Construction method for spherical self-balancing steel latticed shell

Abstract

The invention discloses a construction method of a spherical self-balancing steel latticed shell. The construction method comprises the following steps that 1, delta wing steel columns and an annular waist beam are installed; 2, a center ring beam is installed; 3, supporting columns are arranged at the top of the core tube, a roof unit is divided into an upper section and a lower section, main rod pieces are hoisted one by one, the lower ends of the main rod pieces are temporarily connected to the annular waist beam, the upper ends of the main rod pieces are supported on the supporting columns, and web members between the main rod pieces are installed; assembling an upper-section roof unit on the ground, hoisting the upper-section roof unit, temporarily connecting the upper end of the upper-section roof unit with the central ring beam, temporarily connecting the lower end of the upper-section roof unit with the lower-section roof unit, and welding the upper-section roof unit and the lower-section roof unit to form an integral roof unit; and 4, after two adjacent roof units are installed, the two roof units are connected through an inlaying rod. The problem that the construction progress is slowed down due to insufficient splicing space in a narrow site is solved.

Description

Technical Field

[0001] The invention relates to the technical field of steel structure construction, in particular to a construction method of a spherical self-balancing steel lattice shell. Background Art

[0002] A theater is a place dedicated to performing drama, drama, opera, song and dance, folk art, music and other entertainment, usually divided into a stage and an auditorium. With the continuous development of society, more and more steel building structures are used. Steel structure buildings have obvious advantages in environmental protection, energy saving, high efficiency, and factory production. For some stadiums, theaters and airports, pure steel structures can be used to speed up construction and increase the use space of the building.

[0003] The existing acrobatic art center project has a steel structure as the main structure, with a regular 24-sided polygon in the plane, a diameter of 78m at the widest point in the middle, a single-story above ground structure with a height of 41.8m, and two underground floors. The stage is a lifting stage, and the main body adopts a folded plate single-layer steel roof structure, which is the main load-bearing and lateral resistance system of the structure. The roof structure consists of 16 standard steel roof units. The bottom of the roof structure is connected to the finished hinge support of the top of the basement concrete column through the triangular wing steel column, and the top is connected to the central ring beam. The top of the triangular wing steel column is connected as a whole through a circular waist beam, and the core tube adopts a shear wall. The following problems exist in the construction of the steel structure: 1. The site is small, and the steel roof is hoisted in blocks, which all need to be assembled on the ground. The site requirements are large, and the actual area on site is seriously insufficient, which affects the construction progress; 2. The center ring beam is high in the air, and its bottom faces the opening of the lifting stage, which makes the height of the lattice column supporting the lower part of the center ring beam too high. As the height of the lattice column is too high, the slenderness ratio increases, which makes it more likely to buckle, resulting in bending or twisting, and there are stability and safety issues; 3. During the installation process of the steel roof, force is applied to the center ring beam, which can easily cause deformation of the center ring beam. Summary of the invention

[0004] In view of the above problems, the present invention provides a spherical self-balancing steel lattice shell construction method.

[0005] In order to solve the above technical problems, the present invention adopts the following technical solutions: The present invention provides a spherical self-balancing steel lattice shell construction method, comprising the following steps: Step 1: Install delta wing steel columns and connect the annular waist beams between delta wing steel columns; Step 2: Set up a support structure under the center ring beam, hoist the center ring beam, and support the center ring beam on the support structure; Step 3: Divide the steel roof into multiple roof units. The roof units are connected by patch bars. Support columns are set at the top of the core tube to divide the roof units into upper and lower sections. The lower-section roof units are divided into main members and web members connecting between the main members. Hoist the main members one by one, temporarily connect the lower ends of the main members to the ring girders, and support the upper ends on the support columns, then install the web members between the main members; Assemble the upper-section roof units on the ground, hoist the upper-section roof units, temporarily connect the upper ends of the upper-section roof units to the central ring beam and the lower ends to the lower-section roof units, and then weld the upper-section roof units and the lower-section roof units to form an integral roof unit. Step 4: Hoist the integral roof unit to the installation position, rigidly connect its upper end to the central ring beam and the lower end to the triangular wing steel columns. After the installation of two adjacent roof units is completed, connect the patch bars between them.

[0006] For a spherical self-balancing steel reticulated shell construction method of the present invention, further, it also includes a ground assembly site. The integral assembly of the roof units is carried out at the ground assembly site, and then the roof units are hoisted to the installation position for lifting.

[0007] For a spherical self-balancing steel reticulated shell construction method of the present invention, further, it also includes a falsework structure. The falsework structure includes roadbed boxes arranged at intervals along the length direction of the roof unit, vertical poles arranged on the roadbed boxes to support the middle main members, support columns arranged on the roadbed boxes and on both sides of the roof unit, and crossbeams connecting between the support columns. A bracket is fixedly arranged on the side of the support column, and the outer main members are supported on the bracket. A cantilever rod is cantilever-mounted on the crossbeam towards the inner side of the roof unit, and a walkway board is laid on the cantilever rod. When assembling the roof unit, first hoist the main members onto the falsework structure, and the vertical poles and brackets support and position the main members, and then install the web members between the main members. When connecting the main members and the web members, the workers weld them on the walkway board.

[0008] For a spherical self-balancing steel reticulated shell construction method of the present invention, further, when assembling the lower-section roof units on the core tube, an installation beam is set below the main members. One end of the installation beam is fixedly connected to the ring girder, and the other end is fixedly connected to the core tube. Steel platforms are cantilever-mounted at intervals along the length direction of the installation beam, and the workers carry out the welding construction of the web members and the main members on the steel platforms.

[0009] For a spherical self-balancing steel reticulated shell construction method of the present invention, further, climbing bars are fixedly installed along the length direction on the upper end surfaces of the main members of the lower-section roof units. The climbing bars are arranged in pairs, and cross bars are arranged at intervals between the climbing bars. The cross bars and the climbing bars form a climbing ladder structure. After the main members are hoisted in place, the workers climb to the hooking position through the climbing ladder structure to unhook.

[0010] A construction method of a spherical self - balancing steel reticulated shell. Further, a transition beam is arranged on the dropped slab at the stage opening. A support short column is fixedly installed on the transition beam. A sleeper beam spanning the stage opening is arranged on the support short column. A steel beam is arranged on the sleeper beam, and a steel plate is fully paved on the steel beam to form a platform. The support structure is supported on the platform. A temporary support is arranged at the position corresponding to the support structure below the stage opening. The upper end of the temporary support is supported on the sleeper beam, and the lower end is connected to the foundation pit bottom slab.

[0011] A construction method of a spherical self - balancing steel reticulated shell. Further, the triangular - wing steel columns are spliced on the ground and installed by the method of integral hoisting. During installation, the lower end of the triangular - wing steel column is connected to the hinge support at the installation position. Then, starting from the first triangular - wing steel column, the remaining triangular - wing steel columns are alternately installed to the left and right sides, and the annular waist beam between the triangular - wing steel columns is installed synchronously.

[0012] A construction method of a spherical self - balancing steel reticulated shell. Further, after the installation of the first triangular - wing steel column, it is supported by two symmetrically arranged diagonal braces. As the triangular - wing steel columns are installed, a new - installed triangular - wing steel column is supported by one diagonal brace, and the diagonal brace is supported on the main column of the triangular - wing steel column facing the side to be installed.

[0013] A construction method of a spherical self - balancing steel reticulated shell. Further, the central ring beam is hoisted in sections and assembled integrally at high altitude. After assembly, a support steel pipe is arranged at the inner diameter of the central ring beam.

[0014] A construction method of a spherical self - balancing steel reticulated shell. Further, when installing the roof units, they are symmetrically installed with their center as the center of the circle. After the installation of every two adjacent roof units, the connecting rods between them are connected.

[0015] Compared with the prior art, the present invention has the following beneficial effects: 1. By combining the ground falsework assembly and the high - altitude falsework assembly methods to assemble the roof units simultaneously, the problem of narrow site is solved, and the construction progress is effectively improved. 2. The present application uses the existing core - tube structure and the already installed annular waist beam as falsework to assemble the roof units, solving the problem of insufficient site. At the same time, the roof units are divided into two sections. The lower - section falsework installs the web members and is assembled into a unit for integral hoisting, and the upper - section is assembled on the ground and assembled at high altitude, reducing the high - altitude welding construction, with faster construction efficiency and higher safety. 3. An installation beam is arranged at the lower part of the main members. The installation beam takes the already installed annular waist beam and the core - tube as the installation base points, and a steel platform is cantilever - installed on the installation beam, solving the problem of setting up the construction platform for high - altitude assembly. 4. A ladder structure is arranged on the main members, which is convenient for construction workers to climb onto the main members for unhooking, with convenient construction and high safety. 5. In this application, the support structure is divided into two sections. The lower section is integrated with the building structure, and the upper section is supported on the plugging structure formed by the temporary support of the lower section, ensuring the support stability of the support structure. On the other hand, by setting it in sections, the lower section forms an integral body with the main structure, reducing the slenderness ratio of the lattice column and enhancing the stability. On the other hand, by forming a plug for the stage opening in the lower section of the support structure, the safety of the ground construction personnel is ensured and the construction requirements for the subsequent first-floor slab as an assembly site are met, providing strong support for the subsequent construction and solving to a certain extent the problems of narrow site and slow construction progress.

[0016] The present invention will be further described below with reference to the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] Figure 1 is a schematic structural diagram of the present invention; Figure 2 is a schematic installation structure diagram of the triangular wing steel column of the present invention; Figure 3 is a schematic sectional installation diagram of the central ring beam of the present invention; Figure 4 is a schematic diagram of the completion of the central ring installation of the present invention; Figure 5 is a schematic plugging diagram of the stage opening of the present invention; Figure 6 is a plugging node diagram at the dropped slab of the present invention; Figure 7 is a schematic ground assembly diagram of the roof unit of the present invention; Figure 8 is a schematic assembly diagram of the roof unit on the core tube of the present invention; Figure 9 is a detailed assembly diagram on the core tube of the present invention; Figure 10 is a schematic installation diagram of the first roof unit of the present invention; Figure 11 is a schematic installation diagram of the second roof unit of the present invention; Figure 12 is a schematic installation diagram of the third and fourth roof units of the present invention; Figure 13 is a schematic installation diagram of the patch rod of the present invention; Figure 14 is a schematic cyclic installation diagram of the roof unit of the present invention.

[0018] Reference numerals: 1. Triangular wing steel column; 2. Ring-shaped waist beam; 3. Diagonal brace; 4. Central ring beam; 5. Support structure; 6. Stage opening; 7. Drop slab; 8. Transition beam; 9. Support short column; 10. Temporary support; 11. Sleeper beam; 12. Steel beam; 13. Steel roof; 14. Roof unit; 14.1 Main member; 14.2 Web member; 15. Filler bar; 16. Roadbed box; 17. Vertical pole; 18. Support column; 19. Cross beam; 20. Cantilever bar; 21. Walkway board; 22. Support column; 23. Core tube; 24. Installation beam; 25. Steel platform; 26. Climbing bar; 27. Cross bar. Detailed implementation method

[0019] As Figures 1 - 14 shown, the present invention discloses a construction method for a spherical self-balanced steel latticed shell. Taking the specific implementation project of this application as an example, the method includes the following steps: Step 1: Installation of triangular wing steel column 1: In the embodiment of this application, the triangular wing steel column 1 has a total of twenty-four segments. The segment height is 22m, the width is 9.9m, and the maximum weight is about 26.9t. After the components of the triangular wing steel column 1 enter the site, a jig is set on the ground for overall splicing. After splicing is completed, a crawler crane is used for segmental hoisting. During installation, the lower end of the triangular wing steel column 1 is connected to a hinge support preset at the installation position. Then, starting from the first triangular wing steel column 1, the remaining triangular wing steel columns 1 are alternately installed on the left and right sides. After every two adjacent triangular wing steel columns 1 are installed, the ring-shaped waist beam 2 between the triangular wing steel columns 1 is installed synchronously. The ring-shaped waist beam 2 is connected to the upper end of the triangular wing steel column 1, connecting the installed triangular wing steel columns 1 to form a stable unit, ensuring the installation stability of the triangular wing steel column 1. After the twenty-four triangular wing steel columns 1 are installed, a circumferential stable structure is formed.

[0020] Among them, after the triangular wing steel column 1 is installed in place, to ensure its lateral stability and deformation, after the first triangular wing steel column 1 is installed, two symmetrically arranged diagonal braces 3 are used to support it. The upper end of the diagonal brace 3 is connected to the main column of the triangular wing steel column 1, and the lower end is installed on the constructed building structure. As the triangular wing steel column 1 is installed, a single diagonal brace 3 is used to support the newly installed triangular wing steel column 1. The diagonal brace 3 is supported on the main column of the triangular wing steel column 1 facing the side to be installed. The diagonal brace 3 is removed after the overall unloading of the steel structure.

[0021] Furthermore, the diagonal brace 3 is at least continuously arranged half along the circumference of the steel structure. By setting the diagonal brace 3 and its special arrangement method to support the triangular wing steel column 1, the lateral stability of the triangular wing steel column 1 can be ensured. At the same time, the above support method can ensure the anti-lateral effect of the triangular wing steel column 1 while reducing the number of diagonal braces 3.

[0022] Step 2: Installation of central ring beam 4: In the embodiment of the present application, the central ring beam 4 is composed of two circumferential box girders with staggered heights inside and outside. The central ring beam 4 is divided into six sections. After being processed in sections at the factory, it is transported to the site. A support structure 5 is arranged at the bottom of the central ring beam 4. In the embodiment of the present application, the support structure 5 is a lattice column. The support structure 5 is tied by a circular pipe at half of its height and is provided with a cross-shaped platform at the top. The cross-shaped platform is tied by I-shaped steel beams 12 to form a stable support system. A platform is cantilever-mounted outside the I-shaped steel beams 12 for construction workers to walk and operate. At the same time, negative difference columns are arranged on the cross-shaped platform and the I-shaped steel beams 12 to support the central ring beam 4. The central ring beam 4 is hoisted in sections and supported on the support structure 5. Workers perform welding connections between the sectional central ring beams 4 on the working platform.

[0023] After the welding of the central ring beam 4 is completed, a support steel pipe is arranged at the inner diameter of the central ring beam 4. The orientation of the support steel pipe is the connection direction of the first group of symmetrically installed roof units 14, so as to prevent deformation of the central ring beam 4 caused by the subsequent large-section symmetric hoisting of the roof units 14.

[0024] In addition, due to the large overhead height of the central ring beam 4 and the fact that it is directly opposite to the lifting stage opening 6 below, the height of the lower support lattice column of the central ring beam 4 is too high. As the height of the lattice column increases, the slenderness ratio increases, making it more prone to buckling, resulting in bending or twisting, and there are problems with stability and safety. Therefore, in the embodiment of the present application, a transition beam 8 is arranged on the dropped slab 7 at the stage opening 6. A support short column 9 is fixedly installed on the transition beam 8. A temporary support 10 is arranged below the stage opening 6. In the embodiment of the present application, the temporary support 10 is a lattice support. The lower end of the temporary support 10 is fixedly connected to the foundation pit bottom slab. A sleeper beam 11 is provided at an interval of one meter above. Both ends of the sleeper beam 11 are supported on the support short columns 9, and the temporary support 10 is supported at the bottom of the sleeper beam 11. Steel beams 12 are distributed at intervals on the sleeper beam 11, and steel plates are fully paved on the steel beams 12 to form a hole plugging. The support structure 5 is installed on the steel plates and the position of the support structure 5 corresponds axially to the position of the temporary support 10. In the present application, the support structure 5 is divided into two sections. The lower section is integrated with the building structure, and the upper section is supported on the plugging structure formed by the lower section of the temporary support 10, ensuring the support stability of the support structure 5. On the other hand, by setting it in sections, the lower section forms an integral body with the main structure, reducing the slenderness ratio of the lattice column and enhancing the stability. On the other hand, by forming the lower section of the support structure 5 to plug the stage opening 6, the safety of ground construction workers is ensured and the construction requirements for the subsequent first-floor slab as an assembly site are met, providing strong support for subsequent construction and solving the problems of small site area and slow construction progress to a certain extent.

[0025] Step 3: Installation of the steel roof 13: Since the steel roof 13 in the embodiment of the present application is a folded single-layer steel roof 13 structure, the steel roof 13 is divided into multiple roof units 14. Adjacent two roof units 14 are connected by patch bars 15. Since the maximum length of the roof unit 14 is about 38.3 m, the width is 9.7 m, and the height is 8 m, and the single-body volume is large, the requirement for the size of the construction site is extremely high. In the present application, due to the narrow site, when the steel roof 13 is hoisted in sections, all need to be assembled on the ground, and the site requirement is large, and the actual area on site is seriously insufficient, which seriously affects the construction progress. Therefore, in order to solve the above problems, the present application adopts the method of simultaneous construction of ground assembly and high-altitude assembly, solves the problem of insufficient site area, ensures the assembly efficiency of the roof unit 14, and shortens the construction period.

[0026] During ground assembly, the roof unit 14 can be assembled on the ground as a whole and hoisted as a whole according to the actual lifting weight requirement, or assembled in sections on the ground and assembled in sections at high altitude, and a support frame is set at the splicing point for support.

[0027] During ground assembly, a falsework structure is set on the assembly site. The site at the bottom of the falsework structure should be flat and solid, and at the same time meet the requirements of the foundation bearing capacity and the spliced components. The falsework structure includes roadbed boxes 16 arranged at intervals along the length direction of the roof unit 14, vertical poles 17 arranged on the roadbed boxes 16 to support the middle main members 14.1, support columns 18 arranged on the roadbed boxes 16 and on both sides of the roof unit 14, and cross beams 19 connected between the support columns 18. A corbel is fixedly installed on the side of the support column 18, and the outer main member 14.1 is supported on the corbel. A cantilever rod 20 is cantilever installed on the cross beam 19 towards the inner side of the roof unit 14. A walkway board 21 is laid on the cantilever rod 20, and guardrails are installed on both sides of the walkway board 21 to form a walking passage.

[0028] When assembling the roof unit 14, first hoist the main member 14.1 onto the falsework structure, and the vertical pole 17 and the corbel support and position the main member 14.1. Then install the web members 14.2 between the main members 14.1. When connecting the main member 14.1 and the web member 14.2, the staff welds them on the walkway board 21. Through the above falsework structure, the assembly and welding of large-volume steel structures can be satisfied, and the construction is more convenient.

[0029] During high-altitude assembly, support columns 22 are set at the top of the core tube 23, and the roof unit 14 is divided into upper and lower sections. The lower-section roof unit 14 includes main members 14.1 and web members 14.2 connected between the main members 14.1. First, the main members 14.1 are hoisted. The lower ends of the main members 14.1 are temporarily connected to the ring waist beam 2 through connecting plates, and the upper ends are supported on the support columns 22. On the ground, the web members 14.2 are assembled in blocks and then hoisted as a whole between the main members 14.1, and the main members 14.1 and the web members 14.2 are connected. Then, the upper-section roof unit 14 is assembled on the ground and hoisted as a whole. The upper end of the upper-section roof unit 14 is temporarily connected to the central ring beam 4 through a connecting plate, and the lower end is temporarily connected to the lower-section roof unit 14 through a connecting plate. The upper-section roof unit 14 and the lower-section roof unit 14 are welded to form an integral roof unit 14. The connecting plates are cut off, and the integral roof unit 14 is hoisted to the installation position for installation.

[0030] When the lower-section roof unit 14 is assembled on the core tube 23, an installation beam 24 is set below the main member 14.1. One end of the installation beam 24 is fixedly connected to the ring waist beam 2, and the other end is fixedly connected to the core tube 23. Steel platforms 25 are provided at intervals along the length direction of the installation beam 24 in a cantilevered manner. The steel platforms 25 are horizontally arranged, and workers can perform welding construction of the web members 14.2 and the main members 14.1 on the steel platforms 25.

[0031] Furthermore, climbing bars 26 are fixedly installed along the length direction on the upper end faces of the main members 14.1 of the lower-section roof unit 14. The climbing bars 26 are arranged in pairs, and cross bars 27 are provided at intervals between the climbing bars 26. The cross bars 27 and the climbing bars 26 form a climbing ladder structure. After the main members 14.1 are hoisted in place, workers unhook at the climbing ladder hook positions of the climbing ladder structure. Through the above settings, the problems of setting up high-altitude assembly platforms and hoisting unhooking are solved.

[0032] When the roof unit 14 is installed, it is symmetrically installed with its center as the center of the circle. The roof unit 14 is hoisted to the installation position, its upper end is rigidly connected to the central ring beam 4, and its lower end is rigidly connected to the triangular wing steel column 1. After every two adjacent roof units 14 are installed, the connecting rods 15 between them are connected.

[0033] The embodiments described above are only used to describe the preferred embodiments of the present invention and do not limit the scope of the present invention. Without departing from the design spirit of the present invention, various deformations and improvements made by those of ordinary skill in the art to the technical solutions of the present invention shall fall within the protection scope determined by the claims of the present invention.

Claims

1. A construction method for a spherical self-balancing steel reticulated shell, characterized in that, It includes the following steps: Step 1: Install the triangular wing steel columns (1) and connect the annular waist beams (2) between the triangular wing steel columns (1); Step 2: Set up the support structure (5) below the central ring beam (4), hoist the central ring beam (4), and support the central ring beam (4) on the support structure (5); Step 3: Divide the steel roof (13) into multiple roof units (14), connect the roof units (14) through the filling rods (15), set up the support columns (22) at the top of the core tube (23), divide the roof unit (14) into upper and lower sections, the lower section of the roof unit (14) is divided into main members (14.1) and web members (14.2) connected between the main members (14.1). Hoist the main members (14.1) one by one, temporarily connect the lower ends of the main members (14.1) to the annular waist beam (2), support the upper ends on the support columns (22), and install the web members (14.2) between the main members (14.1). Assemble the upper section of the roof unit (14) on the ground, hoist the upper section of the roof unit (14), temporarily connect the upper end of the upper section of the roof unit (14) to the central ring beam (4), and temporarily connect the lower end to the lower section of the roof unit (14), and weld the upper section of the roof unit (14) and the lower section of the roof unit (14) to form an integral roof unit (14); Step 4: Hoist the integral roof unit (14) to the installation position, rigidly connect its upper end to the central ring beam (4) and its lower end to the triangular wing steel column (1). After the installation of two adjacent roof units (14) is completed, connect the filling rods (15) between them.

2. The construction method of a spherical self-balancing steel reticulated shell according to claim 1, characterized in that, It also includes a ground assembly site, where the integral assembly of the roof unit (14) is carried out on the ground assembly site, and then the roof unit (14) is hoisted to the installation position for lifting.

3. A construction method of a spherical self - balancing steel reticulated shell according to claim 2, characterized in that, It also includes a falsework structure, which includes roadbed boxes (16) arranged at intervals along the length direction of the roof unit (14), vertical poles (17) arranged on the roadbed boxes (16) to support the middle main members (14.1), support columns (18) arranged on the roadbed boxes (16) and on both sides of the roof unit (14), and cross beams (19) connected between the support columns (18). A bracket is fixedly arranged on the side of the support column (18), and the outer main member (14.1) is supported on the bracket. A cantilever rod (20) is installed on the cross beam (19) and cantilevered towards the inner side of the roof unit (14), and a walkway board (21) is laid on the cantilever rod (20); When assembling the roof unit (14), first hoist the main member (14.1) onto the falsework structure, and the vertical pole (17) and the bracket support and position the main member (14.1), and then install the web member (14.2) between the main members (14.1). When connecting the main member (14.1) and the web member (14.2), the staff welds them on the walkway board (21).

4. A construction method of a spherical self-balancing steel reticulated shell according to claim 1, characterized in that, When the lower roof unit (14) is assembled on the core tube (23), an installation beam (24) is provided below the main member (14.1). One end of the installation beam (24) is fixedly connected to the ring waist beam (2), and the other end is fixedly connected to the core tube (23). Steel platforms (25) are cantilevered and installed at intervals along the length direction of the installation beam (24). Workers perform welding construction of the web members (14.2) and the main members (14.1) on the steel platforms (25).

5. A construction method for a spherical self-balancing steel reticulated shell according to claim 4, characterized in that, Climbing bars (26) are fixedly installed along the length direction on the upper end surface of the main member (14.1) of the lower roof unit (14). The climbing bars (26) are arranged in pairs, and cross bars (27) are provided at intervals between the climbing bars (26). The cross bars (27) and the climbing bars (26) form a climbing ladder structure. After the main member (14.1) is hoisted in place, workers climb to the hook position through the climbing ladder structure to unhook.

6. A construction method of a spherical self-balancing steel reticulated shell according to claim 1, characterized in that A transition beam (8) is provided on the dropped slab (7) at the stage opening (6). A support short column (9) is fixedly installed on the transition beam (8). A sleeper beam (11) spanning the stage opening (6) is provided on the support short column (9). A steel beam (12) is provided on the sleeper beam (11). The steel beam (12) is fully covered with steel plates to form a platform. The support structure (5) is supported on the platform. A temporary support (10) is provided at the position corresponding to the support structure (5) below the stage opening (6). The upper end of the temporary support (10) is supported on the sleeper beam (11), and the lower end is connected to the foundation pit bottom slab.

7. A construction method of a spherical self - balancing steel reticulated shell according to claim 1, characterized in that, The triangular wing steel column (1) is installed by means of on-site splicing and integral hoisting. During installation, the lower end of the triangular wing steel column (1) is connected to the hinge support at the installation position. Then, starting from the first triangular wing steel column (1), the remaining triangular wing steel columns (1) are alternately installed to the left and right sides, and the ring waist beam (2) between the triangular wing steel columns (1) is installed synchronously.

8. A construction method of a spherical self-balancing steel reticulated shell according to claim 7, characterized in that, After the first triangular wing steel column (1) is installed, two symmetrically arranged diagonal braces (3) are used to support it. As the triangular wing steel columns (1) are installed, one diagonal brace (3) is used to support the newly installed triangular wing steel column (1). The diagonal brace (3) is supported on the main column of the triangular wing steel column (1) facing the side to be installed.

9. A construction method of a spherical self-balancing steel reticulated shell according to claim 1, characterized in that The central ring beam (4) is hoisted in blocks and integrally assembled at high altitude. After assembly, a support steel pipe is provided at the inner diameter of the central ring beam (4).

10. A construction method of a spherical self-balancing steel reticulated shell according to claim 1, characterized in that, When the roof unit (14) is installed, it is symmetrically installed with its center as the center of the circle. After every two adjacent roof units (14) are installed, the connecting rods (15) between them are connected.

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