A tension-pull asymmetric double-arch large-span stadium roof structure

Abstract

This invention discloses a tension-resistance asymmetric double-arch large-span stadium roof structure, comprising a front inclined giant arch and a rear inclined giant arch, which are connected by several tension trusses to form a self-balancing system. The rear inclined giant arch is supported at both ends by "tree branch" shaped arch foot columns, and the portion between the two ends is supported by several V-shaped inclined columns set on the grandstand structure. The front inclined giant arch is only connected to the "tree branch" shaped arch foot columns at its two ends, and has no connection to the grandstand structure. This invention overcomes the defects of existing large-span stadium roof structures and solves the problems of large-scale structural components, heavy construction, inability to highlight the spatial sense and lightness of the building, inability to achieve natural lighting, and high energy consumption.

Description

Technical Field

[0001] This invention relates to the field of large-span roof structures, and particularly to a tension-and-tension asymmetric double-arch large-span stadium roof structure. Background Technology

[0002] Stadiums are venues specifically designed for hosting various sports competitions, training sessions, and sporting activities. Their sizes range from small community fields to large professional stadiums, catering to the needs of sporting events at different levels and scales. The highlight, key elements, and challenges of stadium design often lie in its roof structure. Large stadium roof structures typically feature wide spans to cover the expansive playing area without requiring central support columns.

[0003] As one of the city's iconic buildings, the roof design of a stadium not only needs to consider the functionality and safety of the structure, but also needs to have a certain aesthetic appeal in order to blend into the surrounding environment and enhance the city's image.

[0004] Therefore, the design process requires a balance between structure and aesthetics, ensuring the roof fulfills functional requirements while also being visually appealing. Stadium roof design involves significant engineering and material inputs, making cost control a crucial consideration. It is essential to minimize construction and maintenance costs while guaranteeing structural safety and functionality, thereby ensuring the project's economic viability.

[0005] Currently, commonly used large-span roof structure systems for stadiums include space frames, dome structures, membrane structures, and cable-stayed structures.

[0006] Among them, the space grid structure is a complex three-dimensional grid structure composed of steel pipes or steel trusses. Its components are arranged in three-dimensional space, resulting in a large number of members converging at the nodes. The manufacturing and installation are complex, and the installation, construction and maintenance costs are high, making the space appear somewhat cluttered.

[0007] A dome structure is an architectural form that uses arcs or curved surfaces as its basic form. Through special structural design and construction techniques, multiple arc or curved surface elements are combined into a whole. It requires high installation precision, special connecting devices for on-site installation, and high requirements for nodes.

[0008] Membrane structures use high-performance, flexible fabrics as materials, with the membrane surface supported by internal air pressure or by flexible steel cables or rigid support structures to create a certain pre-tension, thus forming a structural system with a certain rigidity capable of covering large spaces. Due to the special nature of the load-bearing materials, membrane structures have relatively poor durability, with a design life of 15-25 years. Because of the continuous tension of the membrane, local damage can cause the entire membrane structure to collapse. They are also sensitive to climate, and in extreme wind and rain weather, they are prone to "bag-like" phenomena, leading to tearing of the membrane material.

[0009] A suspension structure is a structural system formed by arranging cables as the basic load-bearing components according to a certain pattern. Suspension structures have complex stress analysis, poor stability, high maintenance costs, and are sensitive to temperature. Summary of the Invention

[0010] The purpose of this invention is to overcome the shortcomings and deficiencies of the prior art and provide a tension-pull asymmetric double-arch large-span stadium roof structure to overcome the defects of existing large-span stadium roofs and solve the problems of existing stadium roof structures having large component sizes, heavy buildings, failing to highlight the spatial sense and lightness of the building, failing to achieve natural lighting, and high energy consumption.

[0011] The objective of this invention is achieved through the following technical solution:

[0012] A tensioned asymmetric double-arch large-span stadium roof structure includes a front inclined giant arch and a rear inclined giant arch, which are connected by several tensioned trusses to form a self-balancing system.

[0013] The rear sloping giant arch is supported at both ends by "tree branch" shaped arch foot columns, and the part between the two ends is supported by several V-shaped sloping columns set on the grandstand structure; the front sloping giant arch is only connected to the "tree branch" shaped arch foot columns at both ends, and has no connection to the grandstand structure.

[0014] The "tree branch" shaped arch foot column includes an inclined column with one end directly connected to the foundation, and the other end of the inclined column branches into first and second branch columns; it also includes a vertical column with one end directly connected to the foundation, and the other end of the vertical column branches into third and fourth branch columns; the vertical column is located inside the inclined column; the first and third branch columns intersect along the curve at the arch foot of the front inclined giant arch and are connected to the front inclined giant arch, and the second and fourth branch columns intersect along the curve at the arch foot of the rear inclined giant arch and are connected to the rear inclined giant arch.

[0015] The front inclined giant arch has a first transition section of a preset length at both ends, and the curves of the first and third bifurcated columns intersect at the arch foot of the front inclined giant arch. The first transition section is embedded in the arch foot of the front inclined giant arch. The rear inclined giant arch has a second transition section of a preset length at both ends, and the curves of the second and fourth bifurcated columns intersect at the arch foot of the rear inclined giant arch. The second transition section is embedded in the arch foot of the rear inclined giant arch.

[0016] Support rods are installed between the front and rear inclined arch feet.

[0017] The cross-sections of the front and rear inclined arch feet are variable cross-sections, gradually decreasing in size along the direction of the front and rear inclined arches.

[0018] The lower part of the V-shaped inclined column is supported on the cantilever beam of the grandstand structure, and the upper part is connected to the rear inclined giant arch. A trapezoidal opening is set at the intersection of the rear inclined giant arch and the V-shaped inclined column. The steel bars in the V-shaped inclined column are anchored into the rear inclined giant arch through the opening of the trapezoidal opening. At the same time, the rear inclined giant arch is equipped with several X-shaped cross shear steel plates. The lower part of the X-shaped cross shear steel plates is anchored into two adjacent V-shaped inclined columns respectively.

[0019] The front and rear inclined giant arches are placed horizontally and at an angle, not perpendicular to the ground, but at a predetermined angle to the horizontal direction, and are arranged asymmetrically; at the same time, the front inclined giant arch is higher than the rear inclined giant arch.

[0020] The area between the front and rear inclined giant arches forms a roof, which is covered with a membrane structure; several small arch beams are spaced apart between the tie trusses in the direction perpendicular to the tie trusses, and several prestressed cables are spaced apart in the direction parallel to the tie trusses.

[0021] The bottom of the "tree branch" shaped arch foot column is embedded with a post-tensioned prestressed tie rod.

[0022] The tie truss is hinged to the front and rear inclined giant arches; the tie truss includes an upper chord, a web member, and a lower chord. The two ends of the upper chord are located on the line connecting the center points of the front and rear inclined giant arches, respectively, and concrete is poured into the upper chord; one end of the web member is perpendicular to the upper chord, and the other end is connected to the lower chord.

[0023] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0024] 1. This invention provides an innovative system for a large-span stadium roof structure. The key features of this system are: 1) applying the classic arch structure to a large-span stadium roof structure, making full use of the arch structure to distribute the load perpendicular to the arch surface to both sides of the arch ring and convert it into axial pressure along the arch axis, making full use of the material, and achieving a large span with a smaller cross section, with high load-bearing capacity and good economic benefits; 2) the system cleverly uses steel trusses to connect the front arch to the rear arch, balancing the forces on the front and rear arches, so that the front arch can achieve a large span of over 100m without any support in the middle, realizing the architect's high pursuit of a light, simple and futuristic spatial structure.

[0025] 2. The asymmetric double arches and tie trusses of this invention resemble a fully drawn bow. Through partial self-balancing forces, the system achieves a beautiful curved roof shape, realizing a perfect unity of structural system, architectural form, and function. To achieve low energy consumption in green building, the building aims for natural lighting. ETFE membrane material with a light transmittance of up to 95% is selected. This membrane material has high light transmittance, strong self-cleaning properties, good durability, and is lightweight and colorless. However, its tensile strength is relatively low, requiring prestressed cables to provide synergistic force. The prestressed cables arranged parallel to the steel truss have the same force-bearing mode as the steel truss. They can be stressed through the self-balancing cable structure of the front and rear arches. The change in internal forces of related components before and after applying this tension does not exceed 10%, avoiding the increase in component cross-sections caused by the cable arrangement of the membrane structure. Attached Figure Description

[0026] Figure 1 This is a schematic diagram of the structure of the large-span stadium roof structure with asymmetrical double arches as described in this invention.

[0027] Figure 2 This is a schematic diagram of the "tree branch" shaped arch column described in this invention.

[0028] Figure 3 This is a schematic diagram of the instability mode (λ=17.8) under the combined operating condition of “1.0DL+1.0LL”.

[0029] Figure 4 This is a structural schematic diagram of a tie truss.

[0030] Figure 5 This is a schematic diagram showing the connection between the rear-mounted slanted giant arch and the V-shaped inclined column.

[0031] The meanings of the reference numerals in the attached figures are as follows:

[0032] 1-Front inclined giant arch, 2-Rear inclined giant arch, 3-Tie truss, 4-"Tree branch" shaped arch foot column, 5-V-shaped inclined column, 6-Inclined column, 7-First branch column, 8-Second branch column, 9-Column, 10-Third branch column, 11-Fourth branch column, 12-Front inclined giant arch foot, 13-Rear inclined giant arch foot, 14-Support rod, 15-Grandstand structure, 16-Upper chord, 17-Web member, 18-Lower chord, 19-X-shaped cross shear steel plate. Detailed Implementation

[0033] The present invention will be further described in detail below with reference to the embodiments and accompanying drawings, but the embodiments of the present invention are not limited thereto.

[0034] like Figure 1 and Figure 2This is a novel large-span stadium roof structure with asymmetrical double arches and tie beams. It comprises two inclined mega-arches (front inclined arch 1 and rear inclined arch 2) with spans exceeding 100m, connected by tie beam trusses 3 with spans ranging from 20 to 70m. The rear inclined arch 2 is supported by tree-branch-shaped arch base columns 4 at both ends and V-shaped inclined columns 5 supported on the grandstand structure 15. The front inclined arch 1 is only connected to the tree-branch-shaped arch base columns 4 at both ends and has no connection to the grandstand structure 15. Small arch beams are installed at 5m intervals between the tie beam trusses 3 to facilitate the construction of the roof membrane structure. The roof is covered with an ETFE membrane with a light transmittance of up to 95%. This material is characterized by high light transmittance, strong self-cleaning properties, good durability, thinness, and colorlessness. Prestressed cables spaced approximately 550mm apart parallel to the steel truss direction ensure the membrane structure's structural integrity.

[0035] The two giant arches, one placed at a front angle and the other at a rear angle, are laid flat and tilted, not perpendicular to the ground but at an angle to the horizontal, typically between 10 and 15 degrees, and are arranged asymmetrically. The front arch is taller than the rear arch.

[0036] The V-shaped inclined columns 5 of the rear-mounted giant arch 2 are supported on the cantilever beams of the stadium grandstand structure 15.

[0037] The tie truss 3 between the front inclined giant arch 1 and the rear inclined giant arch 2 not only bears the self-weight of the truss, the vertical load of the roof membrane structure and the ceiling structure, but also serves to tie and balance the front inclined giant arch 1 and the rear inclined giant arch 2. The tie truss 3 can be a tie steel truss.

[0038] The bottom of the "tree branch" shaped arch foot column 4 needs to be equipped with tie rods to balance the arch foot thrust and form a self-balancing structural system.

[0039] The base of the "tree branch" shaped arch foot column 4 consists of a vertical column 9 perpendicular to the ground and an inclined column 6 at a certain angle to the ground. The two columns rise to a certain height and branch into four columns. The inclined column 6 branches into the first branch column 7 and the second branch column 8, and the vertical column 9 branches into the third branch column 10 and the fourth branch column 11. The first branch column 7 and the third branch column 10 intersect along the curve at the arch foot 12 of the front inclined giant arch and connect with the front inclined giant arch 1. The second branch column 8 and the fourth branch column 11 intersect along the curve at the arch foot 13 of the rear inclined giant arch and connect with the rear inclined giant arch 2.

[0040] A support rod 14 is installed between the front inclined arch foot 12 and the rear inclined arch foot 13.

[0041] The front inclined giant arch 1 and the rear inclined giant arch 2 are usually constructed using steel structures or steel-concrete composite structures to facilitate on-site construction and installation and shorten the construction period.

[0042] The front inclined giant arch 1 is made of round steel pipe. A first transition section of a certain length is set at the intersection with the arch foot 12 of the front inclined giant arch and buried in the arch foot 12 of the front inclined giant arch. The buried length is determined by calculation.

[0043] The rear inclined giant arch 2 has a counterweight requirement and adopts a square steel tube concrete structure. A second transition section of a certain length is set at the intersection with the arch foot 13 of the rear inclined giant arch and is embedded in the arch foot 13 of the rear inclined giant arch. The embedment length is determined by calculation.

[0044] The tie truss 3 is a steel planar truss structure, which uses intersecting welded circular tubes.

[0045] The vertical and horizontal displacements of the roof structure must meet the requirements of relevant specifications.

[0046] Large-span roof structures are more sensitive to wind loads and require wind tunnel testing.

[0047] The system is sensitive to temperature loads. The effects of temperature loads must be considered during calculation and analysis. The closure temperature during construction must be controlled, and a margin for deformation under temperature loads must be reserved to ensure structural safety.

[0048] Elastic buckling analysis and overall stability critical load analysis are required to prevent structural instability.

[0049] For elastic buckling analysis, this embodiment uses SAP2000 to perform preliminary elastic buckling analysis on the structure, considering multiple load cases including vertical load, wind load, temperature effect, and seismic action. The calculated length of the members under each load case is then calculated based on the results, making the design safer and more reasonable. The minimum eigenvalue for each buckling analysis load case is 15.3, meeting the requirement of a buckling factor of not less than 4.2 in the "Technical Specification for Spatial Grid Structures" (JGJ7-2010), indicating that the structure has sufficient stability. Specifically, the buckling factor under the "1.0DL+1.0LL" combined load case is 17.8, and the instability mode is anti-symmetric instability of the front arch. The corresponding buckling modes are as follows: Figure 3 As shown.

[0050] The membrane structure on the roof needs to use ETFE membrane material with a light transmittance of up to 95%.

[0051] The membrane structure adopts the form of an arched membrane, based on the arch rods set between two adjacent secondary trusses (tie trusses 3) of the main structure. Prestressed cables are connected between the arch rods, with a spacing of approximately 550 mm between the prestressed cables. The diameter of the prestressed cables is determined according to the length and size of the membrane surface, and ETFE membrane material is installed on the cables.

[0052] The prestressed cables and the membrane material are connected by a trouser sleeve.

[0053] Before installing the ETFE membrane material, the prestressed cables need to be tensioned and locked.

[0054] Deformation monitoring should be conducted throughout the entire construction process.

[0055] like Figure 4 The tie truss 3 is a steel structure, shaped like a fish-belly beam, connected at both ends to the front inclined giant arch 1 and the rear inclined giant arch 2, respectively. It includes an upper chord 16, a web member 17, and a lower chord 18. The upper chord 16 is located on the line connecting the center points of the front inclined giant arch 1 and the rear inclined giant arch 2. The upper chord 16 and the web member 17 are made of round steel pipes, while the lower chord 18 can be made of prefabricated steel tie rods or round steel pipes. The web member 17 is perpendicular to the upper chord 16. The upper chord 16 mainly bears compressive stress, while the lower chord 18 mainly bears tensile stress. To resist wind loads, the upper chord 16 is filled with concrete to increase weight while reducing material usage.

[0056] The tie truss 3 is hinged to the front inclined giant arch 1 and the rear inclined giant arch 2, which has high bending stiffness, saves materials, and has good overall stress performance. It not only has good mechanical properties, but also provides a good visual effect.

[0057] The tie truss 3 is connected to the front inclined giant arch 1 and the rear inclined giant arch 2 through connecting plates. The upper chord 16 is connected to the connecting plate by a cross plate, and the lower chord 18 is connected to the connecting plate by a pin.

[0058] like Figure 5 The lower part of the V-shaped inclined column 5 is supported on the cantilever beam of the grandstand structure, and the top is connected to the rear inclined giant arch 2. The V-shaped inclined column 5 is a reinforced concrete column, and the rear inclined giant arch 2 is a steel-concrete composite column. The connection between the V-shaped inclined column 5 and the rear inclined giant arch 2 has a complex structure. In order to meet the stress requirements, a trapezoidal opening is set at the intersection of the rear inclined giant arch 2 and the V-shaped inclined column 5. The steel bars of the V-shaped inclined column 5 are anchored into the rear inclined giant arch 2 through the opening. At the same time, the rear inclined giant arch 2 is equipped with X-shaped cross shear steel plates 19. Shear steel bars are also set in the middle and lower part of the X-shaped cross shear steel plates 19 to better meet the force transmission. The X-shaped cross shear steel plates 19 are anchored into the V-shaped inclined column 5, and then concrete is poured through the reserved grouting holes.

[0059] To achieve the seismic design goal of "no damage in minor earthquakes, repairable in moderate earthquakes, and no collapse in major earthquakes" and improve the seismic safety of the structure, this project conducts performance-based design of the lateral force-resistant structure. According to the "Technical Specification for Concrete Structures of High-Rise Buildings" (JGJ 3—2010), the performance target is set as C. The performance level and performance target of the structural components under various seismic loads are shown in Table 1.

[0060] Table 1 Performance Objectives

[0061]

[0062] In Table 1, the front arch and the rear arch are abbreviations for the front inclined giant arch 1 and the rear inclined giant arch 2, respectively.

[0063] The above embodiments are preferred implementation modes of the present invention, but the implementation modes of the present invention are not limited to the above embodiments. Any other changes, modifications, substitutions, combinations, and simplifications that do not deviate from the spirit and principles of the present invention should be considered as equivalent replacement methods and are included in the scope of protection of the present invention.

Claims

1. A tension-resistance asymmetric double-arch large-span stadium roof structure, characterized in that, It includes a front inclined giant arch (1) and a rear inclined giant arch (2). The front inclined giant arch (1) and the rear inclined giant arch (2) are connected by several tie trusses (3) to form a self-balancing system. The two ends of the rear inclined giant arch (2) are supported by "tree branch" shaped arch foot columns (4), and the part between the two ends is supported by several V-shaped inclined columns (5) set on the grandstand structure (15); the front inclined giant arch (1) is only connected to the "tree branch" shaped arch foot columns (4) at both ends, and has no connection with the grandstand structure (15). The "tree branch" shaped arch foot column (4) includes an inclined column (6) that is directly connected to the foundation at one end, and a first branch column (7) and a second branch column (8) that branch off from the other end of the inclined column (6); it also includes a column (9) that is directly connected to the foundation at one end, and a third branch column (10) and a fourth branch column (11) that branch off from the other end of the column (9); the column (9) is located inside the inclined column (6); the first branch column (7) and the third branch column (10) intersect along the curve at the arch foot (12) of the front inclined giant arch and are connected to the front inclined giant arch (1); the second branch column (8) and the fourth branch column (11) intersect along the curve at the arch foot (13) of the rear inclined giant arch and are connected to the rear inclined giant arch (2).

2. The tensioned asymmetric double-arch large-span stadium roof structure according to claim 1, characterized in that, The front inclined giant arch (1) has a first transition section of a preset length at both ends, and the curves of the first branch column (7) and the third branch column (10) intersect at the arch foot (12) of the front inclined giant arch. The first transition section is embedded in the arch foot (12) of the front inclined giant arch. The rear inclined giant arch (2) has a second transition section of a preset length at both ends, and the curves of the second branch column (8) and the fourth branch column (11) intersect at the arch foot (13) of the rear inclined giant arch. The second transition section is embedded in the arch foot (13) of the rear inclined giant arch.

3. The tensioned asymmetric double-arch large-span stadium roof structure according to claim 2, characterized in that, A support rod (14) is provided between the front inclined giant arch foot (12) and the rear inclined giant arch foot (13).

4. The tension-resistance asymmetric double-arch large-span stadium roof structure according to claim 2, characterized in that, The cross-sections of the front inclined giant arch foot (12) and the rear inclined giant arch foot (13) are variable cross-sections, gradually decreasing in size along the direction of the front inclined giant arch (1) and the rear inclined giant arch (2).

5. The tensioned asymmetric double-arch large-span stadium roof structure according to claim 1, characterized in that, The lower part of the V-shaped inclined column (5) is supported on the cantilever beam of the grandstand structure (15), and the upper part is connected to the rear inclined giant arch (2). A trapezoidal opening is set at the intersection of the rear inclined giant arch (2) and the V-shaped inclined column (5). The steel bars in the V-shaped inclined column (5) are anchored into the rear inclined giant arch (2) through the opening of the trapezoidal opening. At the same time, the rear inclined giant arch (2) is equipped with several X-shaped cross shear steel plates (19). The lower part of the X-shaped cross shear steel plates (19) is anchored into two adjacent V-shaped inclined columns (5).

6. The tensioned asymmetric double-arch large-span stadium roof structure according to claim 1, characterized in that, The front inclined giant arch (1) and the rear inclined giant arch (2) are placed horizontally and inclined, not perpendicular to the ground, and set at a preset angle with the horizontal direction, and are arranged asymmetrically; at the same time, the front inclined giant arch (1) is higher than the rear inclined giant arch (2).

7. The tensioned asymmetric double-arch large-span stadium roof structure according to claim 1, characterized in that, The area between the front inclined giant arch (1) and the rear inclined giant arch (2) forms a roof, and a membrane structure is covered on the roof; several small arch beams are arranged at intervals between the tie trusses (3) in the direction perpendicular to the tie trusses (3), and several prestressed cables are arranged at intervals in the direction parallel to the tie trusses (3).

8. The tensioned asymmetric double-arch large-span stadium roof structure according to claim 1, characterized in that, The bottom of the "tree branch" shaped arch foot column (4) is embedded with a post-tensioned prestressed tie rod.

9. The tensioned asymmetric double-arch large-span stadium roof structure according to claim 1, characterized in that, The tie truss (3) is hinged to the front inclined giant arch (1) and the rear inclined giant arch (2); the tie truss (3) includes an upper chord (16), a web member (17) and a lower chord (18). The two ends of the upper chord (16) are respectively located on the line connecting the center points of the front inclined giant arch (1) and the rear inclined giant arch (2), and concrete is poured into the upper chord (16); one end of the web member (17) is perpendicular to the upper chord (16), and the other end is connected to the lower chord (18).

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