Opposite-pulling asymmetric double-arch large-span stadium roof structure

Abstract

The utility model discloses an opposite-pulling asymmetric double-arch large-span stadium roof structure which comprises a front inclined giant arch and a rear inclined giant arch, and the front inclined giant arch and the rear inclined giant arch are connected through a plurality of opposite-pulling trusses to form a self-balancing system. The two ends of the rear inclined huge arch are supported by crotch-shaped arch foot columns, and the part between the two ends is supported by a plurality of V-shaped inclined columns arranged on the stand structure; only the two ends of the front inclined huge arch are connected with the crotch-shaped arch foot columns, and the front inclined huge arch is not connected with the stand structure. The large-span stadium roof overcomes the defects of an existing large-span stadium roof, and solves the problems that an existing stadium roof structural component is large in size, a building is heavy, the space sense and the light sense of the building cannot be highlighted, natural lighting cannot be achieved, and energy consumption is high.

Description

Technical Field

[0001] The utility model relates to the field of large-span roof structures, in particular to a large-span stadium roof structure with asymmetrical double arches. Background Art

[0002] Stadiums are used to hold various sports competitions, training and sports activities. The scale can range from small community venues to large professional venues to meet the needs of sports activities at different levels and scales. The highlight, focus and difficulty of stadium design is usually its roof structure. The roof structure of large stadiums is generally large-span to cover a wide playing field without the need for intermediate support columns.

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

[0004] Therefore, it is necessary to balance the relationship between structure and aesthetics during the design process so that the roof can meet functional requirements and be visually attractive. The design of the stadium roof involves a lot of engineering and material investment, and cost control is an important consideration. It is necessary to reduce the construction and maintenance costs as much as possible while ensuring structural safety and functionality to ensure the economic feasibility of the project.

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

[0006] Among them, the spatial grid structure is a complex three-dimensional grid structure composed of steel pipes or steel trusses. Its components are arranged in three dimensions in space, which results in a large number of rods at the intersections and nodes. The production and installation are complicated, the installation, construction and maintenance costs are high, and the space appears slightly messy.

[0007] The dome structure uses arcs or curved surfaces as the basic form in architecture. Through special structural design and construction technology, multiple arc-shaped or curved surface elements are combined into an overall architectural form. It requires high installation accuracy, special connection devices for on-site installation, and high requirements for nodes.

[0008] The membrane structure is made of soft fabric with excellent performance. The membrane surface is supported by the air pressure inside the membrane, or a certain pre-tension is generated by flexible steel cables or rigid support structures, thus forming a structural system with a certain rigidity that can cover a large space. Due to the particularity of the stress-bearing material, the membrane structure has poor durability and a design life of 15-25 years. Due to the continuity of the film tension, local damage will cause the collapse of the entire membrane structure. It is sensitive to climate reactions and is prone to "bag-like" phenomena in extreme wind and rain weather, causing the membrane material to tear.

[0009] The cable suspension structure uses cables as the basic load-bearing components and arranges the cables according to certain rules to form a structural system. The force analysis of the cable suspension structure is complex, the stability is poor, the subsequent maintenance cost is high, and it is sensitive to temperature. Utility Model Content

[0010] The purpose of the utility model is to overcome the shortcomings and deficiencies of the prior art and to provide a pulled asymmetric double-arch large-span stadium roof structure, which is used to overcome the defects of the existing large-span stadium roofs and solve the problems of the existing stadium roof structure components being large in scale, the building being bulky, the inability to highlight the sense of space and lightness of the building, the inability to achieve natural lighting, and the high energy consumption.

[0011] The purpose of the utility model is achieved through the following technical solutions:

[0012] A tensioned asymmetric double-arch large-span stadium roof structure, comprising a front oblique giant arch and a rear oblique giant arch, the front oblique giant arch and the rear oblique giant arch are connected by a plurality of tensioned trusses to form a self-balancing system;

[0013] The two ends of the rear slanted giant arch are supported by "tree branch" shaped arch foot columns, and the part between the two ends is supported by a number of V-shaped slanted columns set on the stand structure; the front slanted giant arch is only connected to the "tree branch" shaped arch foot columns at its two ends, and has no connection with the stand 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 is divided into a first and a second forked column; it also includes a vertical column with one end directly connected to the foundation, and the other end of the vertical column is divided into a third and a fourth forked column; the vertical column is located on the inner side of the inclined column; the first and third forked columns intersect along a curve at the arch foot of the front oblique giant arch and are connected to the front oblique giant arch, and the second and fourth forked columns intersect along a curve at the arch foot of the rear oblique giant arch and are connected to the rear oblique giant arch.

[0015] A first transition section of a preset length is arranged at both ends of the front oblique giant arch, the first and third forked column curves intersect at the arch foot of the front oblique giant arch, and the first transition section is buried in the arch foot of the front oblique giant arch; a second transition section of a preset length is arranged at both ends of the rear oblique giant arch, the second and fourth forked column curves intersect at the arch foot of the rear oblique giant arch, and the second transition section is buried in the arch foot of the rear oblique giant arch.

[0016] A support rod is arranged between the front oblique giant arch foot and the rear oblique giant arch foot.

[0017] The cross-sections of the arch feet of the front oblique giant arch and the arch feet of the rear oblique giant arch are variable cross-sections, which gradually become smaller along the direction of the front oblique giant arch and the rear oblique giant arch.

[0018] The lower part of the V-shaped inclined column is supported on the cantilever beam of the stand 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, and 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, a plurality of X-shaped cross shear steel plates are set on the rear inclined giant arch, and the lower parts of the X-shaped cross shear steel plates are respectively anchored into two adjacent V-shaped inclined columns.

[0019] The front oblique giant arch and the rear oblique giant arch are placed horizontally and tilted, not perpendicular to the ground, set at a preset angle with the horizontal direction, and arranged asymmetrically; at the same time, the front oblique giant arch is higher than the rear oblique giant arch.

[0020] The area between the front oblique giant arch and the rear oblique giant arch forms a roof, and the roof is covered with a membrane structure; a number of small arch beams are arranged between the tension trusses at intervals perpendicular to the direction of the tension trusses, and a number of prestressed cables are arranged at intervals parallel to the direction of the tension trusses.

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

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

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

[0024] 1. The utility model provides an innovative system for the roof structure of a large-span stadium. The key points of the system are as follows: 1) the classic arch structure is applied to the roof structure of a large-span stadium, and the arch structure is fully utilized 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 materials, and a larger span can be achieved with a smaller cross-section, with higher bearing capacity and good economic effect; 2) the system cleverly uses steel trusses to tie the front arch to the rear arch, balancing the forces of the front and rear arches, so that the front arch can achieve a large span of more than 100m without any support in the middle, realizing the architect's high pursuit of lightness, simplicity and futuristic sense of the spatial structure.

[0025] 2. The asymmetric double arch and tension truss of the utility model is like a fully drawn bow and arrow. Through the self-balanced force of the system part, the beautiful curved roof shape of the building is realized, and the perfect unity of the structural system, architectural shape and function is achieved. In order to achieve green building with low energy consumption, the building hopes to have natural lighting, and selects ETFE membrane material with a light transmittance of up to 95%. The membrane material has high light transmittance, strong self-cleaning property, good durability, thin film material, and colorless, but the tensile strength is low, and it needs to be coordinated with the force through the prestressed cable. The force mode of the prestressed cable arranged parallel to the steel truss is the same as that of the steel truss. The self-balanced cable structure of the front and rear arches can be used to bear the force. The change in the internal force of the relevant components before and after the tension is applied does not exceed 10%, which can avoid the increase in the cross section of the components caused by the arrangement of the cable of the membrane structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0026] Figure 1 It is a structural schematic diagram of the asymmetric double-arch large-span stadium roof structure described in the utility model.

[0027] Figure 2 It is a schematic structural diagram of the "tree branch" shaped arch foot column described in the utility model.

[0028] Figure 3 Schematic diagram of the instability mode (λ=17.8) under the “1.0DL+1.0LL” combination condition.

[0029] Figure 4 This is a structural diagram of the tension truss.

[0030] Figure 5 This is a schematic diagram of the connection between the rear oblique giant arch and the V-shaped oblique columns.

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

[0032] 1-front oblique giant arch, 2-rear oblique giant arch, 3-tension truss, 4-"tree branch" shaped arch foot column, 5-V-shaped oblique column, 6-oblique column, 7-first bifurcated column, 8-second bifurcated column, 9-vertical column, 10-third bifurcated column, 11-fourth bifurcated column, 12-front oblique giant arch foot, 13-rear oblique giant arch foot, 14-support rod, 15-stand structure, 16-upper chord, 17-web rod, 18-lower chord, 19-X-shaped cross shear steel plate. DETAILED DESCRIPTION

[0033] The present invention is further described in detail below in conjunction with embodiments and drawings, but the implementation manner of the present invention is not limited thereto.

[0034] like Figure 1 and Figure 2, a tensioned asymmetric double-arch large-span stadium roof structure, which is a new type of large-span roof structure, including two front and rear oblique giant arches with a span greater than 100m (i.e., the front oblique giant arch 1 and the rear oblique giant arch 2) and a tensioned truss 3 connecting them with a span of 20 to 70m. The rear oblique giant arch 2 is supported by "tree branch"-shaped arch foot columns 4 at both ends and a V-shaped oblique column 5 supported on the stand structure 15, and the front oblique giant arch 1 is only connected to the "tree branch"-shaped arch foot columns 4 at both ends, and has no connection with the stand structure 15. Small arch beams are set at intervals of 5m between the tension 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%. The material has high light transmittance, strong self-cleaning properties, good durability, and the membrane material is thin and colorless. The prestressed cables with an interval of about 550mm parallel to the direction of the steel truss are used to ensure that the membrane structure is stressed.

[0035] The front oblique giant arch 1 and the rear oblique giant arch 2 are placed horizontally and obliquely, not perpendicular to the ground, and have a certain angle with the horizontal direction, which is generally between 10 and 15 degrees, and are arranged asymmetrically. The front oblique giant arch 1 is higher than the rear oblique giant arch 2.

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

[0037] The tension truss 3 between the front oblique giant arch 1 and the rear oblique giant arch 2 not only bears the self-weight of the truss, the roof membrane structure and the vertical load of the ceiling structure, but also plays the role of tensioning and balancing the front oblique giant arch 1 and the rear oblique giant arch 2. The tension truss 3 can be a tension steel truss.

[0038] A pull rod needs to be buried at the bottom of the "tree branch"-shaped arch foot column 4 to balance the thrust of the arch foot and form a self-balancing structural system.

[0039] The bottom of the "tree branch" shaped arch foot column 4 is composed of a vertical column 9 perpendicular to the ground and an inclined column 6 with a certain angle to the ground. The two columns rise to a certain height and branch into four columns, among which the inclined column 6 branches into a first forked column 7 and a second forked column 8, and the vertical column 9 branches into a third forked column 10 and a fourth forked column 11. The first forked column 7 and the third forked column 10 meet along a curve at the front oblique giant arch foot 12 and are connected to the front oblique giant arch 1. The second forked column 8 and the fourth forked column 11 meet along a curve at the rear oblique giant arch foot 13 and are connected to the rear oblique giant arch 2.

[0040] A support rod 14 is arranged between the front oblique giant arch foot 12 and the rear oblique giant arch foot 13 .

[0041] The front oblique giant arch 1 and the rear oblique giant arch 2 usually adopt steel structure or steel tube concrete structure to facilitate on-site construction and installation and shorten the construction period.

[0042] The front oblique giant arch 1 is made of a round steel pipe, and a first transition section of a certain length is arranged at the intersection with the front oblique giant arch arch foot 12 to bury the front oblique giant arch arch foot 12, and the buried length is determined by calculation.

[0043] The rear oblique giant arch 2 has a need for weight bearing, and a square steel tube concrete structure is adopted. A second transition section of a certain length is arranged at the intersection with the rear oblique giant arch arch foot 13 to bury the rear oblique giant arch arch foot 13, and the burying length is determined by calculation.

[0044] The tension truss 3 adopts a steel structure plane truss, which is welded by intersecting round tubes.

[0045] The vertical displacement, horizontal displacement and other deformations of the roof structure must meet the requirements of relevant specifications.

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

[0047] The system is sensitive to temperature loads. The temperature load effect must be considered during calculation and analysis, the construction closing temperature must be controlled, and a temperature load deformation margin 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 a preliminary elastic buckling analysis on the structure, taking into account the combination of vertical loads, wind loads, temperature effects, and earthquake effects, and back-calculates the calculated length of the components under each condition based on the calculation results, making the design safer and more reasonable. The minimum characteristic value of each buckling analysis condition is 15.3, which meets the requirement of the "Technical Code for Spatial Grid Structures" (JGJ7-2010) that the buckling factor is not less than 4.2. It can be seen that the structure has sufficient stability. Among them, the buckling factor under the "1.0DL+1.0LL" combination condition is 17.8, and the instability mode is the antisymmetric instability of the front arch. The corresponding buckling mode is as follows Figure 3 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 arch membrane. Based on the arch rods set between two adjacent secondary trusses (tension trusses 3) of the main structure, prestressed cables are connected between the arch rods. The spacing between the prestressed cables is about 550mm. The diameter of the prestressed cables is determined according to the length and the size of the membrane surface. ETFE membrane materials are installed on the cables.

[0052] The prestressed cables and membrane materials are connected by trouser sleeves.

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

[0054] Deformation monitoring should be carried out throughout the construction process.

[0055] like Figure 4 The tension truss 3 is a steel structure with a shape similar to a fish belly beam. Its two ends are connected to the front oblique giant arch 1 and the rear oblique giant arch 2 respectively, and include an upper chord 16, a web 17 and a lower chord 18. The upper chord 16 is located on the center point connecting the front oblique giant arch 1 and the rear oblique giant arch 2. The upper chord 16 and the web 17 are made of round steel pipes, and the lower chord 18 can be made of finished steel tie rods or round steel pipes. The web 17 is perpendicular to the upper chord 16. The upper chord 16 mainly bears pressure, and the lower chord 18 mainly bears tension. In order to resist wind loads, the upper chord 16 is poured with concrete to increase the weight while reducing the amount of materials.

[0056] The tension truss 3 is hinged with the front oblique giant arch 1 and the rear oblique giant arch 2, and has the advantages of large bending rigidity, material saving, and good overall force-bearing performance. It not only has good mechanical properties, but also provides good visual effects.

[0057] The tension truss 3 is connected to the front oblique giant arch 1 and the rear oblique giant arch 2 through a connecting plate, 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 shaft.

[0058] like Figure 5 The lower part of the V-shaped inclined column 5 is supported on the cantilever beam of the stand 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 steel-concrete. The structure of the position where the V-shaped inclined column 5 is connected to the rear inclined giant arch 2 is complex. In order to meet the force requirements, the rear inclined giant arch 2 is provided with a trapezoidal opening at the intersection with 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 provided with an X-shaped cross shear steel plate 19, and the middle and lower parts of the X-shaped cross shear steel plate 19 are also provided with shear steel bars to better meet the force transmission. The X-shaped cross shear steel plate 19 is anchored into the V-shaped inclined column 5, and then concrete is poured through the reserved grouting holes.

[0059] In order to achieve the seismic design goal of “no damage in small earthquakes, repairable in medium earthquakes, and no collapse in large earthquakes” and improve the seismic safety of the structure, this project carried out performance-based design of the lateral force resisting structure. According to the Technical Code for Concrete Structures of High-rise Buildings (JGJ3-2010), the performance target was set as C. The performance levels and performance targets of structural components under various levels of earthquakes are shown in Table 1.

[0060] Table 1 Performance objectives

[0061]

[0062] In Table 1, the front arch and the rear arch are the abbreviations of the front oblique giant arch 1 and the rear oblique 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 by the above embodiments. Any other changes, modifications, substitutions, combinations, and simplifications that do not deviate from the spirit and principle of the present invention should be equivalent replacement methods and are included in the protection scope of the present invention.

Claims

1. A double-arch long-span stadium roof structure with asymmetric tension, characterized in that: The invention comprises a front oblique giant arch (1) and a rear oblique giant arch (2), wherein the front oblique giant arch (1) and the rear oblique giant arch (2) are connected by a plurality of tension trusses (3) to form a self-balancing system; the front oblique giant arch (1) and the rear oblique giant arch (2) are steel structures or steel tube concrete structures; The two ends of the rear oblique giant arch (2) are supported by "tree branch"-shaped arch foot columns (4), and the part between the two ends is supported by a plurality of V-shaped oblique columns (5) arranged on the stand structure (15); the front oblique giant arch (1) is only connected to the "tree branch"-shaped arch foot columns (4) at its two ends, and has no connection with the stand structure (15).

2. The asymmetric double-arch large-span stadium roof structure according to claim 1 is characterized in that: The "tree branch"-shaped arch foot column (4) comprises an inclined column (6) with one end directly connected to the foundation, and the other end of the inclined column (6) is divided into a first bifurcated column (7) and a second bifurcated column (8); it also comprises a vertical column (9) with one end directly connected to the foundation, and the other end of the vertical column (9) is divided into a third bifurcated column (10) and a fourth bifurcated column (11); the vertical column (9) is located on the inner side of the inclined column (6); the first bifurcated column (7) and the third bifurcated column (10) intersect along a curve at the front oblique giant arch foot (12) and are connected to the front oblique giant arch (1); the second bifurcated column (8) and the fourth bifurcated column (11) intersect along a curve at the rear oblique giant arch foot (13) and are connected to the rear oblique giant arch (2).

3. The asymmetric double-arch large-span stadium roof structure according to claim 2 is characterized in that: A first transition section of a preset length is arranged at both ends of the front oblique giant arch (1), a first bifurcated column (7) and a third bifurcated column (10) curve and intersect at an arch foot (12) of the front oblique giant arch, and the first transition section is embedded in the arch foot (12) of the front oblique giant arch; a second transition section of a preset length is arranged at both ends of the rear oblique giant arch (2), a second bifurcated column (8) and a fourth bifurcated column (11) curve and intersect at an arch foot (13) of the rear oblique giant arch, and the second transition section is embedded in the arch foot (13) of the rear oblique giant arch.

4. The asymmetric double-arch large-span stadium roof structure according to claim 3 is characterized in that: A support rod (14) is arranged between the front oblique giant arch foot (12) and the rear oblique giant arch foot (13).

5. The asymmetric double-arch large-span stadium roof structure according to claim 3 is characterized in that: The cross sections of the front oblique giant arch foot (12) and the rear oblique giant arch foot (13) are variable cross sections, which gradually become smaller in the direction of the front oblique giant arch (1) and the rear oblique giant arch (2).

6. The asymmetric double-arch large-span stadium roof structure according to claim 1 is characterized in that: The lower part of the V-shaped inclined column (5) is supported on the cantilever beam of the stand structure (15), and the upper part is connected to the rear inclined giant arch (2); a trapezoidal opening is arranged at the intersection of the rear inclined giant arch (2) and the V-shaped inclined column (5), and 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, a plurality of X-shaped cross shear steel plates (19) are arranged on the rear inclined giant arch (2), and the lower parts of the X-shaped cross shear steel plates (19) are respectively anchored into two adjacent V-shaped inclined columns (5).

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

8. The asymmetric double-arch large-span stadium roof structure according to claim 1 is characterized in that: The area between the front oblique giant arch (1) and the rear oblique giant arch (2) forms a roof, and the roof is covered with a membrane structure; a plurality of small arch beams are arranged at intervals between the tension trusses (3) in a direction perpendicular to the tension trusses (3), and a plurality of prestressed cables are arranged at intervals in a direction parallel to the tension trusses (3).

9. The asymmetric double-arch large-span stadium roof structure according to claim 1 is characterized in that: A post-tensioned prestressed tie rod is buried at the bottom of the "tree branch"-shaped arch foot column (4).

10. The asymmetric double-arch large-span stadium roof structure according to claim 1 is characterized in that: The tension truss (3) is hinged to the front oblique giant arch (1) and the rear oblique giant arch (2); the tension truss (3) comprises 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 a line connecting the center points of the front oblique giant arch (1) and the rear oblique giant arch (2); 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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