completely avoids the relative sliding between the two during repeated deformation, thus preventing a sharp drop in damping capacity.

[0079] ② The protrusions or ribs will have a "turbulence effect" on the flowing asphalt, increasing the internal shear friction of asphalt 23, and increasing the overall damping ratio of damping module 2 by 15%~20%. The higher the damping ratio, the stronger the energy absorption capacity.

[0080] Compatibility: The height of the protrusions or ribs is much smaller than the depth of the filling cavity 221. The cavity depth of the filling cavity 221 is 3 to 5 times the thickness of the profiled steel sheet 22, i.e., 18mm to 50mm. This will not affect the normal flow of asphalt or the deformation of the profiled steel sheet 22.

[0081] Furthermore, in addition to the above treatment, the two profiled steel sheets 22 can also be designed with a corrugated inner wall and elastic rebound protrusions to improve post-earthquake recovery capability.

[0082] Specific design: The rectangular cavity wall of the inner wall of the profiled steel sheet 22 is designed as a wavy curved surface with a wavelength of 50mm to 80mm and a wave height of 2mm to 4mm. At the same time, elastic protrusions with a height of 2mm to 3mm are set at the troughs of the wavy curved surface. Specifically, thin steel sheets of the same material as the profiled steel sheet 22 are used and fixed at the troughs by spot welding, leaving a space for elastic deformation of 1mm to 2mm.

[0083] Mechanism of action:

[0084] ① The corrugated inner wall can extend the flow path of asphalt, increase the viscous friction time, and further enhance the damping capacity; more importantly, the corrugated structure can make the profiled steel sheet 22 undergo gradual plastic deformation rather than abrupt deformation during deformation, reducing residual deformation after the earthquake; the smaller the residual deformation, the stronger the recovery capacity after the earthquake.

[0085] ② When the asphalt 23 is squeezed, the elastic protrusion will undergo elastic compression and store some elastic potential energy. When the seismic load disappears, the elastic protrusion releases potential energy and pushes the asphalt 23 back to the initial position. At the same time, it assists the profiled steel plate 22 to recover to a near-initial shape, so that the residual deformation of the damping module 2 after the earthquake is reduced by 30% to 40%.

[0086] Production feasibility: The wavy curved surface can be formed by pressing with a special mold in one go, and the spot welding process of the elastic protrusion can be integrated into the profiled steel sheet 22 processing line without adding extra production cycle.

[0087] As an alternative embodiment, each profiled steel sheet 22 is provided with a sealing plate at its top and bottom. The sealing plate is used to seal the top and bottom of the two profiled steel sheets 22. Since the asphalt 23 is in a semi-fluid state, if the top and bottom are open, it is easy to flow and leak during transportation, installation and stress deformation, resulting in insufficient amount of asphalt 23 in the filling cavity 221 and loss of viscous energy dissipation function. Therefore, the sealing plate is used to seal the asphalt 23 to prevent it from flowing out and to ensure the overall stress stability of the damping module 2. The specific sealing method is as follows:

[0088] Selection of sealing components: The sealing plate is made of the same material as the profiled steel sheet 22. The material of the sealing plate is Q235 or Q355 steel. The thickness of the sealing plate is the same as that of the profiled steel sheet 22, which can be 6mm to 10mm. The outer dimensions of the sealing plate are adapted to the cross-sectional dimensions of the mounting holes of the web plate of the H-beam 21 to cover the top and bottom openings of the filling cavity 221.

[0089] Sealing process requirements: First, weld sealing plates onto the webs of the two profiled steel plates 22 and the H-beam 21 at the bottom of the filling cavity 221. Then, heat the asphalt 23 to 160℃~180℃. After the asphalt 23 has fully flowed and filled the filling cavity 221, allow it to cool to room temperature to ensure that the asphalt has set. Next, attach the sealing plates to the top opening of the filling cavity 221 and weld them. Specifically, use arc welding to weld and fix the sealing plates to the webs of the H-beam 21 around the perimeter. The weld height should be 6mm~8mm, and the weld should be continuous, without pores or cracks to ensure sealing performance. The surface of the sealing plates should be simultaneously treated with Sa2.5 grade sandblasting to remove rust. The oxide scale at the welding points with the webs of the H-beam 21 should be removed in advance to ensure welding strength.

[0090] As an alternative embodiment, the core module 1 is connected to a core node 5. The core node 5 includes a cross-shaped first node base plate 51, two sets of first flange connecting plates 52 and first web connecting plates 53 respectively disposed at the top and bottom of the first node base plate 51. Each set of first flange connecting plates 52 consists of four plates arranged in a rectangular shape, and each set of first web connecting plates 53 consists of four L-shaped angle steels with opposite apexes. The core module 1 is embedded between the four first flange connecting plates 52 at the top or bottom of the first node base plate 51. The four flanges of the core module 1 correspond one-to-one with the four first flange connecting plates 52 and are bolted together. The web of the core module 1 is placed between the four first web connecting plates 53 and bolted together.

[0091] As an alternative embodiment, the core node 5 is circumferentially connected with multiple standard nodes 6. Each standard node 6 includes a second node base plate 61, two pairs of second flange connecting plates 62, and two pairs of second web connecting plates 63. The second node base plate 61 is rectangular. The two pairs of second flange connecting plates 62 and the two pairs of second web connecting plates 63 are respectively disposed at the top and bottom of the second node base plate 61. Each pair of second flange connecting plates 62 is arranged parallel to the second node base plate 61, and each pair of second web connecting plates 63 is located between two second flange connecting plates 62 and is perpendicular to the second flange connecting plates 62. The second flange connecting plates 62 of the multiple standard nodes 6 are linearly connected in sequence, and the second flange connecting plates 62 of the end standard nodes 6 are bolted to the first flange connecting plates 52. H-beam 21 or standard module 4 is located between the two second flange connecting plates 62 at the top or bottom of standard node 6. The flanges of H-beam 21 or standard module 4 correspond to the second flange connecting plates 62 and are bolted together. The web of H-beam 21 or standard module 4 is located between the two second web connecting plates 63 and is bolted together with the two second web connecting plates 63. The first node bottom plate 51 and the second node bottom plate 61 are used to connect the composite floor slab. Furthermore, the setting of core node 5 and standard node 6 enables the top and bottom of damping module 2 to be fully and stably connected with the entire steel structure, ensuring that damping module 2 can fully exert its bearing capacity to ensure the stability of the steel structure in the absence of seismic activity, and can exert its damping capacity during seismic activity to suppress out-of-plane deformation and stress.

[0092] As an alternative embodiment, a plug plate 3 is provided between the flange of the core module 1 and the flange of the H-beam 21, and between the flange of the H-beam 21 and the flange of the standard module 4. Connecting bolts pass through the flange of the core module 1, the flange of the plug plate 3, and the flange of the H-beam 21 to connect the core module 1 and the H-beam 21 into one unit. Connecting bolts pass through the H-beam 21, the flange of the plug plate 3, and the flange of the standard module 4 to connect the H-beam 21 and the standard module 4 into one unit. The surface of the plug plate 3 is sandblasted. The sandblasting treatment of the plug plate 3 enhances the friction of its surface, ensuring connection stability while limiting excessive relative displacement between modules and further suppressing out-of-plane deformation.

[0093] As an alternative embodiment, both the first flange connecting plate 52 and the second flange connecting plate 62 are trapezoidal steel plates, and both sides of the first flange connecting plate 52 and the second flange connecting plate 62 are sandblasted to enhance the surface friction of the first flange connecting plate 52 and the second flange connecting plate 62 and suppress out-of-plane deformation.

[0094] As an alternative embodiment, the second node base plate 61 is provided with a reinforcing rib 64 perpendicular to the second web connecting plate 63; the reinforcing rib 64 is used to improve the local stiffness of the node.

[0095] This invention also proposes a modular prefabricated vertical steel structure construction method, comprising the following steps:

[0096] During the assembly process at the bottom of the lower floors, the core node 5 and standard node 6 are first set on the building foundation. Then, the core module 1 is inserted between the first flange connecting plates 52 and the first web connecting plates 53 of the upper core node 5. The reserved holes on the web and flange of the core module 1 are aligned with the holes on the first flange connecting plates 52 and the first web connecting plates 53, and high-strength bolts are inserted into each hole.

[0097] Insert the damping module 2 and the standard module 4 into the upper pairs of second flange connecting plates 62 and the upper pairs of second web connecting plates 63 of the standard node 6, respectively, and align the reserved holes on the web and flange of the damping module 2 and the standard module 4 with the holes on the second flange connecting plates 62 and the second web connecting plates 63, and insert high-strength bolts into each hole.

[0098] Insert the plug plate 3 into the gap between the flanges of adjacent modules to ensure a tight fit, and insert high-strength bolts for pre-fixation; after all plug plates 3 are installed and pre-fixed, tighten the high-strength bolts.

[0099] Subsequently, during the assembly process at the top of the lower floor, the core node 5 is fastened onto the core module 1 of the lower floor, so that the core module 1 is inserted into the gaps formed by the first flange connecting plate 52 and the first web connecting plate 53 respectively, and the core node 5 and the core module 1 are fixedly connected using high-strength bolts in the same way as the above steps.

[0100] Attach the standard node 6 to the damping module 2 and standard module 4 on the lower floor, and use high-strength bolts to achieve a fixed connection between the standard node 6 and the damping module 2 and standard module 4, just like the steps described above.

[0101] After the top assembly of the lower floors is completed, the composite floor slabs are welded to the bottom plates 51 of each first node and the bottom plates 61 of each second node using welding studs 7.

[0102] Then repeat the above steps to complete the installation of the upper floors.

[0103] As an alternative embodiment, such as Figure 1 As shown, the modules and nodes of the present invention can be assembled into continuous walls 8, cross-shaped short limb walls 9, T-shaped short limb walls 10 and L-shaped short limb walls 11 as required, and can form structural forms such as elevator shaft A and stairwell B, so as to reduce the types of production lines and realize modular design and prefabricated assembly production.

[0104] The above embodiments are merely specific implementations of the present invention, used to illustrate the technical solutions of the present invention, and not to limit them. The protection scope of the present invention is not limited thereto. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that any person skilled in the art can still modify or easily conceive of changes to the technical solutions described in the foregoing embodiments within the technical scope disclosed in the present invention, or make equivalent substitutions for some of the technical features; and these modifications, changes, or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions implemented in the present invention, and should all be covered within the protection scope of the present invention.

Claims

1. A modular prefabricated vertical steel structure with damping, characterized in that, include: The core module is a cross-shaped steel section with flanges; Multiple damping modules are respectively connected to the flange of the core module. Each damping module includes an H-beam, two profiled steel sheets, and asphalt. The flange of the H-beam is bolted to the flange of the core module. The web of the H-beam is provided with mounting holes. The two profiled steel sheets are disposed opposite each other in the mounting holes. Each of the two profiled steel sheets has two opposite concave portions on opposite sides. The two opposite concave portions form a filling cavity. The asphalt is filled in the two filling cavities and between the two profiled steel sheets. Multiple standard modules, all H-shaped, are connected sequentially by linear bolts, with the flanges of the side standard modules bolted to the flanges of each H-beam. The core module is connected to a core node, which includes a cross-shaped first node base plate, two sets of first flange connecting plates and first web connecting plates respectively disposed at the top and bottom of the first node base plate, each set of first flange connecting plates consists of four plates arranged in a rectangular pattern, and each set of first web connecting plates consists of four L-shaped angle steels with opposite apexes. The core module is embedded between the four first flange connecting plates at the top or bottom of the first node base plate. The four flanges on the core module correspond one-to-one with the four first flange connecting plates and are bolted together. The web of the core module is placed between the four first web connecting plates and bolted together with each other. The core node is circumferentially connected by multiple standard nodes. Each standard node includes a second node base plate, two pairs of second flange connecting plates, and two pairs of second web connecting plates. The second node base plate is rectangular. The two pairs of second flange connecting plates and the two pairs of second web connecting plates are respectively located at the top and bottom of the second node base plate. Each pair of second flange connecting plates is arranged parallel to the second node base plate, and each pair of second web connecting plates is located between two second flange connecting plates and perpendicular to the second flange connecting plates. The second flange connecting plates of the multiple standard nodes are linearly connected in sequence. The second flange connecting plates of the end standard nodes are bolted to the first flange connecting plates. The H-beam or standard module is located between two second flange connecting plates at the top or bottom of the standard node. The flanges of the H-beam or standard module correspond to the second flange connecting plates and are bolted to them. The web of the H-beam or standard module is located between two second web connecting plates and is bolted to the two second web connecting plates. The first node base plate and the second node base plate are used to connect the composite floor slab.

2. The modular prefabricated vertical steel structure with damping as described in claim 1, characterized in that, The asphalt is a high-viscosity modified asphalt, and polymer fibers are added to the asphalt.

3. The modular prefabricated vertical steel structure with damping as described in claim 2, characterized in that, The inner walls of the two filling cavities and the opposite sides of the two profiled steel sheets are provided with annular grooves, arrayed protrusions or ribs, and multiple fiber anchoring grooves are opened in the annular grooves; the inner walls of the two filling cavities and the opposite sides of the two profiled steel sheets are sandblasted.

4. The modular prefabricated vertical steel structure with damping as described in claim 1, characterized in that, Each of the profiled steel sheets is provided with a sealing plate at the top and bottom, and the sealing plate is used to seal the top and bottom of the two profiled steel sheets.

5. A modular prefabricated vertical steel structure with damping as described in claim 1, characterized in that, A plug plate is provided between the flange of the core module and the flange of the H-beam, as well as between the flange of the H-beam and the flange of the standard module. Connecting bolts pass through the flange of the core module, the flange of the plug plate, and the flange of the H-beam to connect the core module and the H-beam into one unit. Connecting bolts pass through the H-beam, the flange of the plug plate, and the flange of the standard module to connect the H-beam and the standard module into one unit. The surface of the plug plate is sandblasted.

6. A modular prefabricated vertical steel structure with damping as described in claim 1, characterized in that, Both the first flange connecting plate and the second flange connecting plate are trapezoidal steel plates, and the surfaces of both the first flange connecting plate and the second flange connecting plate are sandblasted.

7. A modular prefabricated vertical steel structure with damping as described in claim 1, characterized in that, The second node base plate is provided with reinforcing ribs perpendicular to the second web connecting plate.

8. A construction method for a modular prefabricated vertical steel structure with damping, based on the modular prefabricated vertical steel structure with damping described in claim 5, characterized in that... Includes the following steps: During the assembly process at the bottom of the lower floors, the core nodes and standard nodes are first set on the building foundation. Then, the core modules are inserted between the first flange connecting plates and the first web connecting plates of the upper core nodes, and the reserved holes on the web and flange of the core modules are aligned with the holes on the first flange connecting plates and the first web connecting plates. High-strength bolts are then inserted into each hole. Insert the damping module and the standard module between each pair of second flange connecting plates and each pair of second web connecting plates of the standard node, and align the reserved holes on the web and flange of the damping module and the standard module with the holes on the second flange connecting plates and the second web connecting plates, and insert high-strength bolts into each hole. Insert the plug plate into the gap between the flanges of adjacent modules to ensure a tight fit, and insert high-strength bolts for pre-fixation; after all plug plates are installed and pre-fixed, tighten the high-strength bolts. Subsequently, during the assembly process at the top of the lower floor, the core node is fastened onto the core module of the lower floor, so that the core module is inserted into the gaps formed by the first flange connecting plate and the first web connecting plate, and high-strength bolts are used to achieve a fixed connection between the core node and the core module in the same way as the above steps. The standard node is fastened to the damping module and standard module on the lower floor, and high-strength bolts are used to achieve a fixed connection between the standard node and the damping module and standard module as described above. After the top assembly of the lower floors is completed, the composite floor slabs are welded to the bottom plates of the first and second nodes using welding studs. Then repeat the above steps to complete the installation of the upper floors.

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