A super-span netted beam string roof structure

Abstract

The application discloses a super-large-span netted string-beam roof structure, which comprises a plurality of main force columns; a closed ring-shaped compression outer ring beam is dry-jointed on the top of the main force column, and a string-beam cable structure is arranged in the compression outer ring beam; a roof substructure is arranged above the main force column and the string-beam cable structure, and the roof substructure comprises roof supporting rods, and the lower ends of the roof supporting rods are connected with the string-beam cable structure. In the application, the vertical load of the roof is applied to the string-beam cable structure, the string-beam cable in pure tension and the compression outer ring beam in pure compression replace the upper steel beam in the traditional structure, the unidirectional string-beam cable, the arch type and other plane force main structures, and the main materials can be greatly saved. The horizontal force isolation is realized through the dry jointing, the whole horizontal tension is transmitted to the compression outer ring beam by the string-beam cable, the compression outer ring beam is balanced with the tension of the cable in the compression state, the horizontal force closed loop is completed, and the material strength of the string-beam cable, the compression outer ring beam and the main force column is fully utilized.

Description

Technical Field

[0001] This invention relates to the field of building engineering technology, and in particular to an ultra-large span mesh tensioned roof structure. Background Technology

[0002] In modern engineering, due to the requirement for column-free, large-space utilization, as well as the flexibility and adaptability needed for the free division and rearrangement of internal spaces to accommodate various functions such as exhibitions, performances, and competitions, an increasing number of buildings are choosing to adopt large-span and super-large-span roof structures. Among them, the single span of large-span roof structures is 18m to 60m, and the single span of super-large-span roof structures is no less than 60m. They are commonly used in buildings such as airport terminals, convention centers, stadiums, high-speed rail stations, large factories, and aerospace hangars.

[0003] Currently, large-span and ultra-large-span roof structures mainly adopt structural forms such as space frames, spacer shells, cable-stayed structures, one-way tensioned beams, and arch structures. Among them, one-way tensioned beams have been used to some extent in actual projects due to their advantages such as clear stress distribution and convenient construction. However, they still have the following shortcomings in engineering practice: 1. Traditional large-span steel beams are primarily subjected to bending, resulting in low material utilization, high steel consumption, and high self-weight. Deflection control is difficult under large-span conditions, leading to poor overall economic efficiency. Under vertical loads, the upper steel beams or trusses mainly resist bending moments through their cross-sections. However, the bending moment is non-uniformly distributed within the cross-section, resulting in high stress at the edge and low stress at the center. Due to the uneven stress distribution across the bending member's cross-section, the material near the neutral axis is almost ineffective, leading to low material utilization.

[0004] 2. Unidirectional tensioned cable structures form a planar force system only along the cable direction, resulting in insufficient out-of-plane stiffness. Furthermore, the sag requirement occupies building space, limiting span increases. Unidirectional tensioned cable structures only arrange cables and struts in a single span direction to form a self-balancing force system, lacking effective out-of-plane constraints perpendicular to this direction, leading to insufficient structural spatial stiffness. Simultaneously, cable sag control and strut arrangement require significant building clearance, and as the span increases, cable forces increase sharply and strut height increases significantly, causing a rapid decline in structural efficiency and clearly limiting span increases.

[0005] 3. Suspension structures and arch structures have large horizontal thrust, and the lower supporting columns and foundations need to resist huge horizontal forces, resulting in larger column cross-sections or the need to install separate anti-horizontal force devices, which increases costs. Summary of the Invention

[0006] The main objective of this invention is to propose an ultra-large span mesh-like tensioned roof structure. Its unique three-dimensional self-balancing structure and horizontal force isolation construction measures aim to solve the technical problems of existing structures that are mainly subjected to bending or only form a force system in the longitudinal direction, resulting in low material utilization, large steel consumption, high self-weight, insufficient out-of-plane stiffness, sag requirements occupying building space, and limited span increase.

[0007] To achieve the above objectives, the present invention proposes an ultra-large span mesh-like tensioned cable roof structure, comprising several main load-bearing columns. A compression outer ring beam is dry-lapped at the top of each main load-bearing column. This compression outer ring beam is a closed ring, within which a tensioned cable structure is installed. Its unique structural force transmission mechanism transforms the vertical load of the entire roof into cable tension and compression from the outer ring beam. Furthermore, horizontal forces are isolated by sliding supports, ensuring that the main load-bearing columns bear only the vertical load of the roof. All components of the entire main structure bear only axial forces, fully utilizing the strength of the structural materials.

[0008] A secondary roof structure is provided above the compressed outer ring beam and the tensioned cable structure. The secondary roof structure includes a roof support beam and a roof support rod. The lower end of the roof support rod is anchored to the tensioned cable, and the upper end of the roof support rod is anchored to the roof support beam. A lightweight roof panel is placed on top of the roof support beam.

[0009] Optionally, the top of the main load-bearing column is provided with a radial sliding support, and the compressed outer ring beam is lapped within the radial sliding support.

[0010] Optionally, in the tensioned cable structure, the height difference between the lowest point of each tensioned cable and the bottom surface of the radial sliding support is in the range of 5cm-150cm.

[0011] Optionally, the tensioned cable is straight during construction tensioning; After the installation of the roof substructure is completed, it takes the shape of a catenary under the action of gravity.

[0012] Optionally, the tension cable of the tension cable structure is made of high-strength steel strand, steel wire cable or steel wire rope.

[0013] Optionally, the tensioned cable structure is arranged symmetrically along the structural axis of symmetry.

[0014] Optionally, the compressed outer ring beam is a closed circular ring, a closed elliptical ring, or a closed near-circular polygonal ring.

[0015] Optionally, the compressed outer ring beam is a reinforced concrete beam or a steel-concrete composite beam.

[0016] Optionally, the tensioned cable structure is a mesh-like bidirectional tensioned cable, with both ends of the bidirectional tensioned cable anchored to opposite sides of the compressed outer ring beam.

[0017] Optionally, it also includes a tension inner ring beam, wherein the tension cables in the tension cable structure are mesh-like bidirectional tension cables or radial tension cables; The two ends of the bidirectional tensioned cable or the radial tensioned cable are respectively anchored to the opposite sides between the outer compression ring beam and the inner tension ring beam.

[0018] The technical solution of this invention has the following beneficial effects: In the ultra-large span mesh-like tensioned roof structure of this invention, the vertical load of the roof is applied to the tensioned cable structure through the roof support beams and roof support rods. The tensioned cables, which are under pure tension, and the outer ring beams, which are under pure compression, replace the bending main structure such as the upper steel beams in traditional structures, or the planar load-bearing main structures such as unidirectional tensioned beams and arches, significantly saving major materials. Horizontal force isolation is achieved through a dry-lapped structure. The tensioned cables transfer all horizontal tension to the outer compression ring beams, which are then in a compressed state to balance the tension of the cables, completing a closed loop of horizontal force. This fully utilizes the material strength of the tensioned cables, the outer compression ring beams, and the main load-bearing columns, reducing the support span and material consumption of the large-span roof main structure.

[0019] Meanwhile, the outer ring beam under pressure is directly dry-lapped to the top of the main load-bearing column. The vertical load is transferred to the main load-bearing column through radial sliding supports. The main load-bearing column only bears the vertical pressure, while the horizontal thrust is completely isolated. No rigid connection is required. It only needs to achieve the limiting function of anti-slip and anti-fall. The structure is simpler, the construction difficulty is lower, and the installation is more convenient. At the same time, the cross-section of the main load-bearing column can be greatly reduced, and the foundation cost of the main load-bearing column can be significantly reduced.

[0020] Furthermore, compared to arch structures and cable-stayed structures that exert horizontal thrust or tension on the main load-bearing columns under vertical loads, the compression outer ring beam of this invention achieves self-balancing under compression, completing a closed loop of horizontal forces. It eliminates the need to increase the cross-sectional dimensions of the main load-bearing columns to meet shear, bending, and overall stability requirements in order to resist huge horizontal forces. It also eliminates the need for technical measures such as expanding the foundation area of ​​the main load-bearing columns, adding anti-thrust piles, or configuring prestressed tie rods. Therefore, it can greatly reduce the amount of substructure materials used, reduce the overall construction complexity, and lower the overall project cost. Attached Figure Description

[0021] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on the structures shown in these drawings without creative effort.

[0022] Figure 1 This is a schematic diagram of the overall structure of an embodiment of an ultra-large span mesh tensioned roof structure according to the present invention; Figure 2 for Figure 1 A schematic diagram of the local structure at position A in the middle; Figure 3 This is a side view of a first embodiment of an ultra-large span mesh tensioned roof structure according to the present invention; Figure 4 This is a top view of the closed elliptical ring-shaped compressed outer ring beam and its structure in an embodiment of an ultra-large span mesh tensioned roof structure of the present invention. Figure 5 This is a top view of a second embodiment of an ultra-large span mesh-like tensioned roof structure according to the present invention. Figure 1 ; Figure 6 This is a top view of a second embodiment of an ultra-large span mesh-like tensioned roof structure according to the present invention. Figure 2 .

[0023] The following are the reference numerals: 1. Main load-bearing column; 2. Compression outer ring beam; 3. Bidirectional tension cable; 3. Anchor block; 31. Roof secondary structure; 4. Roof support beam; 41. Roof support rod; 42. Radial sliding support; 5. Tension inner ring beam; 6. Radial tension cable; 7.

[0024] The realization of the objective, functional features and advantages of the present invention will be further explained in conjunction with the embodiments and with reference to the accompanying drawings. Detailed Implementation

[0025] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of the present invention, and not all of them. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0026] It should be noted that all directional indications (such as up, down, left, right, front, back, etc.) in the embodiments of the present invention are only used to explain the relative positional relationship and movement of each component in a certain specific posture (as shown in the figure). If the specific posture changes, the directional indication will also change accordingly.

[0027] Furthermore, the technical solutions of the various embodiments can be combined with each other, but only if they are feasible for those skilled in the art. If the combination of technical solutions is contradictory or cannot be implemented, it should be considered that such combination of technical solutions does not exist and is not within the scope of protection claimed by this invention.

[0028] This invention proposes an ultra-large span mesh tensioned roof structure. Example 1

[0029] like Figures 1 to 4 As shown in Embodiment 1 of the present invention, the ultra-large span mesh-like tensioned roof structure includes several main load-bearing columns 1 arranged in a ring. A compression outer ring beam 2 is dry-connected to the top of each main load-bearing column 1. The compression outer ring beam 2 is a closed ring, and a tensioned cable structure is provided within it. Furthermore, a secondary roof structure 4 is provided above the compression outer ring beam 2 and the tensioned cable structure. The secondary roof structure 4 includes a roof support beam 41 and a roof support rod 42. The lower end of the roof support rod 42 is anchored to the tensioned cable, and the upper end of the roof support rod 42 is anchored to the roof support beam 41. A lightweight roof panel covers the roof support beam 41. This structure divides the load-bearing system of the ultra-large span mesh-like tensioned roof structure into three subsystems: the secondary roof structure 4, the tensioned cable structure, and the connection structure between the compression outer ring beam 2 and the main load-bearing columns 1. The cable-stayed structure and the compression outer ring beam 2 only bear the weight applied by the roof secondary structure 4, and do not transmit additional forces to the roof secondary structure 4 above. Furthermore, both transmit vertical weight only to the main load-bearing column 1. During construction, the main load-bearing column 1, compression outer ring beam 2, cable-stayed structure, and roof secondary structure 4 are constructed sequentially from bottom to top.

[0030] In the ultra-large span mesh-like tensioned roof structure of this invention, the vertical load of the roof is applied to the tensioned cable structure through the roof support beam 41 and the roof support rod 42. The tensioned cables, which are under pure tension, and the outer ring beam 2, which is under pure compression, replace the upper steel beams and other bending main structures in traditional structures, or the planar load-bearing main structures such as unidirectional tensioned beams and arches, significantly saving main materials. Horizontal force isolation is achieved through a dry-lapped structure. The tensioned cables transfer all horizontal tension to the outer ring beam 2, which is under compression to achieve balance with the tension of the cables, completing a closed loop of horizontal force. This fully utilizes the material strength of the tensioned cables, the outer ring beam 2, and the main load-bearing column 1, reducing the support span and material consumption of the large-span roof main structure.

[0031] Meanwhile, the outer ring beam 2 under pressure is directly dry-connected to the top of the main load-bearing column 1. The vertical load is transferred to the main load-bearing column 1 through the radial sliding support 5. The main load-bearing column 1 only bears the vertical pressure, while the horizontal thrust is completely isolated. No rigid connection is required. It only needs to achieve the limiting function of anti-slip and anti-fall. The structure is simpler, the construction difficulty is lower, and the installation is more convenient. At the same time, the cross-section of the main load-bearing column 1 can be greatly reduced, and the foundation cost of the main load-bearing column 1 can be significantly reduced.

[0032] Furthermore, compared to arch structures and cable-stayed structures that exert horizontal thrust or tension on the main load-bearing column 1 under vertical loads, the compression outer ring beam 2 of this invention achieves self-balancing under compression, completing a closed loop of horizontal forces. It is not necessary to increase the cross-sectional dimensions of the main load-bearing column 1 to meet the requirements of shear resistance, bending resistance, and overall stability in order to resist huge horizontal forces. It is also not necessary to expand the foundation area of ​​the main load-bearing column 1, add anti-thrust piles, or configure prestressed tie rods and other technical measures. Therefore, it can greatly reduce the amount of materials used in the substructure, reduce the overall construction complexity and overall project cost.

[0033] In this embodiment, the roof support beam 41 can be made of lightweight purlins or lightweight grid beams. The roof secondary structure 4 serves to provide rain and wind protection and enclosure for the roof, and is supported at multiple points by a tensioned cable structure to significantly reduce the support span. Furthermore, the main load-bearing columns 1 are purely compression members, with several main load-bearing columns 1 evenly distributed below the compression outer ring beam 2. During construction, the main load-bearing columns 1 can specifically be circular steel-concrete composite columns, steel-concrete composite columns, or reinforced concrete columns; this design has the advantages of small cross-sectional area and material savings.

[0034] like Figure 3As shown, a radial sliding support 5 is provided at the top of the main load-bearing column 1. The outer ring beam 2 is dry-lapped within the radial sliding support 5 to isolate the horizontal force of the roof from the lower main load-bearing column 1. An anti-fall structure is provided on the radial sliding support, namely, limiting protrusions are provided on both the outer and inner rings of the radial sliding support 5. The height of the limiting protrusions is determined according to actual needs, as long as it is lower than the height of the connection between the tension cable and the outer ring beam 2. The outer ring beam 2 is dry-lapped between the limiting protrusions of the outer ring and the inner ring of the radial sliding support 5, and the distance between the two limiting protrusions of the outer and inner rings of the radial sliding support 5 is greater than the width of the outer ring beam 2. Specifically, the radial sliding support 5 serves as a dry-lapping platform for the compressed outer ring beam 2, bearing the load of the compressed outer ring beam 2. It also uses two limiting protrusions to prevent slippage and fall of the compressed outer ring beam 2. This allows the compressed outer ring beam 2 to transfer the vertical load to the main load-bearing column 1 via the radial sliding support 5. Furthermore, the radial sliding support 5 completely isolates the horizontal thrust exerted on the compressed outer ring beam 2 by the roof secondary structure 4 and the cable-stayed structure, significantly reducing the cross-section of the main load-bearing column 1 and thus significantly lowering the foundation cost. In addition, the distance between the two limiting protrusions is greater than the width of the compressed outer ring beam 2, allowing for minor displacements or deformations of the compressed outer ring beam 2 on the radial sliding support 5 due to various factors, such as thermal expansion and contraction.

[0035] like Figure 1 , 2 As shown in Figure 3, in the cable-stayed structure, the height difference between the lowest point of each cable and the bottom surface of the radial sliding support 5 ranges from 5cm to 150cm. Specifically, during construction tensioning, the cables are straight to apply maximum prestress; after the installation of the roof substructure 4 is completed, they become slightly catenary-shaped under gravity. This design ensures that the cables retain extremely high horizontal prestress, allowing the cable-stayed structure to maintain a taut and efficient working state even under enormous loads.

[0036] Furthermore, the cable-stayed structure is symmetrically arranged along the structural axis of symmetry, and the cables of the cable-stayed structure are made of high-strength steel strands, steel wire cables, or steel wire ropes. In this embodiment, the tension of each cable in the cable-stayed structure is symmetrical, and the cable force should be applied symmetrically. That is, the cables in the cable-stayed structure are symmetrically arranged along the structural axis of symmetry (the vertical axis at mid-span or the central axis of the ring, etc.), and the tension of the cables at symmetrical positions is equal in the design state, so the overall structure is subjected to symmetrical forces. At the same time, the tensioning operation must be carried out according to the principle of "symmetrical position, graded synchronization, and alternating loading," and the cables on one side cannot be tensioned to the position all at once before tensioning the cables on the other side. In this invention, each cable works in a full-section tension state, replacing the traditional bending roof main structure; then the tension of the cable is borne and balanced by the compression outer ring beam 2, forming a self-balancing closed loop.

[0037] like Figure 1 and 4 As shown, the outer compression ring beam 2 is a closed circular ring or a closed elliptical ring. In other embodiments, the outer compression ring beam 2 can also be a closed, near-circular polygonal ring. Specifically, the outer compression ring beam 2 is a reinforced concrete beam or a steel-concrete composite beam. In this invention, the vertical load of the ultra-large span mesh-like tensioned roof structure is applied to the tensioned cable structure through the roof support beam 41 and the roof support rod 42. Then, the tensioned cable transfers all the tension to the outer compression ring beam 2, which achieves self-balancing under compression, completing the horizontal force closed loop. Therefore, the outer compression ring beam 2 can be designed as a closed circular ring, an elliptical ring, a near-circular polygonal ring, or other closed rings according to different requirements, thereby achieving the function of horizontal force closed loop while meeting different design needs.

[0038] like Figure 1 , 2 As shown in Figure 4, the tensioned cables of the tensioned cable structure are mesh-like bidirectional tensioned cables 3, with both ends of the bidirectional tensioned cables 3 anchored to opposite sides of the compressed outer ring beam 2. Compared to the existing unidirectional tensioned cable structure, which only arranges cables and struts in a single span direction to form a self-balancing system, this invention uses bidirectional tensioned cables 3, arranging cables and struts in two mutually perpendicular directions to form a self-balancing system. This adds effective out-of-plane constraints in the two mutually perpendicular directions, enhancing the structural spatial stiffness. Furthermore, the mesh-like bidirectional tensioned cable 3 design does not require a large building clearance for cable sag control and strut arrangement, thus reducing the limitations imposed by increased span, cable force, and strut height, ensuring structural efficiency. Example 2

[0039] like Figure 5 and 6 As shown, the difference between this embodiment and Embodiment 1 is that it also includes a tension inner ring beam 6, which is disposed inside the compression outer ring beam 2 to form an open-air circular lighting and ventilation opening, thereby improving the architectural effect and functionality. The two rings can be rings of the same shape but with different proportions, or rings of different shapes but with different proportions. Adding the tension inner ring beam 6 will not affect the stress and stability of this ultra-large span mesh-like tensioned roof structure.

[0040] Specifically, the tensioned cables in the tensioned cable structure can be either a mesh-like bidirectional tensioned cable 3 or a radial tensioned cable 7. The two ends of the bidirectional tensioned cable 3 or the radial tensioned cable 7 are respectively anchored to opposite sides between the outer compression ring beam 2 and the inner tension ring beam 6.

[0041] The above description is merely a preferred embodiment of the present invention and does not limit the patent scope of the present invention. Any equivalent structural transformations made using the contents of the present invention's specification and drawings under the inventive concept of the present invention, or direct / indirect applications in other related technical fields, are included within the patent protection scope of the present invention.

Claims

1. A super-large span mesh-like tensioned roof structure, comprising several main load-bearing columns; characterized in that, A compression outer ring beam is dry-lapped at the top of the main load-bearing column. The compression outer ring beam is a closed ring, and a tension cable structure is provided inside the compression outer ring beam. A secondary roof structure is provided above the compressed outer ring beam and the tensioned cable structure. The secondary roof structure includes a roof support beam and a roof support rod. The lower end of the roof support rod is anchored to the tensioned cable, and the upper end of the roof support rod is anchored to the roof support beam. A lightweight roof panel is placed on top of the roof support beam.

2. The ultra-large span mesh-like tensioned roof structure according to claim 1, characterized in that, The top of the main load-bearing column is provided with a radial sliding support, and the compressed outer ring beam is lapped within the radial sliding support.

3. The ultra-large span mesh-like tensioned roof structure according to claim 2, characterized in that, In the aforementioned cable-stayed structure, the height difference between the lowest point of each cable and the bottom surface of the radial sliding support is controlled within the range of 5cm to 150cm, depending on the span and the weight of the roof.

4. The ultra-large span mesh-like tensioned roof structure according to claim 3, characterized in that, The tensioned cable is straight during construction tensioning; After the installation of the roof substructure is completed, it takes the shape of a catenary under the action of gravity.

5. The ultra-large span mesh-like tensioned roof structure according to claim 1, characterized in that, The tensioned cable structure uses high-strength steel strands, steel wire cables, or steel wire ropes.

6. The ultra-large span mesh-like tensioned roof structure according to claim 1, characterized in that, The tensioned cable structure is arranged symmetrically along the structural axis of symmetry.

7. The ultra-large span mesh-like tensioned roof structure according to claim 1, characterized in that, The compressed outer ring beam is a closed circular ring, a closed elliptical ring, or a closed near-circular polygonal ring.

8. The ultra-large span mesh-like tensioned roof structure according to claim 1, characterized in that, The compressed outer ring beam is a reinforced concrete beam or a steel-concrete composite beam.

9. The ultra-large span mesh-like tensioned roof structure according to claim 1, characterized in that, The tensioned cable structure is a mesh-like bidirectional tensioned cable, with both ends of the bidirectional tensioned cable anchored to opposite sides of the compressed outer ring beam.

10. The ultra-large span mesh-like tensioned roof structure according to claim 1, characterized in that, It also includes a tension inner ring beam, wherein the tension cables in the tension cable structure are mesh-like bidirectional tension cables or radial tension cables; The two ends of the bidirectional tensioned cable or the radial tensioned cable are respectively anchored to the opposite sides between the outer compression ring beam and the inner tension ring beam.

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