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

Abstract

The invention relates to the technical field of fabricated buildings, and discloses a modular fabricated damping steel structure vertical structure and a construction method of the modular fabricated damping steel structure vertical structure. The damping modules are connected to flanges of the core module respectively, each damping module comprises H-shaped steel, two profiled steel sheets and asphalt, the flanges of the H-shaped steel are connected with the flanges of the core module through bolts, mounting holes are formed in webs of the H-shaped steel, the two profiled steel sheets are oppositely arranged in the mounting holes, and the asphalt is arranged in the H-shaped steel. The opposite sides of the two profiled steel sheets are each provided with two opposite concave parts, the two opposite concave parts form a filling cavity, and the two filling cavities are filled with asphalt. The plurality of standard modules are H-shaped, the flanges of the plurality of standard modules are in linear bolted connection in sequence, and the flanges of the standard modules located on the side edges are in bolted connection with the flanges of the H-shaped steel; according to the structure, the force transmission strength at the intersection can be reduced, out-of-plane deformation and stress are inhibited from the source, and the structural stability is improved.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of prefabricated buildings, in particular to a modular prefabricated steel structure vertical structure with damping and a construction method thereof. BACKGROUND

[0002] Steel structure is a prefabricated structure form, which is widely used due to its advantages of rapid construction, recyclable materials, low dust construction, etc.

[0003] In traditional steel structure, the intersection of horizontal and vertical walls is rigidly connected. Under the action of earthquake, the two-way wall limbs produce strong coupling effect in the node area: when the vertical wall is sheared in the plane, the rotation component of the out-flange is suddenly injected into the horizontal wall in the form of bending moment through the rigid node, forcing the horizontal wall to out-of-plane buckling; conversely, the in-plane buckling of the horizontal wall can also induce the out-of-plane deflection of the vertical wall. This leads to the rapid degradation of the effective section of the wall limb and the sudden drop of the overall lateral stiffness, resulting in the simultaneous failure of bearing capacity and energy dissipation capacity.

[0004] To solve the above problems, the existing solution often relies on the principle of "rigid reinforcement", which suppresses deformation and prevents the simultaneous failure of bearing capacity and energy dissipation capacity of steel structure by welding steel plates, adding cover plates or increasing the thickness of the structure to linearly increase the section moment of inertia. However, this "rigid reinforcement" solution not only significantly increases the cost and weight of the steel structure; but also directly and concentratedly transmits the stress under the action of earthquake load, which is forced to transfer to the adjacent wall limb, easily causing brittle mutation at the weak parts around the rigid reinforcement area; and the damage is often concentrated in the node core area, making the steel structure difficult to repair. SUMMARY

[0005] The present application proposes a modular prefabricated steel structure vertical structure with damping and a construction method thereof to solve the above problems in the prior art. The structure can reduce the force transmission intensity at the intersection without significantly increasing the weight, thereby suppressing out-of-plane deformation and stress from the root, improving the stability of the structure, avoiding brittle mutation of the steel structure, and facilitating post-earthquake repair.

[0006] The technical solution of the present application is: a modular prefabricated steel structure vertical structure with damping, comprising: The core module is a cross-shaped steel with flanges.

[0007] The plurality of damping modules are connected to the flanges of the core module respectively, each damping module comprises an H-shaped steel, two profiled steel plates and asphalt, the flanges of the H-shaped steel are bolted to the flanges of the core module, the web of the H-shaped steel is provided with a mounting hole, the two profiled steel plates are oppositely arranged in the mounting hole, the opposite side of the two profiled steel plates is provided with two opposite concave parts, the two opposite concave parts form a filling cavity, and the asphalt is filled in the two filling cavities and between the two profiled steel plates.

[0008] The plurality of standard modules are H-shaped, and the flanges of the plurality of standard modules are linearly bolted in sequence, and the flanges of the side standard modules are bolted to the flanges of the H-shaped steels.

[0009] In at least one embodiment of the present application, the asphalt is high-viscosity modified asphalt, and polymeric fibers are added to the asphalt.

[0010] In at least one embodiment of the present application, annular grooves, arrayed protrusions or ribs are arranged on the inner walls of the two filling cavities and the opposite sides of the two profiled steel plates, a plurality of fiber anchoring grooves are arranged in the annular grooves, and the opposite sides of the two profiled steel plates are subjected to sandblasting treatment.

[0011] In at least one embodiment of the present application, the top and bottom of each profiled steel plate is provided with a sealing plate for sealing the top and bottom of the two profiled steel plates.

[0012] In at least one embodiment of the present application, the core module is connected to a core node, the core node comprises a first node bottom plate in the shape of a cross, two groups of first flange connecting plates and first web connecting plates arranged on the top and bottom of the first node bottom plate respectively, each group of first flange connecting plates comprises four rectangular plates, each group of first web connecting plates comprises four L-shaped angle steels with opposite top corners, the core module is embedded between the four first flange connecting plates on the top or bottom of the first node bottom plate, the four flanges of the core module correspond to the four first flange connecting plates one by one and are bolted, and the web of the core module is arranged between the four first web connecting plates and is bolted.

[0013] In at least one embodiment of the present application, the core node is circumferentially connected with a plurality of standard nodes, the standard node comprises 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 arranged on the top and bottom of the second node base plate respectively, each pair of second flange connecting plates is arranged in parallel on the second node base plate, each pair of second web connecting plates is located between two second flange connecting plates and is perpendicular to the second flange connecting plates; the second flange connecting plates of the plurality of standard nodes are linearly connected in sequence, the second flange connecting plate located at the end standard node is bolted with the first flange connecting plate; the H-shaped steel or the standard module is located between the two second flange connecting plates on the top or bottom of the standard node, the flange of the H-shaped steel or the standard module corresponds to the second flange connecting plate and is bolted, and the web of the H-shaped steel or the standard module is located between the two second web connecting plates and is bolted with the two second web connecting plates; the first node base plate and the second node base plate are used for connecting the composite floor.

[0014] In at least one embodiment of the present application, the flange of the core module, the flange of the H-shaped steel and the flange of the standard module are all provided with a plug plate, a connecting bolt passes through the flange of the core module, the flange of the plug plate and the flange of the H-shaped steel to connect the core module and the H-shaped steel into one body, and the connecting bolt passes through the H-shaped steel, the flange of the plug plate and the flange of the standard module to connect the H-shaped steel and the standard module into one body; the surface of the plug plate is subjected to sand blasting treatment.

[0015] In at least one embodiment of the present application, the first flange connecting plate and the second flange connecting plate are both trapezoidal steel plates, and the surfaces of the first flange connecting plate and the second flange connecting plate are subjected to sand blasting treatment to enhance the surface friction of the first flange connecting plate and the second flange connecting plate and inhibit out-of-plane deformation.

[0016] In at least one embodiment of the present application, the second node base plate is provided with a reinforcing rib perpendicular to the second web connecting plate; the reinforcing rib is used to improve the local stiffness of the node.

[0017] The present application also provides a construction method of a modular assembly type damping steel structure vertical structure, comprising the following steps: In the process of assembling the bottom of the lower floor, first, the core node and the standard node are arranged on the building foundation, then the core module is inserted into each group of first flange connecting plates and each group of first web connecting plates of the upper core node, the reserved holes of the web and the flange of the core module are aligned with the holes of the first flange connecting plates and the first web connecting plates, and high-strength bolts are inserted into the holes; 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 respectively, and align the reserved holes on the webs and flanges 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 blocking plates into the gaps between the flanges of adjacent modules, ensure tight fit, and insert high-strength bolts for pre-fixing; when all the blocking plates are installed and pre-fixed, tighten the high-strength bolts.

[0018] Subsequently, during the assembly of the top of the lower floor, the core node is buckled on 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, and high-strength bolts are used to realize the fixed connection of the core node and the core module in the same way as the above steps; The standard node is buckled on the damping module and the standard module of the lower floor, and high-strength bolts are used to realize the fixed connection of the standard node and the damping module and the standard module in the same way as the above steps; After the top assembly of the lower floor is completed, the composite floor is welded on each first node bottom plate and second node bottom plate by welding; Subsequently, the above steps are repeated to complete the installation of the upper floor.

[0019] Compared with the prior art, the beneficial effects of the present application are: 1、The damping module used for connecting with the standard module and composed of an H-shaped steel, two profiled steel plates and asphalt is arranged on the core module, so that the entire structure has flexible energy dissipation characteristics on the basis of not excessively increasing the weight; when the core module and the standard module (transverse wall and longitudinal wall) have a trend of out-of-plane deformation, the force at the intersection will be preferentially transmitted to the damping module, which will drive the damping module to generate horizontal reciprocating deformation, at this time, the profiled steel plates will be curved and stretched with deformation, and the internally filled asphalt is extruded or compressed; in this process, the plastic deformation of the profiled steel plates and the viscous friction of the asphalt consume the energy of the force transmission at the intersection, buffer the direct rigid force transmission between the modules through material deformation, reduce the force transmission strength at the intersection, inhibit the out-of-plane deformation and stress from the root, and improve the structural stability; and the damping module does not affect the load-bearing capacity of the core module and the standard module when dissipating energy, protects the main structure from being damaged, and is convenient to repair after the earthquake.

[0020] 2、The damping module of the present application can avoid irreversible compaction hardening of the asphalt in the single cavity due to "local excessive extrusion" and loss of viscosity, or cavity due to local excessive stretching and inability to transmit viscous force, by using two interconnected filling cavities filled with asphalt, when the profiled steel plate on the force side of the damping module is extruded, the asphalt can flow to the other side of the cavity through the communication part, at the same time, the uniformly flowing asphalt can form a flexible constraint on the deformation of the profiled steel plate, ensuring that the buckling and tensile deformation of the profiled steel plate is evenly distributed along the length direction, avoiding premature fracture of the profiled steel plate caused by local stress concentration, prolonging the energy dissipation life of the damping module.

[0021] 3、The present application can further improve the crack resistance of the asphalt by using high-viscosity modified asphalt and adding polymeric fibers, and by setting annular grooves and fiber anchoring grooves between the two filling cavities of the damping module and the two profiled steel plates, so that the annular grooves can accommodate the polymeric fibers in the asphalt, and the two ends of the fibers can be embedded in the anchoring grooves, forming a three-dimensional anchoring system of "fiber-steel plate-asphalt", avoiding aggregation or sliding of the fibers in the asphalt flow, further improving the crack resistance of the asphalt; and the anchored fibers can more evenly transmit the viscous force of the asphalt to the profiled steel plate, making the synergistic energy dissipation of steel-fiber-asphalt more stable, even if the asphalt has microcracks, the fibers can maintain the damping capacity through the bridging effect, ensuring that the performance of the damping module does not attenuate in long-term service.

[0022] 4、When the damping module is assembled with the core module and the standard module, the high-strength bolts and the plug plate are connected, the sand blasting treatment of the plug plate enhances the friction force of its surface, ensuring the stability of the connection while limiting the excessive relative displacement between the modules, further inhibiting out-of-plane deformation on the basis of energy dissipation of the damping module.

[0023] 5、The damping module of the present application is a standard modular component, which can be uniformly produced and assembled with other modules without additional production lines, while reducing material consumption. BRIEF DESCRIPTION OF DRAWINGS

[0024] Figure 1 The present application is a schematic diagram of the structure assembly and arrangement form.

[0025] Figure 2 The present application is an example of the composition of the cross-shaped short pier wall.

[0026] Figure 3 The present application is a schematic diagram of the connection structure of the standard module and the damping module.

[0027] Figure 4 The present application is a schematic diagram of the connection structure of the core node and the standard node Figure 1 .

[0028] Figure 5 The present application is a schematic diagram of the connection structure of the core node and the standard node Figure 2 .

[0029] Figure 6 The standard node connection structure of the present application is shown in the figure.

[0030] Figure 7 The standard module connection structure of the present application is shown in the figure.

[0031] Figure 8 The cross-section structure of the damping module of the present application is shown in the figure.

[0032] Figure 9 The structure of the damping module under compression of the present application is shown in the figure.

[0033] Figure 10 The structure of the damping module under tension of the present application is shown in the figure.

[0034] Figure 11 The profiled steel sheet structure with annular grooves and fiber anchoring grooves of the present application is shown in the figure.

[0035] Figure 12 The profiled steel sheet structure with arrayed protrusions of the present application is shown in the figure.

[0036] Figure 13 The profiled steel sheet structure with micro-ribs of the present application is shown in the figure.

[0037] Explanation of reference signs: 1, core module; 2, damping module; 21, H-shaped steel; 22, profiled steel sheet; 221, filling cavity; 23, asphalt; 3, plug plate; 4, standard module; 5, core node; 51, first node bottom plate; 52, second flange connecting plate; 53, first web connecting plate; 6, standard node; 61, second node bottom plate; 62, second flange connecting plate; 63, second web connecting plate; 64, reinforcing rib; 7, weld stud; 8, continuous wall; 9, cross-shaped short-leg wall; 10, T-shaped short-leg wall; 11, L-shaped short-leg wall. DETAILED DESCRIPTION

[0038] The drawings in the present application are not strictly drawn according to the actual proportions, and the specific sizes and quantities of each structure can be determined according to actual needs. The drawings described in the present application are only structural schematic diagrams.

[0039] In order to make the purpose, technical scheme and advantages of the embodiments of the present application more clear, the technical scheme of the embodiments of the present application will be described clearly and completely below in combination with the drawings of the embodiments of the present application. Obviously, the described embodiments are part of the embodiments of the present application, rather than all the embodiments. Based on the described embodiments of the present application, all other embodiments obtained by those skilled in the art without creative labor fall within the scope of protection of the present application.

[0040] Unless otherwise defined, technical terms or scientific terms used herein shall have the same meaning to one skilled in the art of the present application. The terms "first", "second", and similar terms do not denote any order, quantity, or importance, but are used to identify different components. The terms "include", "contain", and similar terms mean that the elements or objects before the term encompass the elements or objects listed after the term and their equivalents, and do not exclude other elements or objects. The terms "in", "out", "upper", "lower", "distal", "proximal", "front", "back", and the like are used only to indicate relative positional relationships, which may change accordingly when the absolute positions of the described objects change.

[0041] In conventional steel structures, different cradles are needed for the production of steel structure vertical members of different designs, which increases the production cost and cycle of the steel structure. To solve this technical problem, a modular structure form is needed. The use of standard steel structure modules to assemble different forms of steel structure members can speed up production and reduce the types of production lines, achieving the purpose of saving production cost. At the same time, in shear wall structures, the interaction of cross walls and longitudinal walls at the intersection point will cause the cross walls and longitudinal walls to deform and stress out of the plane respectively, which is solved by a new type of module in the present application.

[0042] In combination Figures 1 to 13 As shown in the figure, a modular assembly type steel structure vertical structure with damping includes: The core module 1 is a cross-shaped steel with flanges.

[0043] A plurality of damping modules 2 are connected to the flanges of the core module 1, each damping module 2 includes an H-shaped steel 21, two profiled steel plates 22, and asphalt 23, the flanges of the H-shaped steel 21 are bolted to the flanges of the core module 1, the web of the H-shaped steel 21 is provided with a mounting hole, the mounting hole is a rectangular hole, the two profiled steel plates 22 are oppositely arranged in the mounting hole, the opposite sides of the two profiled steel plates 22 each have two opposite concave portions, the two opposite concave portions form a filling cavity 221, and the asphalt 23 is filled in the two filling cavities 221 and between the two profiled steel plates 22.

[0044] The plurality of standard modules 4 are all H-shaped, the flanges of the plurality of standard modules 4 are linearly bolted in sequence, and the flanges of the side standard modules 4 are bolted to the flanges of the H-shaped steels 21.

[0045] The damping module 2 of the present application has the following technical advantages by using two cross-section rectangular and mutually connected filling cavities 221: In combination with the plastic deformation of the profiled steel plate 22 and the asphalt 23 viscous energy dissipation, the special filling cavity 221 structure has the following irreplaceable technical advantages compared with the single cavity and the non-communicating multi-cavity form, and is deeply adapted to the core function of the damping module 2 which preferentially dissipates energy and stably transmits force: 1. Realize uniform flow of asphalt 23, avoid local energy dissipation failure: two rectangular filling cavities 221 are connected to each other, which can form a two-way flow channel between the two filling cavities 221 when the damping module 2 is deformed under stress, i.e. when the profiled steel plate 22 is curved or stretched. When one side of the profiled steel plate 22 is pressed, the asphalt 23 can flow to the other side through the connecting part, avoiding irreversible compaction and hardening of the asphalt 23 in the single cavity due to local excessive pressure, thereby reducing the viscosity, or causing a cavity due to local excessive stretching, which makes it impossible to transmit viscous force. At the same time, the uniform flow of asphalt 23 can form a flexible constraint on the deformation of the profiled steel plate 22, ensuring that the curvature and stretching deformation of the profiled steel plate 22 is evenly distributed along the length direction, avoiding local stress concentration leading to premature fracture of the profiled steel plate 22, and prolonging the energy dissipation life of the damping module 2.

[0046] 2. Improve the "steel-asphalt" cooperative energy dissipation efficiency and strengthen the energy absorption capacity: Compared with a single rectangular cavity, the two connected filling cavities 221 can increase the contact area between the asphalt 23 and the profiled steel plate 22 by 30%-50% (based on the cavity cross-sectional size adaptability design): On the one hand, a larger contact area can enhance the interfacial viscous friction between the asphalt 23 and the profiled steel plate 22 (the core source of viscous energy dissipation), and the energy consumption per unit deformation can be increased by more than 25%; On the other hand, the double-cavity structure can make the plastic deformation of the profiled steel plate 22 more sufficient - the concave part of the profiled steel plate 22 can produce combined deformation of transverse curvature and longitudinal stretching under the reaction force of the asphalt 23 flow, compared with single-cavity which can only produce one-way deformation, the energy dissipation contribution of plastic deformation is increased by about 40%, further reducing the force transmission strength at the intersection of the core module 1 and the standard module 4.

[0047] 3. Adapt to the H-shaped steel 21 web mounting hole structure, and consider energy dissipation and structural stability: The rectangular cross section + connection design of the filling cavity 221 is completely adapted to the mounting hole size of the H-shaped steel 21 web: The rectangular cross section can ensure that the profiled steel plate 22 is tightly fitted with the inner wall of the mounting hole of the H-shaped steel 21 web, avoiding module shaking caused by installation gap; The connecting part is arranged at the middle part (not the edge) of the two rectangular cavities, which can avoid the stress key area (flange and web connection node) of the H-shaped steel 21 web, prevent the weakening of the load-bearing capacity of the H-shaped steel 21 due to the connection of the cavity, ensure that the damping module 2 dissipates energy without affecting the connection stability of the core module 1 and the standard module 4, and solve the contradiction between "energy dissipation function and structural bearing".

[0048] Specifically, the profiled steel plate 22 is made of low-carbon steel or low-alloy high-strength steel, preferably Q235 series carbon structural steel or Q355 series low-alloy high-strength steel; such steel has strong compatibility with the material of the core module 1 and the H-shaped steel 21, and can produce stable plastic deformation under stress, avoiding brittle fracture and ensuring that the damping module 2 bears the energy dissipation function preferentially to the core module 1 and the standard module 4.

[0049] The mechanical property index of the profiled steel plate 22: the yield strength of Q235 steel is ≥235 MPa, the yield strength of Q355 steel is ≥345 MPa, the elongation after fracture is ≥20%, and the yield strength or tensile strength is ≤0.85; this index can ensure that the profiled steel plate 22 can not only produce plastic deformation such as bulging and stretching to dissipate energy under the action of seismic load, but also will not be crushed or broken too early due to low strength, and at the same time, it can avoid losing the energy dissipation function due to the inability to produce plastic deformation due to high strength.

[0050] The geometric and surface requirements of the profiled steel plate 22: the thickness of the profiled steel plate 22 is 6mm-10mm, the thickness deviation is ≤±0.5mm, the curvature radius of the concave part is 15mm-25mm, which is suitable for the size of the H-shaped steel 21 web mounting hole; the surface of the profiled steel plate 22 needs to be treated by Sa2.5 grade sand blasting rust removal, and the inner wall surface roughness in contact with the asphalt 23 needs to reach Ra=12.5μm~25μm, in order to enhance the interfacial bonding force between the profiled steel plate 22 and the asphalt 23, avoid relative sliding between the two during deformation, and ensure stable energy dissipation efficiency.

[0051] As an alternative embodiment, the asphalt 23 is high-viscosity modified asphalt, and polymeric fibers are added to the asphalt 23.

[0052] Specifically, the asphalt 23 has the following viscosity requirements: the penetration at 25℃ is 30-50 (0.1mm), and the Brookfield viscosity at 135℃ is ≥3Pa·s; too high viscosity will cause the asphalt to be unable to produce effective viscous friction energy dissipation with the bulging and stretching deformation of the profiled steel plate 22, and too low viscosity will easily lose the damping effect due to stress relaxation under long-term stress, and cannot buffer the force transmission between the modules.

[0053] The asphalt 23 has the following temperature stability requirements: the softening point (ring and ball method) is ≥60℃, and the low-temperature ductility at -10℃ is ≥15cm; this can avoid the asphalt 23 from flowing out of the filling cavity 221 in high-temperature environments in summer, and avoid the asphalt 23 from brittle fracture and losing deformation ability in low-temperature environments in winter, ensuring that the damping module 2 works stably in the conventional temperature range of buildings from -30℃ to 60℃.

[0054] 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.

[0055] 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.

[0056] 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.

[0057] 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.

[0058] 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.

[0059] 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.

[0060] Mechanism of action: 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).

[0061] 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.

[0062] 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.

[0063] Specific design: Hemispherical protrusions (or micro ribs with triangular cross-sections) 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.

[0064] Mechanism of action: 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.

[0065] 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.

[0066] 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.

[0067] 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.

[0068] Specific design: the rectangular cavity wall of the inner wall of the profiled steel plate 22 is designed as a wavy curved surface with a wavelength of 50-80 mm and a wave height of 2-4 mm, and an elastic protrusion with a height of 2-3 mm is arranged at the wave trough of the wavy curved surface; specifically, a thin steel sheet made of the same material as the profiled steel plate 22 is fixed at the wave trough by spot welding, leaving a 1-2 mm elastic deformation space.

[0069] Principle of action: ① The wavy inner wall can prolong the flow path of asphalt, increase the viscous friction time, and further improve the damping capacity; more importantly, the wavy structure can cause the profiled steel plate 22 to produce progressive plastic deformation rather than sudden change when deformed, reducing the residual deformation after the earthquake; the smaller the residual deformation, the stronger the recovery ability after the earthquake.

[0070] ② The elastic protrusion will be elastically compressed when the asphalt 23 is extruded, storing part of the elastic potential energy; when the seismic load disappears, the elastic protrusion releases the potential energy, pushing the asphalt 23 back to the initial position, and at the same time assisting the profiled steel plate 22 to recover to a shape close to the initial shape, reducing the residual deformation of the damping module 2 by 30-40% after the earthquake.

[0071] Production feasibility: the wavy curved surface can be formed by special mold pressing, and the spot welding process of the elastic protrusion can be integrated into the profiled steel plate 22 processing line, without additional production cycle.

[0072] As an alternative embodiment, the top and bottom of each profiled steel plate 22 is provided with a sealing plate for sealing the top and bottom of the two profiled steel plates 22; since the asphalt 23 is in a semi-liquid 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, losing the viscous energy dissipation function, and then the sealing plate is used to prevent the loss of asphalt 23 and ensure the overall stress stability of the damping module 2, and the specific sealing method is as follows: Sealing member selection: a steel plate made of the same material as the profiled steel plate 22 is used as the sealing plate, 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 plate 22, and the thickness can be 6-10 mm, the outer dimensions of the sealing plate are adapted to the cross-sectional size of the web mounting hole of the H-shaped steel 21 to cover the top and bottom openings of the filling cavity 221.

[0073] The plugging process requires: firstly, welding the plugging plate on the bottom of the filling cavity 221 between the two profiled steel plates 22 and the web of the H-shaped steel 21, then heating the pitch 23 to 160-180℃, and after the pitch 23 is fully flowed and filled in the filling cavity 221, cooling to room temperature to ensure the pitch shaping, then pasting the plugging plate on the top opening of the filling cavity 221 and welding; specifically, using arc welding to weld and fix the plugging plate around the H-shaped steel 21 web, the weld height is 6-8mm, and the weld needs to be continuous, without pores or cracks, to ensure the sealing performance of the plugging; the surface of the plugging plate needs to be sanded to Sa2.5 grade at the same time, and the welding position of the H-shaped steel 21 web needs to be cleaned in advance to ensure the welding strength.

[0074] As an alternative embodiment, the core module 1 is connected with a core node 5, the core node 5 includes a first node base plate 51 in the shape of a cross, two groups of first flange connecting plates 52 and first web connecting plates 53 arranged on the top and bottom of the first node base plate 51 respectively, each group of first flange connecting plates 52 is four and distributed in a rectangular shape, and each group of first web connecting plates 53 is four L-shaped angle steels with opposite top corners. The core module 1 is embedded between the four first flange connecting plates 52 on the top or bottom of the first node base plate 51, the four flanges of the core module 1 correspond to the four first flange connecting plates 52 one by one and are bolted, and the web of the core module 1 is placed between the four first web connecting plates 53 and is bolted.

[0075] As an alternative embodiment, the core node 5 is circumferentially connected with a plurality of standard nodes 6, the standard node 6 comprises 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 arranged at the top and bottom of the second node base plate 61, each pair of second flange connecting plates 62 is arranged in parallel on the second node base plate 61, 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 plate 62; the second flange connecting plates 62 of the plurality of standard nodes 6 are linearly connected in sequence, the second flange connecting plate 62 of the end standard node 6 is bolted with the first flange connecting plate 52; the H-shaped steel 21 or the standard module 4 is located between the two second flange connecting plates 62 at the top or bottom of the standard node 6, the flange of the H-shaped steel 21 or the standard module 4 corresponds to the second flange connecting plate 62 and is bolted, and the web of the H-shaped steel 21 or the standard module 4 is located between the two second web connecting plates 63 and is bolted with the two second web connecting plates 63; the first node base plate 51 and the second node base plate 61 are used to connect the composite floor slab; further, the arrangement of the core node 5 and the standard node 6 can fully and stably connect the top and bottom of the damping module 2 with the whole steel structure, so as to ensure that the damping module 2 can fully play the bearing capacity to ensure the stability of the steel structure in the non-seismic case, and can play its damping capacity in the earthquake to suppress the out-of-plane deformation and stress.

[0076] As an alternative embodiment, the core module 1 flange, the H-shaped steel 21 flange and the H-shaped steel 21 flange and the standard module 4 flange are all provided with a plug plate 3, a connecting bolt passes through the core module 1 flange, the plug plate 3 flange and the H-shaped steel 21 flange to connect the core module 1 and the H-shaped steel 21 into one body, and the connecting bolt passes through the H-shaped steel 21, the plug plate 3 flange and the standard module 4 flange to connect the H-shaped steel 21 and the standard module 4 into one body; the surface of the plug plate 3 is sandblasted; the sandblasting treatment of the plug plate 3 enhances the surface friction of the plug plate 3, ensures the stability of the connection, limits the excessive relative displacement between the modules, and further suppresses the out-of-plane deformation. As an alternative embodiment, the first flange connecting plate 52 and the second flange connecting plate 62 are both trapezoidal steel plates, and the surfaces of the first flange connecting plate 52 and the second flange connecting plate 62 are both sandblasted to enhance the surface friction of the first flange connecting plate 52 and the second flange connecting plate 62 and suppress the out-of-plane deformation.

[0077] 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 rigidity of the node.

[0078] The application further provides a construction method of the modular assembled damping steel structure vertical structure. In the process of assembling the bottom of the lower floor, first, the core node 5 and the standard node 6 are arranged on the building foundation, then the core module 1 is respectively inserted between each group of first flange connecting plates 52 and each group of first web connecting plates 53 of the upper core node 5, the reserved holes in the webs and flanges of the core module 1 are aligned with the holes in the first flange connecting plates 52 and the first web connecting plates 53, and high-strength bolts are inserted into each hole; The damping module 2 and the standard module 4 are respectively inserted between each pair of second flange connecting plates 62 and each pair of second web connecting plates 63 of the standard node 6, the reserved holes in the webs and flanges of the damping module 2 and the standard module 4 are aligned with the holes in the second flange connecting plates 62 and the second web connecting plates 63, and high-strength bolts are inserted into each hole; The blocking plate 3 is inserted into the gap between the flanges of adjacent modules, the blocking plate 3 is tightly fitted, and high-strength bolts are inserted for pre-fixing; when all the blocking plates 3 are installed and pre-fixed, the high-strength bolts are tightened.

[0079] Then in the process of assembling the top of the lower floor, the core node 5 is buckled on the core module 1 of the lower floor, so that the core module 1 is inserted into the gap formed by the first flange connecting plates 52 and the first web connecting plates 53, and high-strength bolts are used to realize the fixed connection between the core node 5 and the core module 1, which is the same as the above step; The standard node 6 is buckled on the damping module 2 and the standard module 4 of the lower floor, and high-strength bolts are used to realize the fixed connection between the standard node 6 and the damping module 2 and the standard module 4, which is the same as the above step; After the top assembly of the lower floor is completed, the composite floor is fusion welded on each first node bottom plate 51 and second node bottom plate 61 through the welding nails 7; Then the above steps are repeated to complete the installation of the upper floor.

[0080] As an alternative embodiment, as shown in Figure 1 As shown in the drawings, the modules and nodes of the application can be assembled into continuous walls 8, cross-shaped short-leg walls 9, T-shaped short-leg walls 10 and L-shaped short-leg walls 11 according to requirements, and can be enclosed into elevator shafts A and stair shafts B and other structural forms, so as to reduce the types of production lines and realize modular design and prefabricated assembly production.

[0081] The above examples are only specific embodiments of the present application, which are used to illustrate the technical solutions of the present application, but not limit the protection scope of the present application. Although the present application has been described in detail with reference to the foregoing embodiments, it should be understood by those skilled in the art that any person skilled in the art can make modifications or easily think of changes to the technical solutions recorded in the foregoing embodiments, or make equivalent replacements to some technical features, within the technical range disclosed by the present application. The modifications, changes or replacements do not make the corresponding technical solutions deviate from the spirit and range of the technical solutions of the present application, and should be covered within the protection scope of the present application.

Claims

1. A modular assembly type vertical structure with damping steel structure, characterized by, The application relates to a steel structure, which comprises a core module, a plurality of damping modules and a plurality of standard modules. The core module is a cross-shaped steel with flanges. Each damping module comprises an H-shaped steel, two profiled steel plates and asphalt. The flanges of the H-shaped steel are bolted to the flanges of the core module.

2. The modular assembly type vertical structure with damping steel structure of claim 1, wherein, The H-shaped steel is provided with mounting holes at the web.

3. The modular assembly type vertical structure with damping steel structure of claim 2, wherein, The two profiled steel plates are oppositely arranged in the mounting holes.

4. The modular assembly type vertical structure with damping steel structure of claim 1, wherein, The opposite sides of the two profiled steel plates are provided with two opposite concave parts.

5. The modular assembly type vertical structure with damping steel structure of claim 1, wherein, The two concave parts form filling cavities.

6. The modular assembly type damping steel structure vertical structure according to claim 5, characterized in that, The asphalt is filled in the two filling cavities and between the two profiled steel plates. The asphalt is high-viscosity modified asphalt. Polymer fibers are added to the asphalt. The inner walls of the two filling cavities and the opposite sides of the two profiled steel plates are provided with annular grooves, arrayed protrusions or ribs. A plurality of fiber anchoring grooves are formed in the annular grooves. The inner walls of the two filling cavities and the opposite sides of the two profiled steel plates are sandblasted. The top and bottom of each profiled steel plate is provided with a sealing plate. The sealing plate is used for sealing the top and bottom of the two profiled steel plates. The core module is connected with a core node. The core node comprises a first node bottom plate in a cross shape, two groups of first flange connecting plates and first web connecting plates arranged on the top and bottom of the first node bottom plate. Each group of the first flange connecting plates is four and arranged in a rectangular distribution. Each group of the first web connecting plates is four L-shaped angle steels with opposite top corners. The core module is embedded between the four first flange connecting plates on the top or bottom of the first node bottom plate. The four flanges of the core module correspond to the four first flange connecting plates and are bolted. The web of the core module is arranged between the four first web connecting plates and is bolted. The core node is circumferentially connected with a plurality of standard nodes. The standard node comprises a second node bottom plate, two pairs of second flange connecting plates and two pairs of second web connecting plates. The second node bottom plate is rectangular. The two pairs of second flange connecting plates and the two pairs of second web connecting plates are arranged on the top and bottom of the second node bottom plate. Each pair of the second flange connecting plates is arranged in parallel on the second node bottom plate. Each pair of the second web connecting plates is arranged between the two second flange connecting plates and is perpendicular to the second flange connecting plates. The second flange connecting plates of the plurality of standard nodes are linearly connected. The second flange connecting plates of the end standard nodes are bolted to the first flange connecting plates. The H-shaped steel or the standard module is arranged between the two second flange connecting plates on the top or bottom of the standard node. The flanges of the H-shaped steel or the standard module correspond to the second flange connecting plates and are bolted. The web of the H-shaped steel or the standard module is arranged between the two second web connecting plates and is bolted to the two second web connecting plates. The first node bottom plate and the second node bottom plate are used for connecting a composite floor.

7. The modular assemblage type steel structure vertical structure with damping according to claim 6, characterized in that, The core module flange is provided with a plug plate between the H-shaped steel flange and the standard module flange, a connecting bolt passes through the core module flange, the plug plate flange and the H-shaped steel flange to connect the core module and the H-shaped steel into an integral whole, and the connecting bolt passes through the H-shaped steel, the plug plate flange and the standard module flange to connect the H-shaped steel and the standard module into an integral whole; the surface of the plug plate is subjected to sand blasting treatment.

8. A modular assembly type vertical steel structure with damping according to claim 6, characterized in that, The first flange connecting plate and the second flange connecting plate are both trapezoidal steel plates, and the surfaces of the first flange connecting plate and the second flange connecting plate are subjected to sand blasting treatment.

9. A modular assembly type vertical steel structure with damping according to claim 6, characterized in that, The second node bottom plate is provided with a reinforcing rib perpendicular to the second web connecting plate.

10. A construction method of a modular assembly type vertical structure with damping steel structure, based on the modular assembly type vertical structure with damping steel structure according to claim 7, characterized in that, The method comprises the following steps: In the process of assembling the bottom of the lower floor, first, the core node and the standard node are arranged on the building foundation, then the core module is inserted between each group of the first flange connecting plate and each group of the first web connecting plate of the upper core node, the reserved holes on the web and the flange of the core module are aligned with the holes on the first flange connecting plate and the first web connecting plate, and high-strength bolts are inserted into each hole; The damping module and the standard module are inserted between each pair of the second flange connecting plate and each pair of the second web connecting plate of the upper standard node, the reserved holes on the web and the flange of the damping module and the standard module are aligned with the holes on the second flange connecting plate and the second web connecting plate, and high-strength bolts are inserted into each hole; The plug plate is inserted into the gap between the flanges of adjacent modules to ensure close fitting, and high-strength bolts are inserted for pre-fixing; when all the plug plates are installed and pre-fixed, the high-strength bolts are tightened; Then, in the process of assembling the top of the lower floor, the core node is buckled on 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, and high-strength bolts are used to realize the fixed connection of the core node and the core module; The standard node is buckled on the damping module and the standard module of the lower floor, and high-strength bolts are used to realize the fixed connection of the standard node and the damping module and the standard module; After the top assembly of the lower floor is completed, the composite floor is welded on each first node bottom plate and second node bottom plate by welding; Then, the above steps are repeated to complete the installation of the upper floor.

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