Modularized reinforced concrete composite structure energy dissipation and shock absorption node and installation method thereof

Abstract

The invention relates to the technical field of building structures, in particular to a modular steel-concrete composite structure energy dissipation and shock absorption joint and a mounting method thereof. Comprising a steel-concrete combined column, a groove-shaped steel beam, a core area connecting piece used for connecting two groups of square steel pipe columns, and a damper used for transmitting horizontal and vertical loads, and the energy consumption connecting piece is used for connecting the square steel pipe column and the channel steel, transmitting the horizontal load and connecting the bolt group. According to the invention, on-site welding is avoided, construction procedures and time are reduced, construction efficiency is improved, anti-seismic performance of the structure is enhanced, and connection strength and overall rigidity of the joint are enhanced.

Description

Technical Field

[0001] The invention relates to the technical field of building structures, and in particular to a modular steel-concrete composite structure energy dissipation and shock absorption node and an installation method thereof. Background Art

[0002] Modular buildings have the advantages of fast construction speed, good engineering quality, less labor consumption, energy saving and environmental protection. The connection node between modules is the force transmission hub of modular buildings, and plays an important role in the stability and seismic performance of the overall structure of modular steel buildings. At present, modular buildings are limited to areas with low seismic fortification and medium and low-rise buildings, mainly because of the lack of module connection nodes with good seismic performance. The existing connection methods between modules are mainly welding connection, prestressed connection, self-locking connection and bolt connection. Welding connection needs to be welded on site, which requires a certain operating space and conditions. At the same time, welding has problems such as material degradation in the heat-affected zone, residual stress concentration and irreparable damage, and the welding quality is difficult to guarantee. Prestressed connection does not require on-site welding, but prestressing needs to be applied during construction, and the construction process is complicated. In addition, if the prestressed connection is not sufficiently prestressed, its bearing capacity is low, and long-term prestressing loss is prone to node relaxation. Self-locking connection is convenient to construct and has low construction space requirements, which meets the requirements of full assembly modularization. However, the connection components of self-locking connection are complex in structure, high in processing accuracy, low in shear bearing capacity and lack of ductility guarantee. In addition, there are certain requirements for installation accuracy during the installation process.

[0003] Compared with welding and prestressed connections, bolted connections are more convenient to install. They do not require complex on-site pre-tensioning or welding operations, are easy to disassemble and repair, have controllable quality, and have high seismic resistance, making them more suitable for building industrialization. However, most existing bolted connection nodes are designed with pure steel structures, and installation holes need to be opened on steel pipe columns, which will reduce the strength and bearing capacity of the nodes, resulting in weak overall lateral stiffness of the modules and a single energy consumption mechanism. At present, modular structures are mainly modular steel structure systems, which have insufficient bending stiffness and lack of concrete coordination, making it difficult to meet the needs of high-rise and super-high-rise building structural systems in earthquake zones. In addition, the existing nodes between modules lack replaceable energy dissipation elements, and the damage under earthquake action is concentrated on the module body, which not only affects the efficiency of post-earthquake repair, but also causes insufficient module reuse rate. And it is difficult to apply to corner columns, side columns, and middle columns at the same time. The overall lateral stiffness of the structural system is weak, the energy dissipation and shock absorption function is missing, and the recoverable performance is insufficient, which seriously restricts the development of modular buildings towards high-rise and high-intensity areas. Therefore, the development of a new modular steel-concrete composite structural system with replaceability and high performance has become an inevitable trend of development. Summary of the invention

[0004] The purpose of the present invention is to solve the problems existing in the prior art and to provide a modular steel-concrete composite structure energy dissipation and shock absorption node and an installation method thereof, which avoids on-site welding, reduces construction procedures and time, improves construction efficiency, enhances the seismic performance of the structure, and enhances the connection strength and overall stiffness of the node.

[0005] The present invention provides a modular steel-concrete composite structure energy dissipation and shock absorption node, comprising:

[0006] Steel-concrete composite columns, including two sets of square steel tube columns and UHPC, with UHPC post-cast inside the square steel tube columns;

[0007] A channel steel beam comprises a channel steel, an L-shaped plate and a beam end connecting plate, one side of the L-shaped plate is welded to the end edge of the channel steel, the beam end connecting plate is welded to the other side of the L-shaped plate, and the channel steel is connected to the side wall of the square steel pipe column through the L-shaped plate and the beam end connecting plate;

[0008] The core area connector is used to connect two sets of square steel pipe columns, including a horizontal connecting plate, two square limiting angle steels and four inner sleeves. The horizontal connecting plate is horizontally arranged, and the square limiting angle steels are vertically fixed to the upper and lower surfaces of the horizontal connecting plate. The four inner sleeves are evenly arranged and placed in the inner space of the square limiting angle steels. The axis of each inner sleeve is parallel to the central axis of the square limiting angle steel, and the geometric center of the square surrounded by the four inner sleeves coincides with the geometric center of the square limiting angle steel. The inner sleeve is arranged through the horizontal connecting plate, and the horizontal connecting plate divides the inner sleeve into two symmetrical parts along the length direction;

[0009] The damper is detachably mounted in the geometrically limited cavity surrounded by the L-shaped plate to transfer horizontal and vertical loads;

[0010] The energy dissipation connector is detachably installed between the square steel pipe column and the channel steel, and is used to connect the square steel pipe column and the channel steel and transfer horizontal loads;

[0011] The connecting bolt group includes one-way bolts, tension bolts and high-strength bolts. The one-way bolts are used to connect the limit angle steel with the square steel pipe column, and are also used to connect the square steel pipe column with the beam end connecting plate. The tension bolts and high-strength bolts are used to connect the energy-absorbing connector with the square steel pipe column and the channel steel. The high-strength bolts are also used to connect the damper with the L-shaped plate.

[0012] The horizontal connecting plate of the core area connecting piece is welded to the limiting angle steel, and the limiting angle steel is provided with a limiting groove for clamping the square steel pipe column.

[0013] The damper comprises an upper connecting plate and a lower connecting plate, a plurality of symmetrically distributed conical energy-absorbing rods are arranged between the upper and lower connecting plates to form a central energy-absorbing node, the wide ends of the conical energy-absorbing rods are respectively welded to the upper and lower connecting plates, and the upper and lower connecting plates are connected to the L-shaped plate by high-strength bolts.

[0014] The damper comprises an upper connecting plate and a lower connecting plate, a plurality of bending energy absorbing plates are arranged between the upper and lower connecting plates, diamond holes are opened on the bending energy absorbing plates, and the upper and lower connecting plates are connected to the L-shaped plate by high-strength bolts.

[0015] The beam end connection plate of the trough steel beam is arranged higher than the square steel pipe column and is used to form a limited fit with the horizontal connection plate of the core area connection piece.

[0016] The inner sleeve is provided with a plurality of shear keys, which are welded to the inner sleeve surface in a barb shape. First, the upper and lower steel pipe columns are connected to facilitate the flow of UHPC, so that the upper and lower module unit columns become a whole, and the overall connection performance between the upper and lower steel pipe columns is improved. Second, the shear resistance between the core area connector and UHPC is increased, and the integrity between the core area connector and each module unit is improved.

[0017] The energy dissipation connecting member comprises a vertical plate, an oblique energy dissipation plate and a horizontal plate, the vertical plate, the oblique energy dissipation plate and the horizontal plate are welded and connected in sequence, and a diamond-shaped opening array is provided on the oblique energy dissipation plate.

[0018] A method for installing a modular steel-concrete composite structure energy dissipation and shock absorption node comprises the following steps:

[0019] S1. Factory-prefabricated square steel pipe columns, channel steel beams, core area connectors, energy-absorbing connectors and dampers;

[0020] S2. Connect the square steel pipe column and the channel steel beam through two rows of bolts in the middle;

[0021] S3. Fix the lower square steel pipe column on site, limit it through the core area connector, and connect it with one-way bolts;

[0022] S4. Install the upper square steel pipe column, connect it to the core area connector through one-way bolts, and insert the limiting angle steel;

[0023] S5. Install energy-absorbing connectors and dampers by tension bolts and high-strength bolts;

[0024] S6. Pour UHPC on the top of the square steel pipe column to form an integral structure.

[0025] As described above, in step S6, UHPC is poured into the upper and lower square steel pipe columns at one time to ensure the integrity of the upper and lower steel pipe columns.

[0026] Compared with the prior art, the present invention has the following beneficial effects:

[0027] Through the modular design of square steel pipe columns, channel steel beams and core area connectors, factory prefabrication and on-site rapid assembly are achieved, welding procedures are reduced, and construction errors are reduced; the combined connection technology of one-way bolts, tension bolts and high-strength bolts is adopted to achieve non-welding installation of nodes, shorten the construction period, and avoid material performance degradation caused by welding heat affected zones; the energy-absorbing connectors between square steel pipe columns and channel steels achieve the performance goals of directional energy dissipation and outward movement of plastic hinges through the plastic deformation of preset weak sections; the damper in the L-shaped plate cavity achieves diversified energy consumption through the synergistic effect of material shear deformation and metal yield; the constraint system composed of the inner sleeve and the square limit angle steel improves the shear stiffness of the node area, and realizes stress diffusion through the uniform distribution design of the inner sleeve, reducing the local stress concentration factor; the post-cast UHPC filled square steel pipe columns utilize the steel-concrete composite effect to increase the axial compressive bearing capacity of the column and the bending stiffness. The square limit angle steel and inner sleeve of the core area connector form a three-dimensional constraint grid to ensure the coordinated transmission of axial force, bending moment and shear force; the L-shaped plate of the channel steel beam and the beam end connecting plate constitute a rigid force transmission boundary, which improves the node rotation stiffness; the damper and energy-absorbing connector are connected with high-strength bolts to support rapid replacement and performance reset, shortening the post-disaster repair time. BRIEF DESCRIPTION OF THE DRAWINGS

[0028] Figure 1 This is a schematic diagram of the explosion structure of Example 1 of the present invention;

[0029] Figure 2 It is a schematic diagram of the top view of the structure of Embodiment 1 of the present invention;

[0030] Figure 3 is a schematic diagram of the three-dimensional structure of the damper in Example 1 of the present invention;

[0031] Figure 4 It is a schematic diagram of the three-dimensional structure of the energy dissipation connector in Example 1 of the present invention;

[0032] Figure 5 This is a schematic diagram of step 2 of the installation method of the present invention;

[0033] Figure 6 This is a schematic diagram of step 3 of the installation method of the present invention;

[0034] Figure 7 This is a schematic diagram of step 3 of the installation method of the present invention;

[0035] Figure 8 This is a schematic diagram of step 4 of the installation method of the present invention;

[0036] Fig. 9 This is a schematic diagram of step 5 of the installation method of the present invention;

[0037] Fig.10 is a schematic diagram of the three-dimensional structure of the damper in Example 2 of the present invention;

[0038] Fig.11 is a schematic diagram of the three-dimensional structure of the damper in Example 3 of the present invention;

[0039] Fig.12 Schematic diagram of the three-dimensional structure of the edge space node in Embodiment 4 of the present invention;

[0040] Fig.13 This is a schematic diagram of the three-dimensional structure of the corner space node in Example 5 of the present invention.

[0041] In the figure: 1. square steel column; 2. channel steel; 3. L-shaped plate; 4. beam end connecting plate; 5. one-way bolt; 6. tension bolt; 7. high-strength bolt; 8. damper; 801. conical energy absorption rod; 802. lower connecting plate; 803. upper connecting plate; 804. bent energy absorption plate; 805. damping element; 9. energy absorption connector; 901. horizontal plate; 902. oblique energy absorption plate; 903. vertical plate; 10. horizontal connecting plate; 11. limit angle steel; 12. shear key; 13. inner sleeve; 14. UHPC. DETAILED DESCRIPTION

[0042] The present invention will be further described below in conjunction with embodiments:

[0043] Example 1

[0044] like Figure 1-Figure 4 As shown, the present invention discloses a new modular steel-concrete composite structure energy dissipation and shock absorption node with full bolt connection, comprising:

[0045] Steel-concrete composite columns include two sets of square steel tube columns 1 and UHPC14, with UHPC14 post-cast inside the square steel tube columns 1;

[0046] The channel steel beam comprises a channel steel 2, an L-shaped plate 3 and a beam end connecting plate 4. One side of the L-shaped plate 3 is welded to the end edge of the channel steel 2, and the beam end connecting plate 4 is welded to the other side of the L-shaped plate 3. The channel steel 2 is connected to the side wall of the square steel pipe column 1 through the L-shaped plate 3 and the beam end connecting plate 4. The beam end connecting plate 4 of the channel steel beam is arranged higher than the square steel pipe column 1, and is used to form a limiting fit with the horizontal connecting plate 10 of the core area connecting piece to prevent the square steel pipe column 1 from horizontal displacement.

[0047] The core area connector is used to connect two groups of square steel pipe columns 1, including a horizontal connecting plate 10, two square limit angles 11 and four inner sleeves 13. A plurality of shear keys 12 are arranged on the inner sleeve 13. The shear keys 12 are welded to the surface of the inner sleeve 13 in a barb shape. The shear keys 12 are rectangular or T-shaped and are evenly distributed along the circumference of the inner sleeve 13. The horizontal connecting plate 10 is arranged horizontally, and the square limiting angle steel 11 is vertically fixed to the upper and lower surfaces of the horizontal connecting plate 10. The four inner sleeves 13 are arranged in a uniform manner and placed in the internal space of the square limiting angle steel 11. The axis of each inner sleeve 13 is parallel to the central axis of the square limiting angle steel 11, and the geometric center of the square surrounded by the four inner sleeves 13 coincides with the geometric center of the square limiting angle steel 11. The inner sleeve 13 is arranged through the horizontal connecting plate 10, and the horizontal connecting plate 10 divides the inner sleeve 13 into two symmetrical parts along the length direction; the horizontal connecting plate 10 of the core area connector is welded to the limiting angle steel 11, and the limiting angle steel 11 is provided with a limiting groove for clamping the square steel pipe column 1. The horizontal connecting plate 10 can effectively ensure the horizontal displacement between the module units and play a limiting function. The limiting angle steel 11 can effectively ensure the horizontal and vertical connection between the module units on the one hand, and facilitate the installation of the square steel pipe column 1 on the other hand, and play a limiting role. In addition, it helps to improve the overall connection stiffness of the core area of ​​the node.

[0048] The damper 8 is detachably mounted in the geometric limiting cavity surrounded by the L-shaped plate 3 for transmitting horizontal and vertical loads; the damper 8 includes an upper connecting plate 803 and a lower connecting plate 802, and a plurality of symmetrically distributed conical energy dissipation rods 801 are arranged between the upper and lower connecting plates 802, such as Figure 3 As shown, a central energy dissipation node is formed, and the wide ends of the conical energy dissipation rod 801 are respectively welded to the upper and lower connecting plates 802, and the upper and lower connecting plates 802 are connected to the L-shaped plate 3 through high-strength bolts 7.

[0049] The energy dissipation connector 9 is detachably installed between the square steel pipe column 1 and the channel steel 2, and is used to connect the square steel pipe column 1 and the channel steel 2, and transfer the horizontal load; the energy dissipation connector 9 includes a vertical plate 903, an oblique energy dissipation plate 902 and a horizontal plate 901, and the vertical plate 903, the oblique energy dissipation plate 902 and the horizontal plate 901 are welded and connected in sequence, and a diamond-shaped opening array is provided on the oblique energy dissipation plate 902, such as Figure 4 shown.

[0050] The connecting bolt group includes a one-way bolt 5, a tension bolt 6 and a high-strength bolt 7. The one-way bolt 5 is used to connect the limit angle steel 11 to the square steel pipe column 1, and is also used to connect the square steel pipe column 1 to the beam end connecting plate 4. The tension bolt 6 and the high-strength bolt 7 are used to connect the energy-absorbing connector 9 to the square steel pipe column 1 and the channel steel 2. The high-strength bolt 7 is also used to connect the damper 8 to the L-shaped plate 3.

[0051] A method for installing a modular steel-concrete composite structure energy dissipation and shock absorption node, such as Figure 5-Figure 9 , including the following steps:

[0052] S1. Factory prefabricated square steel pipe column 1, channel steel beam, core area connector, energy dissipation connector 9 and damper 8;

[0053] S2. Connect the square steel column 1 to the channel steel beam through two rows of bolts in the middle;

[0054] S3. The four lower square steel columns 1 are fixed on site, limited by the core area connector, and connected with one-way bolts 5;

[0055] S4. Install the upper four square steel columns 1, connect them to the core area connector through the one-way bolt 5, and insert the limiting angle steel 11;

[0056] S5. Install the energy dissipation connector 9 and the damper 8 by tension bolts 6 and high-strength bolts 7;

[0057] S6. Cast UHPC14 on the top of the square steel pipe column 1 to form an integral structure.

[0058] In step S3, a temporary support frame is used to fix the lower square steel pipe column 1 to ensure that the verticality error is less than 3 mm.

[0059] In step S6, UHPC 14 is poured into the upper and lower square steel pipe columns 1 at one time to ensure the integrity of the upper and lower steel pipe columns.

[0060] Example 2

[0061] The difference from Example 1 is that the damper 8 includes an upper connecting plate 803 and a lower connecting plate 802, a plurality of bent energy absorbing plates 804 are arranged between the upper and lower connecting plates 802, a diamond-shaped hole is opened on the bent energy absorbing plate 804, and the upper and lower connecting plates 802 are connected to the L-shaped plate 3 by high-strength bolts 7, such as Fig.10 shown.

[0062] The diamond holes on the bending energy dissipation plate 804 can precisely control the bending position and deformation path of the plate through the geometric weakening effect. When subjected to stress, stress concentration areas are formed at the edges of the holes, which preferentially induce plastic hinges. The multi-directional symmetry of the diamond holes disperses the energy absorption area to avoid local premature fracture.

[0063] Example 3

[0064] The difference from the embodiment 1 is that the damper 8 comprises an upper connecting plate 803 and a lower connecting plate 802, and a plurality of damping elements 805 are arranged between the upper and lower connecting plates 802, and the damping elements 805 are arranged in an I-shaped manner, such as Fig.11 shown.

[0065] The design of the I-shaped structure enables the damping element 805 to better disperse and transfer stress when subjected to force, reduce stress concentration, and thus optimize the mechanical properties of the damper 8 .

[0066] Example 4

[0067] The difference from Example 1 is that, for the edge space node, the number of the upper and lower square steel pipe columns 1 is two respectively, and the number of the inner sleeves 13 is two. Fig.12 shown.

[0068] Example 5

[0069] The difference from Example 1 is that, for the corner space node, the number of the upper and lower square steel pipe columns 1 is one, and the number of the inner sleeve 13 is one. Fig.13 shown.

[0070] The description of the direction and relative position relationship of the structure in the present invention, such as the description of front, back, left, right, up, and down, does not constitute a limitation of the present invention, but is only for the convenience of description.

Claims

1. A modular steel-concrete composite structure energy dissipation and shock absorption node, characterized in that: include: The steel-concrete composite column comprises two sets of square steel tube columns (1) and UHPC (14), wherein the UHPC (14) is post-cast inside the square steel tube columns (1); A channel steel beam comprises a channel steel (2), an L-shaped plate (3) and a beam end connecting plate (4), one side of the L-shaped plate (3) is welded to the end edge of the channel steel (2), the beam end connecting plate (4) is welded to the other side of the L-shaped plate (3), and the channel steel (2) is connected to the side wall of the square steel pipe column (1) through the L-shaped plate (3) and the beam end connecting plate (4); A core area connector, used for connecting two groups of square steel pipe columns (1), comprises a horizontal connecting plate (10), two square limiting angle steels (11) and four inner sleeves (13), wherein the horizontal connecting plate (10) is arranged horizontally, the square limiting angle steels (11) are vertically fixed to the upper and lower surfaces of the horizontal connecting plate (10), the four inner sleeves (13) are arranged in a uniform manner and placed in the inner space of the square limiting angle steels (11), the axis of each inner sleeve (13) is parallel to the central axis of the square limiting angle steel (11), and the geometric center of the square surrounded by the four inner sleeves (13) coincides with the geometric center of the square limiting angle steel (11), the inner sleeve (13) is arranged to pass through the horizontal connecting plate (10), and the horizontal connecting plate (10) divides the inner sleeve (13) into two symmetrical parts along the length direction; The damper (8) is detachably mounted in the geometrically limited cavity surrounded by the L-shaped plate (3) and is used to transfer horizontal and vertical loads; An energy dissipation connector (9) is detachably mounted between the square steel pipe column (1) and the channel steel (2) and is used to connect the square steel pipe column (1) and the channel steel (2) and transfer horizontal loads; The connecting bolt group comprises a one-way bolt (5), a tension bolt (6) and a high-strength bolt (7). The one-way bolt (5) is used to connect the limiting angle steel (11) to the square steel pipe column (1), and is also used to connect the square steel pipe column (1) to the beam end connecting plate (4). The tension bolt (6) and the high-strength bolt (7) are used to connect the energy-absorbing connecting piece (9) to the square steel pipe column (1) and the channel steel (2). The high-strength bolt (7) is also used to connect the damper (8) to the L-shaped plate (3).

2. The modular steel-concrete composite structure energy dissipation and shock absorption node according to claim 1 is characterized in that: The horizontal connecting plate (10) of the core area connecting piece is welded to the limiting angle steel (11), and the limiting angle steel (11) is provided with a limiting groove for clamping the square steel pipe column (1).

3. The modular steel-concrete composite structure energy dissipation and shock absorption node according to claim 2 is characterized in that: The damper (8) comprises an upper connecting plate (803) and a lower connecting plate (802). A plurality of symmetrically distributed conical energy-absorbing rods (801) are arranged between the upper and lower connecting plates (802) to form a central energy-absorbing node. The wide ends of the conical energy-absorbing rods (801) are respectively welded to the upper and lower connecting plates (802). The upper and lower connecting plates (802) are connected to the L-shaped plate (3) via high-strength bolts (7).

4. The fully bolted new modular steel-concrete composite structure energy dissipation and shock absorption node according to claim 2 is characterized in that: The damper (8) comprises an upper connecting plate (803) and a lower connecting plate (802). A plurality of bending energy absorbing plates (804) are arranged between the upper and lower connecting plates (802). Diamond-shaped holes are provided on the bending energy absorbing plates (804). The upper and lower connecting plates (802) are connected to the L-shaped plate (3) via high-strength bolts (7).

5. The fully bolted new modular steel-concrete composite structure energy dissipation and shock absorption node according to claim 2 is characterized in that: The damper (8) comprises an upper connecting plate (803) and a lower connecting plate (802), and a plurality of damping elements (805) are arranged between the upper connecting plate (803) and the lower connecting plate (802), and the damping elements (805) are arranged in an I-shape.

6. The modular steel-concrete composite structure energy dissipation and shock absorption node according to any one of claims 1 to 5, characterized in that: The beam end connection plate (4) of the channel steel beam is arranged higher than the square steel pipe column (1) and is used to form a limited fit with the horizontal connection plate (10) of the core area connection piece.

7. The modular steel-concrete composite structure energy dissipation and shock absorption node according to claim 6 is characterized in that: A plurality of anti-shear keys (12) are arranged on the inner sleeve (13), and the anti-shear keys (12) are welded to the surface of the inner sleeve (13) in a barb shape.

8. The modular steel-concrete composite structure energy dissipation and shock absorption node according to claim 7 is characterized in that: The energy dissipation connecting member (9) comprises a vertical plate (903), an oblique energy dissipation plate (902) and a horizontal plate (901); the vertical plate (903), the oblique energy dissipation plate (902) and the horizontal plate (901) are welded in sequence, and a diamond-shaped opening array is provided on the oblique energy dissipation plate (902).

9. A method for installing a modular steel-concrete composite structure energy dissipation and shock absorption node according to any one of claims 1 to 8, characterized in that: The following steps are involved: S1, factory-prefabricated square steel pipe columns (1), channel steel beams, core area connectors, energy dissipation connectors (9) and dampers (8); S2, connecting the square steel tube column (1) and the channel steel beam through two rows of bolts in the middle; S3, fix the lower square steel pipe column (1) on site, limit it through the core area connector, and connect it with a one-way bolt (5); S4, installing the upper square steel pipe column (1), connecting it to the core area connector through the one-way bolt (5), and clamping it into the limiting angle steel (11); S5. Install the energy-absorbing connector (9) and the damper (8) by means of the tension bolts (6) and the high-strength bolts (7); S6. Casting UHPC (14) on the top of the square steel pipe column (1) to form an integral structure.

10. The method for installing the modular steel-concrete composite structure energy dissipation and shock absorption node according to claim 9, characterized in that: In step S6, UHPC (14) is poured into the upper and lower square steel pipe columns (1) at one time.

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