A suspension structure hanger column connection joint

Abstract

This application discloses a suspended structure column connection node, which consists of an upper end plate, stiffening ribs, inner and outer steel sleeves, and a lower end plate, all welded together to form a single unit. This node is used to connect the floor steel beams of the suspended structure to the upper and lower suspended columns. The upper and lower suspended columns on both sides of the node are anchored at the node, and the floor steel beams can be directly connected to the node. One side of the node uses a single suspended column, while the other side can use multiple suspended columns as needed. Compared with existing technologies, this invention achieves the connection between a single suspended column on one side and multiple suspended columns on the other side at the node, solving the problem of the traditional single-path force transmission of suspended column nodes relying on pins. It has excellent applicability to suspended columns using high-strength steel tie rods, high-strength steel cables, and high-strength composite fiber materials. It has good application prospects and promotional value in buildings using suspended structure systems.

Description

Technical Field

[0001] This invention relates to the field of structural engineering technology in civil engineering, specifically to a suspended structure column connection node. Background Technology

[0002] A suspended structure is a special structural system in which a building block that is not grounded transfers its gravity load to the grounded main structure through suspended columns in a tension manner. Suspended columns are important vertical force-transferring components in suspended structures. While grounded vertical components are mainly subjected to compression and bending, suspended columns are mainly subjected to tension, thus avoiding stability issues and achieving higher cross-sectional utilization. Suspended columns using tie rods or cables can also be called suspension rods or cables; for convenience, this article will refer to them collectively as suspended columns.

[0003] With the development of suspended structures, their shapes have become increasingly complex, and the number of suspended layers has also increased, from 3-5 layers to 8-9 layers, and even reaching 13 or 16 layers. The increased vertical load on the suspended columns places higher demands on the design of their cross-sections and joints. Currently used connection joints are related to the cross-sectional form of the suspended columns, and the following problems exist:

[0004] For suspended columns using H-beams, square steel tubes, or round steel tubes, the connection node can be rigid, semi-rigid, or hinged. If a rigid connection is used, there will be a large bending moment at the connection with the top suspension truss, resulting in an excessively large column cross-section. If a semi-rigid connection is used, such as the connection between the web of the H-beam suspended column and the node plate pre-welded to the steel beam using high-strength bolts, the rotational stiffness of this node is difficult to accurately simulate in calculation software. If a pin-and-ear plate connection is used, only an ideal hinged connection can be achieved in one direction, while the other direction is a semi-rigid connection.

[0005] For suspended columns using high-strength steel tie rods or high-strength cables, a pin-and-ear plate connection is commonly used. However, when the axial force of the suspended column is high, both the pin and the ear plate become very large, resulting in poor indoor aesthetics. Furthermore, the axial force of the suspended column is borne by the shear strength of the pin, leading to indirect force transmission and low reliability of the connection. A threaded connection can also be used, where the support sleeve has internal threads that connect to the external threads of the steel tie rod sleeve. This connection method provides direct force transmission and an aesthetically pleasing joint, but its construction is slightly more complex and it is not suitable for suspended columns using cables or fiber composite materials.

[0006] Existing technologies cannot effectively solve the above problems. Summary of the Invention

[0007] This invention addresses the problems existing in the prior art by providing a suspended structure column connection node that enables the connection between a single suspended column on one side and multiple suspended columns on the other side at the node, thus solving the problems of indirect and unreliable force transmission in traditional suspended column nodes.

[0008] To solve the above-mentioned technical problems, the technical solution adopted by the present invention is as follows:

[0009] A suspended structure column connection node includes an upper end plate and a lower end plate arranged in parallel, and a sleeve is vertically connected between the upper end plate and the lower end plate. The sleeve is connected to both the upper end plate and the lower end plate.

[0010] The sleeve includes one inner sleeve and n outer sleeves, where n>1. The inner sleeve is located at the center of the upper end plate and the lower end plate, and the n outer sleeves are evenly arranged around the inner sleeve in the circumference.

[0011] The inner sleeve is equipped with a first hanging column. The lower end of the first hanging column is connected to the lower end plate through an anchor. The upper end of the first hanging column extends from the top of the inner sleeve. Each outer sleeve is equipped with a second hanging column. There are n second hanging columns in total. The upper end of each second hanging column is connected to the upper end plate through an anchor. The lower end of each second hanging column extends from the bottom of the inner sleeve.

[0012] Several stiffening ribs are also vertically arranged between the upper end plate and the lower end plate;

[0013] The bottom surface of the stiffening rib is connected to the upper end plate, the bottom surface is connected to the lower end plate, and the side wall is connected to the inner sleeve or outer sleeve. The stiffening rib is arranged along the horizontal center line and vertical center line of the upper end plate or lower end plate, and along the extension line of the line connecting the center points of the inner sleeve and the outer sleeve.

[0014] Both the first and second hanging columns are solid structures.

[0015] Preferably, the upper end plate, lower end plate, sleeve, and stiffening rib are made of steel; the connection between the upper end plate, lower end plate, sleeve, and stiffening rib is welding.

[0016] The materials of the first and second hanging columns are steel or composite fiber materials, including carbon fiber, glass fiber, basalt fiber or aramid fiber.

[0017] Preferably, the anchors are set according to the materials of the first and second suspensions, and the anchoring methods of the anchors include head anchoring, nut anchoring, friction anchoring, adhesive anchoring or composite anchoring.

[0018] As a preferred option, when either the first or second hanging column is made of high-strength steel wire, friction anchoring is adopted as the anchoring method.

[0019] When either the first or second hanging column is a high-strength steel tie rod, the anchoring method is nut anchoring;

[0020] When either the first or second hanging column is a high-strength steel cable, the anchoring method is pier head anchoring;

[0021] When either the first or second hanging column is made of high-strength composite fiber material, the anchoring method shall be adhesive anchoring or composite anchoring.

[0022] As a preferred option, when n=2;

[0023] The upper and lower end plates are rectangular, and the inner and outer sleeves are both round tubes. The outer sleeves are symmetrically arranged on the left and right sides of the inner sleeve. The stiffening ribs are arranged along the horizontal center line between the inner sleeve and the outer sleeve, and at the edge of the upper end plate from the outer sleeve. The stiffening ribs are arranged along the vertical center line between the inner sleeve and the edge of the upper end plate.

[0024] The thicknesses t1 and t2 of the upper and lower end plates are both not less than 30mm.

[0025] As a preferred option, when n=4;

[0026] The upper and lower end plates are circular, and both the inner and outer sleeves are circular tubes. The angle between the line connecting the center of the outer sleeve and the center of the inner sleeve is 90 degrees. The stiffening ribs are set along the extension of the line connecting the center points of the inner and outer sleeves between the inner and outer sleeves and at the edge of the upper end plate. The stiffening ribs are set along the horizontal center line between the inner sleeve and the edge of the upper end plate, and along the vertical center line between the inner sleeve and the edge of the upper end plate.

[0027] The thicknesses t1 and t2 of the upper and lower end plates are both not less than 40mm.

[0028] As a preferred option, when n=6;

[0029] The upper and lower end plates are circular, and both the inner and outer sleeves are circular tubes. The angle between the line connecting the center of the outer sleeve and the center of the inner sleeve is 60 degrees. The stiffening ribs are set along the extension of the line connecting the center points of the inner and outer sleeves between the inner and outer sleeves and at the edge of the upper end plate from the outer sleeve. The stiffening ribs are set along the vertical center line from the inner sleeve to the edge of the upper end plate.

[0030] The thicknesses t1 and t2 of the upper and lower end plates are both not less than 50mm.

[0031] As a preferred option, when n=8;

[0032] The upper and lower end plates are circular, and the inner and outer sleeves are both circular tubes. The angle between the line connecting the center of the outer sleeve and the center of the inner sleeve is 45 degrees. The stiffening ribs are set along the extension of the line connecting the center points of the inner and outer sleeves between the inner and outer sleeves and at the edge of the upper end plate from the outer sleeve.

[0033] The thicknesses t1 and t2 of the upper and lower end plates are both not less than 60mm.

[0034] As a preferred method, the height h and length D of the connecting node are calculated as follows:

[0035] h=T1 / (f v ×x×t3);

[0036] D = d1 + (2~3) × d2;

[0037] Among them, f v t3 is the shear strength of the steel, x is the number of second hanging columns, t3 is the thickness of the stiffening rib, T1 is the axial force of first hanging column, d1 is the diameter of the inner sleeve, and d2 is the diameter of the outer sleeve.

[0038] The thickness of the upper end plate is determined based on the axial force of the second hanging column; the thickness of the lower end plate is determined based on the axial force of the first hanging column; and the thickness of the stiffening rib plate is determined based on the axial force of the hanging columns on both sides of the stiffening rib plate.

[0039] Preferably, a connection joint is reserved at the connection between the upper or lower end plate and the steel beam, and the connection joint is integrally manufactured with the upper or lower end plate.

[0040] The present invention has the following beneficial effects:

[0041] 1. This invention achieves the conversion connection of different numbers of hanging columns at the node by anchoring a single hanging column on one side of the node and multiple hanging columns dispersed on the other side of the node. Moreover, the number of multiple hanging columns dispersed on one side can be determined according to the actual stress requirements and the requirements for the node size, which has good flexibility and applicability.

[0042] 2. This invention transmits the axial force of the upper and lower suspension columns through the intermediate stiffening rib plate of the node, solving the problem of indirect force transmission when the suspension column is connected by a pin and ear plate.

[0043] 3. The present invention provides a hanging column that is anchored to the upper and lower end plates by means of a pier-anchor type node. The anchoring end of the hanging column above the node is within the height range of the concrete floor slab and the building surface layer, and the anchoring end of the hanging column below the node is within the range of the building ceiling. This solves the problem that when the pin-shaft ear plate connection is used and the axial force of the hanging column is large, the anchoring node is exposed and the size is too large and not aesthetically pleasing.

[0044] 4. This invention can be used for situations where the hanging column is made of low-carbon steel, low-alloy high-strength steel, high-strength steel tie rod, high-strength steel cable and various high-strength composite fiber materials, and has wide applicability to hanging column materials;

[0045] 5. The present invention allows the hanging column to be directly anchored to the node end plate by passing through the steel sleeve, which simplifies construction. Attached Figure Description

[0046] Figure 1 These are plan and cross-sectional views of the 1-2 and 2-1 shaped nodes of the present invention.

[0047] Figure 2 These are three-dimensional model diagrams of the 1-2 and 2-1 shaped nodes and schematic diagrams of their constituent components according to the present invention.

[0048] Figure 3 These are plan and cross-sectional views of the 1-4 and 4-1 shaped nodes of the present invention.

[0049] Figure 4 These are three-dimensional model diagrams of the 1-4 and 4-1 shaped nodes and schematic diagrams of their constituent components according to the present invention.

[0050] Figure 5 These are plan and cross-sectional views of the 1-6 and 6-1 shaped nodes of the present invention.

[0051] Figure 6 These are three-dimensional model diagrams of the 1-6 and 6-1 shaped nodes and schematic diagrams of their constituent components according to the present invention.

[0052] Figure 7 These are plan and cross-sectional views of the 1-8 and 8-1 shaped nodes of the present invention.

[0053] Figure 8 These are three-dimensional model diagrams of the 1-8 and 8-1 shaped nodes and schematic diagrams of their constituent components according to the present invention.

[0054] Figure 9 This is a schematic diagram of the connection between the suspended column node and the floor steel beam of the present invention.

[0055] Figure 10 This is a schematic diagram showing the transition of the hanging column node of the present invention from top to bottom from a 1-8 shape to a 2-1 shape node.

[0056] Figure 11 These are the structural plan and elevation views of Embodiment 5 of the present invention.

[0057] Figure 12 This is a plan view of the hanging column node on the north and south facades of the 15th floor of Embodiment 5 of the present invention.

[0058] Figure 13 This is the nodal stress cloud diagram of Embodiment 5 of the present invention.

[0059] In the diagram: 1. Upper end plate; 2. Lower end plate; 3. Inner sleeve; 4. Outer sleeve; 5. Stiffening rib; 6. Hanging column one; 7. Anchor; 8. Middle column; 9. Side column 1; 10. Side column 2; 11. Corner column; 12. Cantilever steel truss; 13. Hanging column two. Detailed Implementation

[0060] The present invention will now be described in further detail with reference to the accompanying drawings and specific preferred embodiments.

[0061] In the description of this invention, it should be understood that the terms "left side," "right side," "upper part," "lower part," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. "First," "second," etc., do not indicate the importance of the components, and therefore should not be construed as a limitation of this invention. The specific dimensions used in this embodiment are only for illustrating the technical solution and do not limit the scope of protection of this invention.

[0062] like Figures 1-13 As shown, a suspended structure column connection node includes an upper end plate 1 and a lower end plate 2 arranged in parallel. The upper end plate 1 and the lower end plate 2 are symmetrically arranged. The upper end plate 1 or the lower end plate 2 is preferably a circular or rectangular flat plate structure. A sleeve is vertically connected between the upper end plate 1 and the lower end plate 2, and the sleeve is connected to both the upper end plate 1 and the lower end plate 2.

[0063] The sleeve includes one inner sleeve 3 and n outer sleeves 4, where n>1. The inner sleeve 3 is located at the center of the upper end plate 1 and the lower end plate 2, and the n outer sleeves 4 are evenly arranged around the inner sleeve 3.

[0064] The inner sleeve 3 is provided with a first hanging column 6. The lower end of the first hanging column 6 is connected to the lower end plate 2 through the anchor 7, and the upper end of the first hanging column 6 extends from the top of the inner sleeve 3. Each outer sleeve 4 is provided with a second hanging column 13. There are n second hanging columns 13 in total. The upper end of each second hanging column 13 is connected to the upper end plate 1 through the anchor 7, and the lower end of each second hanging column 13 extends from the bottom of the inner sleeve 3.

[0065] Several stiffening ribs 5 are also vertically arranged between the upper end plate 1 and the lower end plate 2.

[0066] The upper bottom surface of the stiffening rib 5 is connected to the upper end plate 1, the lower bottom surface is connected to the lower end plate 2, and the side wall is connected to the inner sleeve 3 or the outer sleeve 4. The shape is preferably rectangular. The number and position of the stiffening rib 5 are related to the number and distribution position of the outer sleeve 4. Specifically, the stiffening rib 5 is arranged along the horizontal center line and vertical center line of the upper end plate 1 or the lower end plate 2, and along the extension line of the line connecting the center points of the inner sleeve 3 and the outer sleeve 4.

[0067] In this application, taking the upper end plate 1 as an example, the intersection of the central axis of the inner sleeve 3 and the plane of the upper end plate 1 is center point one, and the intersection of the central axis of the outer sleeve 4 and the plane of the upper end plate 1 is center point two; the horizontal center line and the vertical center line are orthogonally arranged with center point one as the intersection point and extend to the outer edge of the upper end plate 1; the extension line is the line connecting center point one and center point two and extends to the outer edge of the upper end plate 1. The stiffening ribs 5 are orthogonally arranged along the horizontal center line and the vertical center line to facilitate welding with the cross steel beam and to facilitate direct force transmission.

[0068] The upper end plate 1, lower end plate 2, sleeve, and stiffening rib 5 are made of steel (carbon steel or alloy steel); the connection between the upper end plate 1, lower end plate 2, sleeve, and stiffening rib 5 is welding, preferably a bevel butt weld.

[0069] Specifically: Through holes are opened on the upper end plate 1 or the lower end plate 2, the number and position of which match the sleeve, and the through holes are connected to the inner cavity of the sleeve; the inner sleeve 3 or the outer sleeve 4 passes through the corresponding through holes on the upper end plate 1 and the lower end plate 2, and is welded to the upper end plate 1 and the lower end plate 2 respectively; the upper end of the stiffening rib plate 5 is welded to the upper end plate 1, the lower end is welded to the lower end plate 2, and the part connected to the inner and outer steel sleeves also needs to be welded.

[0070] The first and second hanging columns 6 and 13 are preferably solid columns. The materials of the first and second hanging columns 6 and 13 are steel (such as low alloy high strength steel) or high-strength composite fiber materials (such as carbon fiber, glass fiber, basalt fiber or aramid fiber). When these materials are used, the anchoring end nodes of the hanging columns need to be specially designed according to different materials to meet the requirements of node anchoring.

[0071] The anchoring methods are: mechanical anchoring, friction anchoring, and other anchoring methods. Mechanical anchoring includes two types: head anchoring and nut anchoring, which can be used for anchoring high-strength steel wires and high-strength steel tie rods. Friction anchoring includes steel conical anchors and wedge-type anchors, mainly used for anchoring high-strength steel wires. When the lifting column is a high-strength steel tie rod, nut anchoring can be used; when the lifting column is a high-strength steel cable, head anchoring can be used; when the lifting column is made of high-strength composite materials, adhesive or composite anchoring can be used. In this application, only anchor 7 is illustrated; in practical applications, the appropriate anchoring method can be selected according to the form of the lifting column.

[0072] In this application, the upper end plate 1 is the anchoring end face of the second hanging column 13, and needs to bear the local compressive stress at the anchoring end of the second hanging column 13. Its thickness needs to be determined based on the axial force of the second hanging column 13. The lower end plate 2 is the anchoring end face of the first hanging column 6, and needs to bear the local compressive stress at the anchoring end of the first hanging column 6. Its thickness needs to be determined based on the axial force of the first hanging column 6. The stiffening rib 5 needs to bear the axial force of the hanging columns on both sides of the node. Its thickness needs to be determined based on the axial force of the hanging columns on both sides of the stiffening rib 5.

[0073] like Figure 9 As shown, to facilitate the connection between the floor steel beams and the nodes, a connection joint can be pre-installed at the connection point with the steel beam on the upper end plate 1 or the lower end plate 2. This connection joint is fabricated together with the upper end plate 1 or the lower end plate 2 in the factory as a whole, facilitating on-site splicing and connection with the floor steel beams. The web of the steel beam can be connected to this splicing joint using high-strength bolts, and the flange of the steel beam can be welded to this splicing joint using bevel butt welding.

[0074] Example 1

[0075] like Figure 1 and Figure 2 As shown, for nodes 1-2 and 2-1, the upper and lower end plates 2 are steel plates with a rectangular planar shape, length D, and width B. Six stiffening ribs 5 are rectangular steel plates. The stiffening ribs 5 are positioned along the horizontal centerline between the inner sleeve 3 and the outer sleeve 4, and from the outer sleeve 4 to the edge of the upper end plate 1. The stiffening ribs 5 are also positioned along the vertical centerline between the inner sleeve 3 and the edge of the upper end plate 1. See [link to details]. Figure 1 In the AA cross-sectional view, both the inner sleeve 3 and the outer sleeve 4 are round steel pipes. There are two outer sleeves 4. The inner and outer sleeves 4 are connected to the upper and lower end plates 2 and the stiffening ribs by welds. The hanging column is anchored to the upper and lower end plates 2 through anchoring ends and pads. The upper and lower end plates 2 and the orthogonally arranged stiffening ribs form the main load-bearing structure of this node, which is a node with spatial bending and shear resistance.

[0076] The node height is h, the thicknesses of the upper and lower end plates 2 are t1 and t2 respectively, the thickness of the stiffening rib is t3, the diameter of the inner sleeve 3 is d1, and the diameter of the outer sleeve 4 is d2. The node height is related to the internal force of the hanging column and must not be less than the height of the steel beam connected to it. If the axial force of the hanging column 6 is T1, the node height h can be estimated according to Equation 1.

[0077] h=T1 / (f v ×x×t3) (Equation 1)

[0078] In the above formula, f v Let x be the shear strength of the steel, and x be the number of hanging columns 13. For 1-2 and 2-1 type nodes, x=2. The thicknesses t1 and t2 of the upper and lower end plates 2 need to be determined by the internal forces of the hanging columns according to the local bearing pressure calculation, and it is recommended to be no less than 30mm. The length D of the node can be initially determined according to Equation 2.

[0079] D = d1 + (2~3) × d2 (Equation 2)

[0080] Example 2

[0081] If the internal force of a single hanging column is large, and the 1-2 and 2-1 type joints cannot meet the joint bearing capacity requirements, then 1-4 and 4-1 type joints can be used, such as... Figure 3 and Figure 4As shown, the upper and lower end plates 2 are steel plates with a circular planar shape and a diameter of D. The stiffening ribs, evenly arranged circumferentially, are rectangular, totaling 12 pieces. The stiffening ribs 5 are positioned along the extension of the line connecting the center points of the inner sleeve 3 and the outer sleeve 4, between the inner sleeve 3 and the outer sleeve 4, and at the edge of the upper end plate 1 from the outer sleeve 4. The stiffening ribs 5 are positioned along the horizontal centerline between the inner sleeve 3 and the edge of the upper end plate 1, and along the vertical centerline between the inner sleeve 3 and the edge of the upper end plate 1. The circumferential angle between the stiffening ribs is 45 degrees. See details for their positions. Figure 3 In the BB cross-sectional view, the inner sleeve 3 and the outer sleeve 4 are both round steel pipes. There are a total of 4 outer sleeves 4 (the angle between the center of the outer sleeve 4 and the center of the inner sleeve 3 is 90 degrees). The inner and outer sleeves 4 are connected to the upper and lower end plates 2 and the stiffening ribs by welds. The hanging column is anchored to the upper and lower end plates 2 by anchoring end and pad.

[0082] The node height is h, the thicknesses of the upper and lower end plates 2 are t1 and t2 respectively, the thickness of the stiffening rib is t3, the diameter of the inner sleeve 3 is d1, and the diameter of the outer sleeve 4 is d2. The node height is related to the internal force of the hanging column and must not be less than the height of the steel beam connected to it. If the axial force of the hanging column 6 is T1, the node height h can be estimated according to Equation 1. For 1-4 and 4-1 type nodes, x=4. The thicknesses t1 and t2 of the upper and lower end plates 2 need to be determined by the internal force of the hanging column according to the local bearing pressure calculation, and it is recommended not to be less than 40mm. The diameter D of the node can be initially determined according to Equation 2.

[0083] Example 3

[0084] If the internal force of a single hanging column increases further, and the 1-4 and 4-1 type joints cannot meet the joint bearing capacity requirements, then 1-6 and 6-1 type joints can be used, such as... Figure 5 and Figure 6 As shown, the upper and lower end plates 2 are steel plates with a circular planar shape and a diameter of D. The stiffening ribs, evenly arranged circumferentially, are rectangular, totaling 14 pieces. The stiffening ribs 5 are positioned along the extension of the line connecting the center points of the inner sleeve 3 and the outer sleeve 4, between the inner sleeve 3 and the outer sleeve 4, and at the edge of the upper end plate 1 from the outer sleeve 4. The stiffening ribs 5 are also positioned along the vertical centerline between the inner sleeve 3 and the edge of the upper end plate 1. The circumferential angle between the stiffening ribs is 60 degrees / 30 degrees. See details for their positions. Figure 5 In the CC cross-section, the inner sleeve 3 and the outer sleeve 4 are both round steel pipes. There are a total of 6 outer sleeves 4 (the angle between the center of the outer sleeve 4 and the center of the inner sleeve 3 is 60 degrees). The inner and outer sleeves 4 are connected to the upper and lower end plates 2 and the stiffening ribs by welds. The hanging column is anchored to the upper and lower end plates 2 by anchoring ends and pads.

[0085] The node height is h, the thicknesses of the upper and lower end plates 2 are t1 and t2 respectively, the thickness of the stiffening rib is t3, the diameter of the inner sleeve 3 is d1, and the diameter of the outer sleeve 4 is d2. The node height is related to the internal force of the hanging column and must not be less than the height of the steel beam connected to it. If the axial force of the hanging column-6 is T1, the node height h can be estimated according to Equation 1. For 1-6 and 6-1 type nodes, x=6. The thicknesses t1 and t2 of the upper and lower end plates 2 need to be determined by the internal force of the hanging column according to the local bearing pressure calculation, and it is recommended not to be less than 50mm. The diameter D of the node can be initially determined according to Equation 2.

[0086] Example 4

[0087] If the internal force of a single hanging column increases further, and the 1-6 and 6-1 type joints cannot meet the joint bearing capacity requirements, then 1-8 and 8-1 type joints can be used, such as... Figure 7 and Figure 8 As shown, the upper and lower end plates 2 are steel plates with a circular planar shape and a diameter of D. Sixteen rectangular stiffening ribs are evenly arranged circumferentially. The stiffening ribs 5 are positioned along the extension of the line connecting the center points of the inner sleeve 3 and the outer sleeve 4, between the inner sleeve 3 and the outer sleeve 4, and at the edge of the upper end plate 1 from the outer sleeve 4. The circumferential angle between the stiffening ribs is 45 degrees. See details for their positions. Figure 7 In the DD cross-sectional view, the inner sleeve 3 and the outer sleeve 4 are both round steel pipes. There are a total of 8 outer sleeves 4 (the angle between the center of the outer sleeve 4 and the center of the inner sleeve 3 is 45 degrees). The inner and outer sleeves 4 are connected to the upper and lower end plates 2 and the stiffening ribs by welds. The hanging column is anchored to the upper and lower end plates 2 by anchoring end and pad.

[0088] The node height is h, the thicknesses of the upper and lower end plates 2 are t1 and t2 respectively, the thickness of the stiffening rib is t3, the diameter of the inner sleeve 3 is d1, and the diameter of the outer sleeve 4 is d2. The node height is related to the internal force of the hanging column and must not be less than the height of the connected steel beam. If the axial force of the hanging column 6 is T1, the node height h can be estimated according to Equation 1. For 1-8 and 8-1 type nodes, x=8. The thicknesses t1 and t2 of the upper and lower end plates 2 need to be determined by the internal force of the hanging column according to the local bearing pressure calculation, and it is recommended not to be less than 60mm. The diameter D of the node can be initially determined according to Equation 2.

[0089] Example 5

[0090] This embodiment provides an implementation scheme for a suspended structure with suspended column nodes. The suspended structure has a building height of 82.7m, with 18 floors above ground. The main structure is a reinforced concrete core tube, and 12 cantilevered steel trusses are installed on the roof. Sixteen floors are suspended by the suspended columns. The top cantilevered trusses are bidirectionally orthogonally arranged, providing mutual out-of-plane support to ensure the overall stability of the trusses. Each floor structure consists of a steel beam + profiled steel sheet composite floor slab with a thickness of 120mm and an additional dead load of 2.0kN / m². 2The floor live load is 3.5 kN / m. 2 (Including partition wall loads), structural plan and elevation drawings are as follows: Figure 11 As shown. The seismic fortification category of this suspended structure is Class C, the seismic fortification intensity is 7 degrees, the basic design seismic acceleration is 0.10g, the site category is Class III, the characteristic period is 0.45s, and the basic wind pressure is 0.55kN / m². 2 The surface roughness category is B.

[0091] Calculations show that the design axial force of the suspended columns under vertical loads ranges from 1000 to 7500 kN, gradually increasing from the lower to the upper floors. The corner column 11 has the lowest axial force in the same floor plan, while the edge column 10 has the highest. The axial force of the suspended column directly suspended below the cantilevered steel truss 12 on the roof is approximately 7500 kN. The suspended columns have circular cross-sections and are made of low-alloy high-strength steel. The maximum cross-sectional diameter of the suspended columns is 262 mm, and the minimum is 26 mm. For the edge and middle columns 8 with higher axial forces, the transition nodes at the upper end can use node types 1-8 or 1-6. As the axial force decreases downwards, node types 1-6, 1-4, and 1-2 can be gradually adopted. For the corner column 11 with lower axial forces, node types 1-4 and 1-2 can be used. The suspended columns on the east and west facades can use cross-sections and node types similar to those on the north and south facades.

[0092] like Figure 12 The plan and section views of the suspended column nodes on the north and south facades of the 15th floor shown are an implementation scheme for a suspended structure suspended column node in this embodiment. The upper part of the second edge column (node ​​10) on the 15th floor, which bears the greatest stress, uses six suspended columns with a diameter of 96mm, and the lower part uses one suspended column with a diameter of 224mm. Its end plate thickness is 50mm, the stiffening rib thickness is 30mm, and the node height is 700mm. The upper part of the second most stressed edge column (node ​​9) on the 15th floor uses six suspended columns with a diameter of 90mm, and the lower part uses one suspended column with a diameter of 174mm. Its end plate thickness is 50mm, the stiffening rib thickness is 30mm, and the node height is 700mm. The upper part of the middle column (node ​​8) on the 15th floor uses six suspended columns with a diameter of 88mm, and the lower part uses one suspended column with a diameter of 208mm. Its end plate thickness is 50mm, the stiffening rib thickness is 30mm, and the node height is 700mm. The corner column at the 15th floor has the least stress at node 11. The upper end uses 4 hanging columns with a diameter of 64mm and the lower end uses 1 hanging column with a diameter of 120mm. The end plate thickness is 40mm, the stiffening rib thickness is 30mm, and the node height is 700mm.

[0093] Due to the large number of suspended floors in this case, and the design of the suspended column cross-section being controlled by the floor slab comfort level, high-strength materials could not fully utilize their strength advantages. Therefore, low-alloy high-strength steel was used. Finite element analysis was performed on the joint stress, establishing four sets of numerical analysis models. Each model consists of three parts: the beam-column joint area, the upper suspended column, and the lower suspended column. In the beam-column joint area, each plate is a geometric unit, and both the upper and lower suspended columns consist of a hanger rod and an end anchor plate. The calculated Mises stress cloud diagrams for each set of joints are shown below. Figure 13 As shown, under the set load, the maximum stress of the plate in the joint area is less than the design strength value of 295MPa for Q355 steel, indicating that the joint area is in the elastic stage and meets the load-bearing requirements.

[0094] The preferred embodiments of the present invention have been described in detail above. However, the present invention is not limited to the specific details in the above embodiments. Within the scope of the technical concept of the present invention, various equivalent transformations can be made to the technical solutions of the present invention, and these equivalent transformations all fall within the protection scope of the present invention.

Claims

1. A suspension structure hanger column connection node, characterized by, It includes an upper end plate and a lower end plate arranged in parallel, with a sleeve vertically connected between the upper end plate and the lower end plate, and the sleeve is connected to both the upper end plate and the lower end plate; The sleeve includes one inner sleeve and n outer sleeves, where n>1. The inner sleeve is located at the center of the upper end plate and the lower end plate, and the n outer sleeves are evenly arranged around the inner sleeve in the circumference. The inner sleeve is equipped with a first hanging column. The lower end of the first hanging column is connected to the lower end plate through an anchor. The upper end of the first hanging column extends from the top of the inner sleeve. Each outer sleeve is equipped with a second hanging column. There are n second hanging columns in total. The upper end of each second hanging column is connected to the upper end plate through an anchor. The lower end of each second hanging column extends from the bottom of the inner sleeve. Several stiffening ribs are also vertically arranged between the upper end plate and the lower end plate; The bottom surface of the stiffening rib is connected to the upper end plate, the bottom surface is connected to the lower end plate, and the side wall is connected to the inner sleeve or outer sleeve. The stiffening rib is arranged along the horizontal center line and vertical center line of the upper end plate or lower end plate, and along the extension line of the line connecting the center points of the inner sleeve and the outer sleeve. Both the first and second hanging columns are solid structures.

2. A suspended structure hanger column connection node according to claim 1, wherein, The upper end plate, lower end plate, sleeve, and stiffening rib are made of steel; the connection between the upper end plate, lower end plate, sleeve, and stiffening rib is welding. The materials of the first and second hanging columns are steel or composite fiber materials, including carbon fiber, glass fiber, basalt fiber or aramid fiber.

3. The suspended structure column connection node according to claim 1, characterized in that, The anchors are set according to the materials of the first and second suspensions. The anchoring methods of the anchors include head anchoring, nut anchoring, friction anchoring, adhesive anchoring or composite anchoring.

4. A suspension structure column connection node according to claim 3, characterized in that, When either the first or second hanging column is made of high-strength steel wire, friction anchoring is adopted as the anchoring method. When either the first or second hanging column is a high-strength steel tie rod, the anchoring method is nut anchoring; When either the first or second hanging column is a high-strength steel cable, the anchoring method is pier head anchoring; When either the first or second hanging column is made of high-strength composite fiber material, the anchoring method shall be adhesive anchoring or composite anchoring.

5. A suspension structure column connection node according to claim 1, characterized in that, When n=2; The upper and lower end plates are rectangular, and the inner and outer sleeves are both round tubes. The outer sleeves are symmetrically arranged on the left and right sides of the inner sleeve. The stiffening ribs are arranged along the horizontal center line between the inner sleeve and the outer sleeve, and at the edge of the upper end plate from the outer sleeve. The stiffening ribs are arranged along the vertical center line between the inner sleeve and the edge of the upper end plate. The thicknesses t1 and t2 of the upper and lower end plates are both not less than 30mm.

6. A suspension structure column connection node according to claim 1, characterized in that, When n=4; The upper and lower end plates are circular, and both the inner and outer sleeves are circular tubes. The angle between the line connecting the center of the outer sleeve and the center of the inner sleeve is 90 degrees. The stiffening ribs are set along the extension of the line connecting the center points of the inner and outer sleeves between the inner and outer sleeves and at the edge of the upper end plate. The stiffening ribs are set along the horizontal center line between the inner sleeve and the edge of the upper end plate, and along the vertical center line between the inner sleeve and the edge of the upper end plate. The thicknesses t1 and t2 of the upper and lower end plates are both not less than 40mm.

7. A suspension structure column connection node according to claim 1, characterized in that, When n=6; The upper and lower end plates are circular, and both the inner and outer sleeves are circular tubes. The angle between the line connecting the center of the outer sleeve and the center of the inner sleeve is 60 degrees. The stiffening ribs are set along the extension of the line connecting the center points of the inner and outer sleeves between the inner and outer sleeves and at the edge of the upper end plate from the outer sleeve. The stiffening ribs are set along the vertical center line from the inner sleeve to the edge of the upper end plate. The thicknesses t1 and t2 of the upper and lower end plates are both not less than 50mm.

8. A suspension structure column connection node according to claim 1, characterized in that, When n=8; The upper and lower end plates are circular, and the inner and outer sleeves are both circular tubes. The angle between the line connecting the center of the outer sleeve and the center of the inner sleeve is 45 degrees. The stiffening ribs are set along the extension of the line connecting the center points of the inner and outer sleeves between the inner and outer sleeves and at the edge of the upper end plate from the outer sleeve. The thicknesses t1 and t2 of the upper and lower end plates are both not less than 60mm.

9. A suspension structure column connection node according to claim 1, characterized in that, The height h and length D of the connecting node are calculated as follows: h = T1 / (f v x x t3); D = d1 + (2~3) × d2; wherein f v is the shear strength of the steel material, x is the number of hangers two, t3 is the thickness of the stiffened plate, T1 is the axial force of the hanger one, d1 is the inner sleeve diameter, and d2 is the outer sleeve diameter. The thickness of the upper end plate is determined based on the axial force of the second hanging column; the thickness of the lower end plate is determined based on the axial force of the first hanging column; and the thickness of the stiffening rib plate is determined based on the axial force of the hanging columns on both sides of the stiffening rib plate.

10. A suspension structure column connection node according to claim 1, characterized in that, A connection joint is reserved at the connection between the upper or lower end plate and the steel beam, and the connection joint is integrally manufactured with the upper or lower end plate.

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