Modular steel structure building friction horizontal connecting plate and construction method thereof

Abstract

The present application relates to a kind of modular steel structure building friction horizontal connecting plate and its construction method.The friction horizontal connecting plate is used to connect horizontal module unit, including sawtooth backing plate, round hole cantilever plate, slot hole cantilever plate, sliding backing plate and high-strength bolt.Sawtooth backing plate includes left horizontal sawtooth backing plate and right horizontal sawtooth backing plate;Round hole cantilever plate has two, symmetrically arranged on left horizontal sawtooth backing plate, and slot hole cantilever plate has two, symmetrically arranged on right horizontal sawtooth backing plate.Sliding backing plate has through hole with internal thread, and round hole cantilever plate, slot hole cantilever plate and sliding backing plate are connected by high-strength bolt.The present application can realize the internal force, deformation decoupling of horizontal connection and vertical connection of module node under horizontal force;Can control the out-of-plane shear of horizontal connection, avoid the node damage caused by the larger shear deformation of horizontal connection;Sliding of friction horizontal connecting plate can realize the energy dissipation function of horizontal connection, and increase the damping effect of modular building.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of building structure earthquake resistance, and particularly relates to a modular steel structure building frictional horizontal connecting plate and a construction method thereof. BACKGROUND

[0002] The modular steel structure building has the characteristics of high engineering efficiency, controllable quality, green environmental protection, flexibility and the like, is a high-end product of building industrialization, and meets the trend of developing fabricated buildings advocated by China. The modules in the modular building are prefabricated in advance in a factory, the connection quality of beams and columns in the modules is controllable, and the connecting joints between the module units need to be completed on site, so that the stress performance of the modular building often depends on the connection between the modules. The connection between the modules mainly includes vertical connection and horizontal connection. At present, various module vertical connection structures are proposed, while the horizontal connection is not emphasized, and the traditional integral horizontal connecting plate is generally used for connection, as shown in Figure 1 .

[0003] For the mechanical model of the traditional integral horizontal connecting plate, the industry standard “Technical Specification for Steel Modular Building” (T / CECS 507-2018) simplifies it into a two-force rod that only transmits horizontal force, without considering the transmission of vertical shear force and bending moment by the connecting plate, and the mechanical model is as shown in Figure 2 . However, in the actual stress process, due to the lack of reliable connection of the columns of adjacent modules, the columns cannot deform cooperatively when subjected to horizontal force, and will produce a large shear deformation (as shown in Figure 3 ), and the horizontal connecting plate will produce a large shear force. When the modular structure is used for high-rise buildings, without the help of other lateral force resisting systems, if only the axial force of the horizontal connecting plate is considered for design, the risk of the horizontal connecting plate yielding or even being damaged first will be increased.

[0004] In addition to the complex stress state of the horizontal connecting plate, the vertical connection of the columns of the upper and lower modules is also affected by the connecting plate in the stress process. That is, the horizontal connecting plate needs to bear a large shear force in the stress process, and the shear force is finally transmitted to the module column as axial compression or axial tension. The continuous accumulation of the axial force of the upper floors will cause the axial compression ratio of the bottom module column to be too large or the axial tension to be too large, and the module column is prone to unstable failure, shear failure and other adverse failure modes, and affects the stress performance of the vertical connection between the modules.

[0005] In combination with the above situations, although the modular structure has the advantages of high standardization degree and fast assembly speed, the modular steel structure building has the following problems in the horizontal connection:

[0006] (1) The stress mechanism of the traditional integral horizontal connecting plate is not clear, and there is a lack of mature calculation methods and design specifications for its calculation and design. The existing technical solutions, such as the Chinese patent with application number 202211466272.1, propose to set up friction connection between horizontal module columns to realize energy dissipation and seismic mitigation between modules. However, this scheme still cannot solve the problem of excessive deformation of the integral horizontal connecting plate under medium and large earthquake actions, and cannot evaluate the actual stress state of the connecting plate, making it difficult to control the timing of the friction connection.

[0007] (2) The traditional integral horizontal connecting plate has an impact on the vertical connection between modules and is difficult to quantify, and there is a lack of a reasonable simplified model for system analysis of modular structures.

[0008] (3) When the floor is high, the shear force transmitted by the horizontal connecting plate needs to be considered in the design of the module column to avoid adverse effects on the module column and the module vertical connection due to excessive column axial force. SUMMARY

[0009] In order to at least overcome one of the deficiencies of the prior art, the present application proposes a modular steel structure building friction horizontal connecting plate and its construction method, which can adapt to the existing construction process while realizing the internal force and deformation decoupling of horizontal connection and vertical connection under horizontal force, controlling the deformation timing of the connecting plate, realizing the seismic mitigation of the structure, and helping to improve the seismic toughness of the modular steel structure.

[0010] To achieve the purpose of the present application, the present application provides a modular steel structure building friction horizontal connecting plate for connecting horizontal module units, the friction horizontal connecting plate comprising a sawtooth pad, a round hole cantilever plate, a slot hole cantilever plate, a sliding pad and a high-strength bolt.

[0011] The sawtooth pad comprises a left horizontal sawtooth pad and a right horizontal sawtooth pad, and the left horizontal sawtooth pad and the right horizontal sawtooth pad are matched with each other through sawteeth to transmit in-plane force through sawtooth engagement.

[0012] The round hole cantilever plate has two pieces, which are symmetrically arranged on both sides of the left horizontal sawtooth pad, and each round hole cantilever plate is provided with a round hole;

[0013] The slot hole cantilever plate has two pieces, which are symmetrically arranged on both sides of the right horizontal sawtooth pad, and each slot hole cantilever plate is provided with a vertical slot hole;

[0014] The sliding pad is provided with a through hole, and the through hole is provided with an internal thread;

[0015] The round hole cantilever plate, the slot hole cantilever plate and the sliding pad are connected through the cooperation of the high-strength bolt and the round hole, the slot hole and the through hole.

[0016] Further, the length of the friction horizontal connecting plate is not limited not less than the distance between the edges of the column walls of the adjacent module frame columns; the width of the frictional horizontal connecting plate b not less than the cross-sectional dimension of the module frame column perpendicular to the connecting direction.

[0017] Further, the thickness of the sawtoothed shim plate d not less than twice the maximum dislocation slip deformation of the left horizontal sawtoothed shim plate and the right horizontal sawtoothed shim plate under the rarely-encountered earthquake action.

[0018] Further, the dislocation slip deformation of the left horizontal sawtoothed shim plate and the right horizontal sawtoothed shim plate under the earthquake action can be determined according to the following formula:

[0019]

[0020] In the formula, s is the dislocation slip deformation of the left horizontal sawtoothed shim plate and the right horizontal sawtoothed shim plate, is the distance between the midlines of the adjacent module frame columns perpendicular to the connecting direction, α is the inter-story drift angle of the module frame.

[0021] Further, the left horizontal sawtoothed shim plate and the right horizontal sawtoothed shim plate can be obtained by linear cutting from a rectangular plate, and the cutting path is a predetermined sawtooth shape, so that after the two horizontal shim plates are separated and then assembled into a whole plate again, the in-plane force is transmitted through the sawtooth engagement.

[0022] Further, the sawteeth of the left horizontal sawtoothed shim plate and the right horizontal sawtoothed shim plate should be lubricated to ensure that the mutual dislocation between the sawtoothed shim plates is not hindered.

[0023] Further, the interface of the round-hole cantilever plate and the slot-hole cantilever plate coincides with the interface of the left horizontal sawtoothed shim plate and the right horizontal sawtoothed shim plate.

[0024] The round-hole cantilever plate needs to be pre-drilled with a round hole, and the slot-hole cantilever plate needs to be pre-drilled with a slot hole, and the positions of the round-hole cantilever plate and the slot-hole cantilever plate ensure that the mutual dislocation of the left horizontal sawtoothed shim plate and the right horizontal sawtoothed shim plate in the out-of-plane direction is not hindered.

[0025] Further, at the interface between the slip shim plate and the slot-hole cantilever plate, the surface of the slip shim plate is provided with butyl rubber or other low-friction materials.

[0026] Further, the length of the screw rod of the high-strength bolt should be not greater than the sum of the thicknesses of the round-hole cantilever plate, the slot-hole cantilever plate and the slip shim plate.

[0027] The application also discloses a construction method of the frictional horizontal connecting plate, which comprises the following steps of factory prefabrication and on-site construction of the frictional horizontal connecting plate.

[0028] Step 1: linear cutting of the plate in the factory to obtain left and right horizontal serrated pads, and lubrication treatment of the serrations of the serrated pads;

[0029] Step 2: welding of the round-hole and slotted-hole suspending plates on the two serrated pads, respectively, and assembling of the two serrated pads;

[0030] Step 3: connecting the round-hole and slotted-hole suspending plates by high-strength bolts and slippage pads with internal threads to complete the prefabrication of the friction horizontal connecting plate in the factory;

[0031] Step 4: transporting the friction horizontal connecting plate to the construction site of the modular steel structure building, fixing the friction horizontal connecting plate on the top of two adjacent module columns in the horizontal direction after the lower module is installed, and hoisting the upper module after installation.

[0032] The cross-shaped node containing the friction horizontal connecting plate of the modular steel structure building provided by the application is shown in Figure 6 The technical scheme combines the existing seismic design method and realizes the stress and deformation decoupling of the horizontal connection and the vertical connection under the action of medium and large earthquakes. The working principle of the design of the application is explained as follows.

[0033] When the cross-shaped node containing the friction horizontal connecting plate of the modular steel structure building is subjected to small earthquake action, the friction horizontal connecting plate is equivalent to an integral horizontal connecting plate, and no relative slip deformation occurs between the left and right horizontal serrated pads, and the static friction force between the round-hole and slotted-hole suspending plates is sufficient to resist the out-of-plane shear force of the friction horizontal connecting plate. When the cross-shaped node containing the friction horizontal connecting plate of the modular steel structure building is subjected to medium and large earthquake action, the out-of-plane shear force of the friction horizontal connecting plate is greater than the static friction force between the round-hole and slotted-hole suspending plates, and relative slip will occur between the left and right horizontal serrated pads. During the slip process, the out-of-plane shear force of the friction horizontal connecting plate is constant and equal to the dynamic friction force at the friction surface, realizing the decoupling of the internal force and deformation between the horizontal connection and the vertical connection, and realizing the energy dissipation function of the horizontal connection by relying on the slip.

[0034] Compared with the prior art, the application has the following advantages:

[0035] (1) For the structure with traditional horizontal connecting plate, under the action of horizontal force, the horizontal connecting plate will generate out-of-plane shear force perpendicular to the plate surface, and with the increase of interlayer displacement angle, the deformation of the horizontal connecting plate increases, and the out-of-plane shear force of the connecting plate increases. The out-of-plane shear force will eventually be transmitted to the module frame column, affecting the vertical connection and the anti-pulling and compression performance of the module frame column. Compared with the traditional horizontal connecting plate, the friction horizontal connecting plate proposed in the application can only bear the preset out-of-plane shear force, and when the out-of-plane shear force exceeds the preset value, the friction horizontal connecting plate will produce relative slip, and the out-of-plane shear force of the plate will no longer increase, and the axial force transmitted to the module frame column and the vertical connection will become a fixed value and no longer change with the interlayer displacement angle, realizing the decoupling of the internal force and deformation of the horizontal connection and the vertical connection under the action of horizontal force.

[0036] (2) The maximum out-of-plane shear force borne by the friction horizontal connecting plate is a fixed value, thereby avoiding the bending or shear failure of the connecting plate. Therefore, it can regulate the out-of-plane shear force of the horizontal connecting plate, release the constraint of the horizontal connection through friction slip and avoid shear or bending failure of the horizontal connection. The shear force of the friction horizontal connecting plate is the friction force between the slot cantilever plate and the circular hole cantilever plate, which will not cause excessive axial force, and has the effect of regulating the column axial force.

[0037] (3) The application can realize the energy dissipation function of the horizontal connection through the slip of the friction horizontal connecting plate, increase the damping effect of the modular building, and help to improve the seismic toughness of the modular steel structure. BRIEF DESCRIPTION OF DRAWINGS

[0038] Figure 1 Schematic diagram of traditional integral horizontal connecting plate for modular steel structure building.

[0039] Figure 2 Simplified schematic diagram of node mechanical model containing traditional integral horizontal connecting plate.

[0040] Figure 3 Deformation diagram of node containing traditional integral horizontal connecting plate under the action of horizontal force.

[0041] Figure 4 Schematic diagram of friction horizontal connecting plate provided in the embodiment of the application for modular steel structure building.

[0042] Figure 5 Exploded view of friction horizontal connecting plate provided in the embodiment of the application for modular steel structure building.

[0043] Figure 6 Schematic diagram of working principle of friction horizontal connecting plate in the embodiment of the application.

[0044] Figure 7 Schematic diagram of finite element numerical calculation result of cross-shaped beam-column node containing traditional integral horizontal plate.

[0045] Figure 8 The cross beam-column joint finite element numerical calculation result schematic diagram of the friction horizontal connecting plate provided by the embodiment of the present application is shown in the figure.

[0046] Wherein, the friction horizontal connecting plate 100, 1-saw tooth pad, 11-left horizontal saw tooth pad, 12-right horizontal saw tooth pad, 2-round hole cantilever plate, 3-slotted hole cantilever plate, 4-sliding pad, 5-high-strength bolt, 101-floor beam, 102-ceiling beam, 103-upper module frame column, 104-lower module frame column, 105-traditional integral horizontal connecting plate. DETAILED DESCRIPTION

[0047] In order to make the purpose, technical scheme and advantages of the embodiments of the present application clearer, the technical scheme in the embodiments of the present application will be described clearly and completely below in conjunction with the drawings in 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 embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor are within the protection scope of the present application.

[0048] In the description of the present application, it should be noted that the orientation or positional relationship indicated by the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer" and the like is based on the orientation or positional relationship shown in the drawings, and is only for the convenience of describing the present application and simplifying the description, and therefore cannot be understood as indicating or implying that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the present application.

[0049] Embodiment 1

[0050] Figure 4 The structure schematic diagram of the modular steel structure building friction horizontal connecting plate provided by the present embodiment is shown, Figure 5 The explosion view of the friction horizontal connecting plate. The friction horizontal connecting plate 100 includes a saw tooth pad 1, a round hole cantilever plate 2, a slotted hole cantilever plate 3, a sliding pad 4 and a high-strength bolt 5.

[0051] The saw tooth pad 1 includes a left horizontal saw tooth pad 11 and a right horizontal saw tooth pad 12, and the left horizontal saw tooth pad 11 and the right horizontal saw tooth pad 12 can be matched with each other through the saw teeth.

[0052] The round hole cantilever plate 2 has two blocks, which are symmetrically arranged on both sides of the left horizontal saw tooth pad 11 and located at the edge of one side of the saw teeth of the left horizontal saw tooth pad 11; the slotted hole cantilever plate 3 has two blocks, which are symmetrically arranged on both sides of the right horizontal saw tooth pad 12 and located at the edge of one side of the saw teeth of the right horizontal saw tooth pad 12.

[0053] The sliding pad 4 has a through hole with an internal thread. High-strength bolts 5 are used to connect the round hole cantilever plates 2 and the slotted cantilever plates 3 by passing through the round hole on the round hole cantilever plate 2, the slot on the slotted cantilever plate 3, and the through hole on the sliding pad 4 and tightening them.

[0054] Take the length of the friction horizontal connecting plate Equal to the distance between the outer edges of the adjacent module frame columns; the width of the friction horizontal connecting plate. b Equal to the cross-sectional dimension of the module frame column perpendicular to the connection direction; the thickness of the sawtooth pad 1. d It is not less than twice the maximum slip deformation generated by the left horizontal sawtooth pad 11 and the right horizontal sawtooth pad 12 under rare earthquake action.

[0055] The relative slip deformation of the left horizontal sawtooth pad 11 and the right horizontal sawtooth pad 12 under seismic loading can be determined by the following formula:

[0056]

[0057] In the formula, s The sliding deformation of the left horizontal sawtooth pad 11 and the right horizontal sawtooth pad 12 is shown. It is the distance between the centerlines of adjacent modular frame columns in the horizontal direction, perpendicular to the connection direction. α This refers to the inter-layer displacement angle of the module frame. The thickness of the sawtooth pad 1 is determined. d , α The maximum value can be taken as the limit value of the elastoplastic inter-story drift angle of the modular steel structure under rare earthquakes.

[0058] In this embodiment, the left horizontal serrated pad 11 and the right horizontal serrated pad 12 can be obtained from a rectangular plate by wire cutting. The wire cutting path is a predetermined serrated shape, so that after the two horizontal pads are separated, they can be reassembled into a whole plate, and the in-plane force is transmitted through the interlocking force of the serrations. The serrations of the left horizontal serrated pad 11 and the right horizontal serrated pad 12 are lubricated to ensure that the mutual misalignment between the serrated pads is not hindered.

[0059] To facilitate the installation of the round hole cantilever plate 2 and the slotted hole cantilever plate 3, different treatments can be applied to the surfaces of the left horizontal serrated pad 11 and the right horizontal serrated pad 12, depending on the different vertical connection methods between modules. In this embodiment, the vertical connection between modules is achieved using a tie rod connection, therefore, the serrated pad 1 is perforated.

[0060] like Figure 4As shown, the circular hole cantilever plate 2 has two pieces, each of which is provided with two circular holes in advance, and the two circular hole cantilever plates 2 are respectively welded on the upper and lower sides of the left horizontal sawtooth gusset plate 11. The slot hole cantilever plate 3 has two pieces, each of which is provided with two vertical slot holes in advance, and the two slot hole cantilever plates 3 are respectively welded on the upper and lower sides of the right horizontal sawtooth gusset plate 12. The interface of the circular hole cantilever plate 2 and the slot hole cantilever plate 3 coincides with the interface of the left horizontal sawtooth gusset plate 11 and the right horizontal sawtooth gusset plate 12, so as to ensure that the mutual displacement of the left horizontal sawtooth gusset plate 11 and the right horizontal sawtooth gusset plate 12 in the out-of-plane direction is not hindered.

[0061] As shown in Figure 5 , four high-strength bolts 5 are used to sequentially pass through the circular hole cantilever plate 2, the slot hole cantilever plate 3, and the four internally threaded sliding gusset plates 4 and apply a pre-tightening force, thereby completing the assembly of the frictional horizontal connecting plate.

[0062] In this embodiment, the surface of the sliding gusset plate 4 at the interface with the slot hole cantilever plate 3 is provided with butyl rubber or other low-friction materials, which can release the out-of-plane constraint of the frictional horizontal connecting plate and ensure that the left horizontal sawtooth gusset plate 11 and the right horizontal sawtooth gusset plate 12 can produce relative sliding deformation under a certain out-of-plane shear force.

[0063] In this embodiment, the length of the screw rod of the high-strength bolt 5 is not greater than the sum of the thicknesses of the circular hole cantilever plate 2, the slot hole cantilever plate 3, and the sliding gusset plate 4.

[0064] The thicknesses of the circular hole cantilever plate 2, the slot hole cantilever plate 3, and the sliding gusset plate 4 are controlled to avoid the frictional horizontal connecting plate having a high demand for the spacing between the module frame columns, which leads to an excessively large spacing between the horizontal modules. Preferably, the sum of the thicknesses of the circular hole cantilever plate 2, the slot hole cantilever plate 3, the sliding gusset plate 4, and the bolt head of the high-strength bolt is less than the column spacing of the adjacent horizontal module frame columns minus 8 to 10 mm, so as to ensure that there is at least a 4 to 5 mm gap on the single-side column, and to avoid collision between the high-strength bolt head or the sliding gusset plate and the column wall during sliding deformation.

[0065] In this embodiment, a gap is left between the bolt head of the high-strength bolt 5 and the module frame column and between the sliding gusset plate and the module column, so as to ensure that the frictional horizontal connecting plate does not collide or is not extruded with the module frame column under the action of the horizontal force (the node deformation mode is as shown in Figure 6 ).

[0066] Embodiment 2

[0067] The embodiment discloses a construction method of a frictional horizontal connecting plate of a modular steel structure building.

[0068] The construction method of the frictional horizontal connecting plate comprises the following steps:

[0069] Step 1: linear cutting of the rectangular plate in the factory to obtain the left horizontal serrated gusset 11 and the right horizontal serrated gusset 12, and lubrication treatment of the serrations of the left horizontal serrated gusset 11 and the right horizontal serrated gusset 12;

[0070] Step 2: beveling of one end of the round-hole cantilever plate 2 and the slotted-hole cantilever plate 3 which have been subjected to the hole opening treatment, and welding of the round-hole cantilever plate 2 and the slotted-hole cantilever plate 3 on the left horizontal serrated gusset 11 and the right horizontal serrated gusset 12 respectively by using butt welds, the positions of the round-hole cantilever plate 2 and the slotted-hole cantilever plate 3 should ensure that the mutual displacement of the left horizontal serrated gusset 11 and the right horizontal serrated gusset 12 in the out-of-plane direction is not hindered;

[0071] Step 3: connection of the round-hole cantilever plate 2 and the slotted-hole cantilever plate 3 by using high-strength bolts 5 and the slippage gusset 4 with internal threads, and application of bolt pretightening force to the preset value, to complete the prefabrication of the frictional horizontal connecting plate in the factory;

[0072] Step 4: transportation of the frictional horizontal connecting plate to the construction site of the modular steel structure building, fixation of the frictional horizontal connecting plate to the top of the two adjacent module frame columns in the horizontal direction after the lower module installation is completed, and the position of the frictional horizontal connecting plate should satisfy that the interface of the round-hole cantilever plate 2 and the slotted-hole cantilever plate 3 is located at the center of the spacing between the two module columns, and hoisting of the upper module can be carried out after the installation is completed.

[0073] The position of the frictional horizontal connecting plate satisfies that the interface of the round-hole cantilever plate 2 and the slotted-hole cantilever plate 3 is located at the center of the spacing between the two module columns, so that the out-of-plane shear force can be controlled at the center, and when the bending moment caused by the shear force is transmitted to the two adjacent module frame columns, the bending moment values are equal, which is convenient for design, and also facilitates the design of the connecting plate.

[0074] Example 3

[0075] In order to further show the beneficial effects and feasibility of the present application, the present embodiment is based on Figure 6 The cross-shaped node containing the frictional horizontal connecting plate is subjected to finite element numerical modeling analysis.

[0076] The finite element numerical modeling analysis of the cross-shaped beam-column joint containing the frictional horizontal connecting plate also needs to select the vertical connection mode between the modules, adopt an existing pull rod connection (the pull rod connection mode is disclosed in the Chinese patent with the application number 202210895912.4, which will not be described here), and the vertical connection is not treated with glue. In order to highlight the advantages of the frictional horizontal connecting plate proposed by the present application, a finite element model of a cross-shaped beam-column joint containing a traditional integral horizontal plate is also established as a comparison. The two groups of models are consistent in size except for the different types of horizontal connections. The beam, column and other components. The node is taken from a 5-story 3-span modular steel structure building, the steel structure module has an outer contour height of 3m, a longitudinal outer contour length of 6m, and a transverse outer contour width of 3m, and the beam and column boundary points of the node model are the midpoints of the beam and column of each module unit. The cross-sectional size of the module column is ; the floor beam and the ceiling beam adopt hot-rolled H-shaped steel, the cross-sectional size is , the pull rod is a 10.9-grade high-strength steel rod, and the rest of the steel is Q355 steel. In the vertical connection of the node, the pre-tightening force of the pull rod is 300kN.

[0077] The general finite element software ABAQUS is used to respectively monotonic load the finite element model of the cross-shaped beam-column joint containing the frictional horizontal connecting plate proposed by the present application and the finite element model of the cross-shaped beam-column joint containing the traditional integral horizontal connecting plate 105, and the load is to the interlayer displacement angle of 4%. The three-dimensional solid element C3D8R is used for modeling, all steel materials are ideal elastic-plastic models, the elastic modulus of steel is 206GPa, and the Poisson's ratio is 0.28.

[0078] Figure 7 The deformation of the finite element model of the cross-shaped beam-column joint containing the traditional integral horizontal connecting plate 105 when the load is to the interlayer displacement angle of 4% is given, and the results show that the vertical connection of the beam-column joint using the traditional integral horizontal connecting plate 105 is affected by the horizontal connection, resulting in slip deformation and relative angle between the upper module frame column 103 and the lower module frame column 104, which indicates that the shear stiffness of the structure has changed suddenly, the bending stiffness becomes semi-rigid, and the traditional integral horizontal connecting plate 105 has a very adverse effect on the vertical connection between the modules. In addition, the traditional integral horizontal plate also produces obvious shear deformation and yield.

[0079] Figure 8The deformation of the finite element model of the cross-shaped beam-column joint containing the frictional horizontal connecting plate 100 when loaded to an interlayer displacement angle of 4% is shown in the results, which shows that the upper module frame column 103 and the lower module frame column 104 do not have relative slip and relative rotation, and the frictional horizontal connecting plate generates relative slip. It is shown that the frictional horizontal connecting plate decouples the interaction between the horizontal connection and the vertical connection through the relative slip deformation between the sawtooth gaskets, avoids the generation of the horizontal connection yield phenomenon, and verifies the effectiveness of the frictional horizontal connecting plate proposed in the application.

[0080] The above description of disclosed embodiments enables one of ordinary skill in the art to make or use the application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein can be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. A modular steel construction building frictional horizontal connection plate characterized in that, The application relates to a friction horizontal connecting plate for connecting horizontal module units, which comprises sawtooth base plates (1), round-hole cantilever plates (2), slot-hole cantilever plates (3), sliding base plates (4) and high-strength bolts (5). The sawtooth base plates (1) comprise left horizontal sawtooth base plates (11) and right horizontal sawtooth base plates (12), the left horizontal sawtooth base plates (11) and the right horizontal sawtooth base plates (12) are matched with each other through sawteeth to transmit in-plane force through sawtooth engagement force. The round-hole cantilever plates (2) are arranged symmetrically on the two sides of the left horizontal sawtooth base plates (11), and each round-hole cantilever plate (2) is provided with a round hole. The slot-hole cantilever plates (3) are arranged symmetrically on the two sides of the right horizontal sawtooth base plates (12), and each slot-hole cantilever plate (3) is provided with a vertical slot hole. The sliding base plates (4) are provided with through holes, and the through holes are internally threaded. The round-hole cantilever plates (2), the slot-hole cantilever plates (3) and the sliding base plates (4) are connected through the high-strength bolts (5) matched with the round holes, the slot holes and the through holes. Length of the frictional horizontal connection plate Not less than the distance between the outer column wall edges of the horizontally adjacent module frame columns; Width of the frictional horizontal connection plate b Not less than the cross-sectional dimension of the module frame column perpendicular to the connection direction; Thickness of the zigzag base plate (1) d Not less than twice the maximum dislocation slip deformation of the left horizontal zigzag base plate (11) and the right horizontal zigzag base plate (12) under the rarely-encountered earthquake action; Under the action of an earthquake, the dislocation and sliding deformation of the left horizontal sawtooth base plates (11) and the right horizontal sawtooth base plates (12) is determined according to the following formula: In the formula, s is the displacement and deformation amount of the left horizontal serrated base plate (11) and the right horizontal serrated base plate (12), is the distance between the midlines of the adjacent module frame columns perpendicular to the connection direction, α is the inter-story drift angle of the module frame.

2. A modular steel construction building frictional horizontal connector plate according to claim 1, characterized in that, The left horizontal sawtooth base plates (11) and the right horizontal sawtooth base plates (12) are obtained by linear cutting on a plate, and the cutting path is a pre-determined sawtooth shape, so that after the two horizontal base plates are separated, the two horizontal base plates can be assembled into an integral plate again, and in-plane force is transmitted through sawtooth engagement force.

3. A modular steel construction building frictional horizontal connector plate according to claim 1, characterized in that, The sawteeth between the left horizontal sawtooth base plates (11) and the right horizontal sawtooth base plates (12) are lubricated.

4. A modular steel construction building frictional horizontal connector plate according to claim 1, characterized in that, The joint surface of the round-hole cantilever plates (2) and the slot-hole cantilever plates (3) coincides with the joint surface of the left horizontal sawtooth base plates (11) and the right horizontal sawtooth base plates (12).

5. A modular steel construction building frictional horizontal connector plate according to claim 1, characterized in that, Low-friction material is arranged on the surface of the sliding base plates (4) at the joint surface of the sliding base plates (4) and the slot-hole cantilever plates (3).

6. A modular steel construction building frictional horizontal connector plate according to any one of claims 1-5, characterized in that, The length of the screw rod of the high-strength bolts (5) is not greater than the sum of the thicknesses of the round-hole cantilever plates (2), the slot-hole cantilever plates (3) and the sliding base plates (4).

7. A method of constructing a frictional horizontal connection plate of a modular steel structure building according to any one of claims 1 to 6, comprising factory pre-fabrication and field construction of the frictional horizontal connection plate, characterized in that, The construction steps are as follows: Step 1: linear cutting is performed on a plate in a factory to obtain the left horizontal sawtooth base plates (11) and the right horizontal sawtooth base plates (12), and the sawteeth on the left horizontal sawtooth base plates (11) and the right horizontal sawtooth base plates (12) are lubricated; Step 2: the round-hole cantilever plates (2) and the slot-hole cantilever plates (3) are respectively welded on the left horizontal sawtooth base plates (11) and the right horizontal sawtooth base plates (12), and the left horizontal sawtooth base plates (11) and the right horizontal sawtooth base plates (12) are assembled; Step 3: the round-hole cantilever plates (2) and the slot-hole cantilever plates (3) are connected through the high-strength bolts (5) and the sliding base plates (4), and the friction horizontal connecting plate is prefabricated in the factory; Step 4: the friction horizontal connecting plate is transported to the construction site of the modular steel structure building, and after the lower module is installed, the friction horizontal connecting plate is fixed on the top of two horizontally-adjacent module frame columns, and after installation, the upper module can be hoisted.

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