Construction methods for tiered dome steel structures

Abstract

This application relates to the field of dome steel structure construction, and more particularly to a construction method for a tiered dome steel structure, comprising the following steps: S1 disassembly → S2 hoisting → S3 connection → S4 unloading. Step S2 employs a combination of internal and external hoisting, hoisting from the outside in. Utilizing the circular shape of the dome structure, hoisting equipment is installed inside the building to construct the larger diameter base layer of the tiered dome steel structure. This application effectively reduces the capacity requirements of the hoisting equipment, minimizes the required hoisting radius, and lowers construction costs.

Description

Technical Field

[0001] This application relates to the field of dome steel structure construction, and in particular to a construction method for a tiered dome steel structure. Background Technology

[0002] Dome-shaped steel structures offer advantages such as spacious interiors and a simple, aesthetically pleasing appearance, making them a popular choice for urban landmark buildings. The construction process involves first using hoisting equipment to transport steel components to the installation location, then sequentially connecting the components to gradually complete the overall structure.

[0003] The existing construction methods for dome steel structures can be found in patent document CN110306670A, which discloses a construction method for an ultra-long main and secondary truss and ring truss dome steel structure. The overall installation approach involves first installing steel columns at the center of the dome, and then installing the ring truss from the inside out, centered on these columns. Because the diameter of the ring truss gradually increases from the inside out, when constructing in this order, the hoisting equipment must be placed outside the building area. Therefore, multiple tower cranes with large operating radii and high lifting capacity are required throughout the entire process.

[0004] However, tower cranes are large lifting equipment, which inherently have high operating costs. Moreover, they are inconvenient to bring in and out of the site, and additional tower crane installation platforms need to be erected, which further increases construction costs. Summary of the Invention

[0005] In order to reduce the capacity requirements of hoisting equipment, reduce the hoisting radius required for construction, and reduce construction costs, this application provides a construction method for a tiered dome steel structure.

[0006] The construction method for a tiered dome steel structure provided in this application adopts the following technical solution:

[0007] A construction method for a tiered dome steel structure includes the following steps:

[0008] S1 Decomposition: Based on the design drawings, the steel components are divided into different unit modules, and each unit module is prefabricated;

[0009] S2 hoisting: hoist each unit module in stages from the bottom to the top to form a spatial steel grid, and set temporary supports under the steel components; place different hoisting equipment inside and outside the building space respectively, first use internal hoisting to construct the bottom several layers, and then use external hoisting to construct the upper remaining layers;

[0010] S3 connection: Connect different unit modules of steel components to form a force transmission path between unit modules of adjacent layers;

[0011] S4 Unloading: Temporary supports are removed layer by layer from the top to the bottom in reverse order to unload the space steel grid structure, and deformation monitoring is carried out on the steel components after unloading.

[0012] By adopting the above technical solution, step S1 is performed to disassemble the steel components into different unit modules, and each unit module is hoisted individually. This reduces the difficulty of a single hoisting operation and thus increases the hoisting speed. Different hoisting equipment is placed inside and outside the building space. When constructing several concentric layers with a large bottom diameter, internal hoisting is prioritized because the hoisting equipment is located inside the building space, which shortens the required hoisting radius. When the height of a layer exceeds the hoisting height of the internal hoisting equipment, the external hoisting equipment is then activated to hoist the unit modules of the remaining concentric layers. The combination of internal and external hoisting reduces the capacity requirements of the hoisting equipment, reduces the required hoisting radius, and thus lowers construction costs.

[0013] Optionally, S2 hoisting includes the following steps:

[0014] S21 Reserved construction opening: Reserve a construction opening on the first floor slab of the building;

[0015] S22 Internal hoisting: The crane is placed in the center of the first basement floor inside the building and rotated clockwise or counterclockwise to hoist different steel components in sequence. First, the foundation beam is formed, and then several concentric layers such as the first floor and the second floor are formed upward along the foundation beam.

[0016] S23 Sealing the construction tunnel: The construction tunnel is sealed by pouring concrete.

[0017] S24 External hoisting: The tower crane is placed outside the building space to hoist the steel components of the remaining rings from the outside of the structure.

[0018] By adopting the above technical solution, the crane is selected as the lifting equipment for internal hoisting because it is flexible to move and its boom can be retracted and folded, making it easy to move within the limited space inside the building. The crane is placed on the first basement floor inside the building, and a construction hole is reserved on the first floor slab of the building so that the boom of the crane can extend out of the construction hole for hoisting operations. Placing the crane at the center of the dome structure ensures that the distance between the boom and each hoisting point is the same, thereby minimizing the hoisting radius of the crane.

[0019] Optionally, during the internal hoisting in step S22, if the floor slab reinforcement bars at the edge of the construction opening extend outwards, the crane should be moved to avoid the floor slab reinforcement bars, and the crane's outriggers should always be supported on the structural beams at the bottom of the first basement level.

[0020] By adopting the above technical solutions, when reserving construction openings in the floor slab, reinforcing bars are typically placed around the opening to facilitate the connection between the newly poured slab and the existing floor slab when sealing the opening. Therefore, when the crane boom faces the side of the floor slab edge with protruding reinforcing bars, moving the crane to avoid these protruding bars ensures a sufficient horizontal distance between the boom and the edge of the construction opening, minimizing obstruction to the hoisting process. The crane load creates stress concentration at the outriggers; if directly supported on the floor slab, this would exceed the slab's normal serviceability limit, potentially damaging it. Maintaining the outriggers on the structural beams at the bottom of the basement level during crane movement ensures the crane's safety and stability.

[0021] Optionally, S23 sealing the construction opening: During the sealing of the construction opening, a material loading opening is reserved at the center of the dome directly opposite the bottom slab of the first floor. The material loading opening is sealed after the overall construction of the dome steel structure is completed.

[0022] By adopting the above technical solution, the top ring of the space steel grid is located in the center, far from the outside, making it inconvenient to retrieve and place installation materials. Furthermore, there is a lack of space on the space steel grid for stacking materials. Therefore, even lighter installation materials and tools need to be transported by tower crane, which is wasteful.

[0023] To address this, one option is to not completely seal off the construction opening. Instead, a material loading opening can be left at the center of the dome, directly opposite the first-floor basement. Using simple facilities, construction materials and tools can be vertically transported from the basement to the working surface at the top of the space steel grid through this opening. This eliminates the need for horizontal hoisting from the outside in, reducing the difficulty of material loading and improving loading efficiency.

[0024] Optionally, S1 splitting: the unit module is split into a beam ring module, a standard module and a top ring module, and the standard module is further split into a platform segment and a support segment, wherein the support segment is located on both sides of the platform segment;

[0025] Before proceeding to step S2, step S2a, the pier construction, is carried out: steel bars are tied at intervals on the reinforced concrete ring beam at the bottom of the dome structure and concrete is poured to form multiple piers.

[0026] S3 connection includes the following steps:

[0027] S31 Foundation Beam Connection: Connect the beam ring module between adjacent piers to form a foundation beam. The piers and foundation beams together form a ring-shaped base.

[0028] S32 First-floor connection: Weld support sections at intervals on the foundation beam. Two support sections set at opposite inclinations form a group to form the bottom diagonal bracing. Connect the bottom diagonal bracing to the standard modules one by one to form the first-floor ring.

[0029] S33 Adjacent Layer Connection: Connect and fix the standard modules of adjacent layers sequentially from bottom to top;

[0030] S34 Top Ring Connection: Top ring modules are connected and installed between the standard modules at the top of the space steel grid to form a top beam.

[0031] By adopting the above technical solution, before hoisting the steel components, piers are first constructed around the bottom of the dome structure, and beam-ring modules are connected and fixed between adjacent piers to form foundation beams. The piers and foundation beams together form the ring base of the dome steel structure. The ring base can enhance the lateral displacement resistance of the spatial steel grid, making the structure more stable. Since the beam-ring modules are steel components, it is inconvenient to connect them with the hardened reinforced concrete ring beams. Therefore, piers are poured to connect the foundation beams with the reinforced concrete ring beams at the bottom of the dome structure.

[0032] Optionally, the standard module includes a platform segment and four support segments. The four support segments are symmetrically fixed on both sides of the platform segment, so that each side of the platform segment has one upward-facing support segment and one downward-facing support segment.

[0033] S33 Adjacent Layer Connection: The platform segments of adjacent layers are staggered, and the four support segments of the standard module are fixedly connected to the four adjacent standard modules respectively.

[0034] By adopting the above technical solution, the staggered arrangement of platform segments in adjacent concentric circles can improve the lateral stiffness of the space steel grid structure. Each platform segment is fixedly connected to the adjacent platform segments diagonally above and below via support segments. The platform segments and inclined support segments form steps for people to walk on, and the platform segments can also provide places for people to rest or temporarily place items. By making the standard modules into a combination of one platform segment and four support segments, each platform segment can be connected to the four adjacent platform segments around it, so that the space steel grid structure can not only be used as a load-bearing structure and for aesthetic purposes, but also serve as a construction walkway.

[0035] Optionally, S33 adjacent ring connection: one end of the support section is welded to the platform section of this ring, and the other end of the support section is bolted to the support section of the standard module of the adjacent ring.

[0036] While welding provides a good connection and fixation effect, the large number of standard modules required to construct the space steel grid means that welding alone could lead to misalignment of the support sections between adjacent standard modules, making it difficult to adjust the component positions after welding. Therefore, welding between the support sections and platform sections maximizes the connection strength between the platform and support sections within the same standard module. Connecting the support sections to the support sections of adjacent standard modules using bolts allows for a certain degree of rotation during connection, facilitating adjustments to the component positions during installation.

[0037] Optional, S2a pier construction: Install hinged supports on the pier for connecting the foundation beams;

[0038] Installing the hinge support includes the following steps:

[0039] 1) Roughen the top surface of the pier;

[0040] 2) Place hinged supports on the top surface of the pier;

[0041] 3) Erect a support frame;

[0042] 4) Place the beam ring module on the support frame and connect the hinge support to the beam ring module using fixing bolts;

[0043] 5) Pour high-strength mortar between the hinged support and the foundation beam and cure it to the required strength;

[0044] 6) Remove the support frame to transfer the load of the foundation beam to the hinged support;

[0045] 7) After the overall connection and installation of the space steel grid is completed, cut the limit bolts on the hinge support to allow the hinge support to move normally.

[0046] By adopting the above technical solution, installing hinged supports on the pier can improve the seismic resistance of the space steel grid structure.

[0047] Optional, S2 hoisting: Divide the steel components in the same ring into several groups, number the steel components in the group in the same direction, hoist the No. 1 steel component in each group first, and then hoist the remaining steel components in the group in sequence, starting from the position of the No. 1 steel component.

[0048] If steel components are hoisted sequentially starting from a single component, misalignment can occur due to construction errors. As construction progresses towards the end, the accumulated error displacement gradually increases, potentially leading to a disconnect between the beginning and end of the same concentric circle. By employing the aforementioned technical solution, steel components within the same concentric circle are divided into several groups for hoisting. Hoisting the first steel component of each group first helps to position the subsequently hoisted components, thereby reducing displacement deviations caused by construction errors.

[0049] Optionally, step S2 hoisting and step S3 connection can be performed alternately. The unit module is hoisted to the designated position and then step S3 is performed to connect and assemble the unit module in its original position. The hoisting of the next unit module can be carried out during the assembly time.

[0050] By adopting the above technical solution, the hoisting in step S2 is carried out by mechanical equipment, and the connection in step S3 is carried out manually by workers. Therefore, compared with the construction method of assembling the rings in advance and then hoisting them as a whole, alternating between steps S2 and S3 is more conducive to saving time.

[0051] In summary, this application includes at least one of the following beneficial technical effects:

[0052] 1. By breaking down steel components into modular units and placing hoisting equipment inside the building space, several concentric layers with larger bottom diameters can be constructed using internal hoisting methods. This reduces the capacity requirements of the hoisting equipment and shortens the required hoisting radius. Lower capacity and smaller hoisting radius result in lower prices, thus saving on construction costs.

[0053] 2. The standard module is made into a combination of one platform segment and four support segments, and the platform segments of adjacent layers are staggered so that each platform segment can be connected to the four adjacent platform segments. The platform segments and the inclined support segments form a staircase for people to walk on, so that the space steel grid can not only be used as a load-bearing structure and for appearance, but also serve as a construction walkway. Attached Figure Description

[0054] Figure 1 This is a flowchart illustrating the construction method of the tiered dome steel structure according to an embodiment of this application.

[0055] Figure 2 This is a schematic diagram of a tiered dome steel structure.

[0056] Figure 3 yes Figure 2 A magnified view of part A in the middle.

[0057] Figure 4 This is a comparison chart of hoisting radii (the shaded area in the chart represents the internal hoisting range).

[0058] Figure 5 This is a schematic diagram of internal hoisting in an embodiment of this application. Figure 1 .

[0059] Figure 6 This is a schematic diagram of internal hoisting in an embodiment of this application. Figure 2 .

[0060] Figure 7 yes Figure 2 A magnified view of part B in the middle.

[0061] Figure 8 This is a schematic diagram of a hinged support structure.

[0062] Explanation of reference numerals in the attached figures:

[0063] 10. First floor slab; 101. Construction opening; 102. Floor slab reinforcement; 103. Material loading opening; 20. Ring beam; 30. Crane; 1. Spatial steel grid frame; 11. Foundation beam; 111. Beam ring module; 12. Standard module; 121. Platform section; 122. Support section; 13. Top beam; 131. Top ring module; 14. Bottom diagonal brace; 2. Pier; 3. Hinge support; 31. Fixing bolt; 32. Limiting bolt; 4. Support frame. Detailed Implementation

[0064] The following is in conjunction with the appendix Figure 1-8 This application will be described in further detail.

[0065] This application discloses a construction method for a tiered dome steel structure.

[0066] Reference Figure 1 The construction method for the tiered dome steel structure includes the following steps: S1 disassembly → S2 hoisting → S3 connection → S4 unloading. In step S2, hoisting is performed from the outside in using a combination of internal and external hoisting methods.

[0067] By utilizing the circular shape of the dome structure, hoisting equipment can be installed inside the building to construct the larger diameter layers at the base of the tiered dome steel structure. This reduces the capacity requirements of the hoisting equipment, minimizes the hoisting radius needed for construction, and thus lowers construction costs.

[0068] Reference Figure 2 The tiered dome steel structure is a shell-shaped three-dimensional spatial steel grid 1. The bottom of the spatial steel grid 1 is a ring-shaped foundation beam 11 assembled from beam ring modules 111. The middle part consists of eight concentric rings assembled from several standard modules 12. The top is a ring-shaped top beam 13 assembled from top ring modules 131. The spatial steel grid 1 is based on reinforced concrete ring beams 20. The diameter of the eight concentric rings gradually decreases from bottom to top. The steel components of the first concentric ring are fixedly connected to the foundation beam 11, and the steel components of the top concentric ring are fixedly connected to the top beam 13, thus forming a tiered dome structure.

[0069] The specific construction methods for each step are as follows:

[0070] Reference Figure 2 , Figure 3 S1 Decomposition: According to the design drawings, the overall space steel grid 1 is divided into three different unit modules: beam ring module 111, standard module 12, and top ring module 131. The standard module 12 is further divided into platform section 121 and support section 122, and each unit module is prefabricated in the factory.

[0071] Reference Figure 3The standard module 12 includes a platform segment 121 and four support segments 122, which are symmetrically fixed on both sides of the platform segment 121. The platform segment 121 is rectangular, with one upward-facing support segment 122 and one downward-facing support segment 122 on each of the two long sides of the platform segment 121.

[0072] Reference Figure 1 , Figure 2 Before proceeding to step S2, step S2a, pier 2 construction, must be performed: Reinforcing bars are tied at equal intervals on the top surface of the reinforced concrete ring beam 20 at the bottom of the dome structure, and concrete is poured to form multiple piers 2. The number of piers 2 is determined based on the structural calculation results.

[0073] S2 hoisting: The unit modules are hoisted in stages from the bottom to the top to form a spatial steel grid 1, and temporary supports are set under the steel components.

[0074] Reference Figure 4 In this project, the dome structure has a planar radius of 24m, and a tower crane is installed on each of the two opposite sides of the dome structure. If traditional external hoisting methods are used, the hoisting radius must be at least 46m to completely cover the construction area, so a tower crane with a hoisting radius of 50m is required. However, if a combination of internal and external hoisting methods is used, with a crane 30 installed inside the building space, the bottom layers can be constructed using internal hoisting methods first, and then the remaining upper layers can be constructed using external hoisting methods. In this case, with the tower crane positions remaining unchanged, a tower crane with a hoisting radius of 40m can meet the hoisting requirements.

[0075] When hoisting a certain concentric ring, if the steel components are hoisted sequentially starting from a single component, misalignment may occur due to construction errors. As construction progresses towards the end, the accumulated error displacement gradually increases, potentially leading to a disconnect between the beginning and end of the same concentric ring. Therefore, it is advisable to divide the steel components within the same concentric ring into several groups, numbering the components within each group sequentially in the same direction. Hoist the first component of each group first, then use its position as the starting point to hoist the remaining components in that group. Hoisting the first component of each group first helps to position the subsequently hoisted components, thereby reducing displacement deviations caused by construction errors.

[0076] Reference Figure 1 The S2 hoisting process includes the following steps:

[0077] S21 Reserved construction opening 101: A construction opening 101 is reserved at the center of the dome on the first floor slab 10 of the building, and reinforcing bars are added to the edge of the construction opening 101 to facilitate the connection between the newly poured slab and the original floor slab when sealing the construction opening 101.

[0078] Reference Figure 5 , Figure 6 The construction opening 101 is rectangular, and the floor slab reinforcement 102 on one side edge of the construction opening 101 extends outward.

[0079] Reference Figure 5 S22 Internal hoisting: Position crane 30 at the center of the first basement level inside the dome, with the dome center Oa coinciding with the crane 30 center Ob. Rotate crane 30 clockwise or counterclockwise to hoist steel components sequentially from bottom to top. First, form the foundation beam 11, then form five concentric layers (first floor, second floor, third floor, etc.) upwards along the foundation beam 11. When hoisting steel components extending from one side of the floor slab reinforcement 102, if crane 30 remains at the dome center Oa, the floor slab reinforcement 102 will interfere with the crane boom. Therefore, crane 30 needs to be moved 2.5m away from the floor slab reinforcement 102 to avoid it, and the boom should maintain a sufficient horizontal distance from the edge of the construction opening 101.

[0080] Note that the load on crane 30 causes stress concentration at the outriggers. If it is directly supported on the floor slab, it will exceed the normal service load limit of the floor slab, thus damaging it. Before and after moving, the outriggers of crane 30 must always be supported on the structural beams at the bottom of the basement to maintain the safety and stability of crane 30 as much as possible.

[0081] Because the crane 30 is flexible in movement and its boom can be retracted and folded, it is easy to move within the limited space inside the building. Therefore, the crane 30 is selected as the lifting equipment for internal hoisting, so that the boom of the crane 30 extends upward from the construction opening 101 for hoisting construction. Placing the crane 30 at the center of the dome structure can make the distance between the boom and each hoisting point the same, thereby minimizing the hoisting radius of the crane 30.

[0082] Reference Figure 6 Because the top ring of the space steel grid 1 is located in the center and far from the outside, it is inconvenient to retrieve and place installation materials, and there is also a lack of space on the space steel grid 1 to stack materials. Therefore, even lightweight installation materials and tools need to be transported by tower crane, which is wasteful. During the sealing of construction opening 101 in S23, construction opening 101 can be partially sealed. A material loading opening 103 can be left in the center of the dome on the first floor slab 10. Using simple facilities such as pulleys, crawler tracks, and hoisting ropes, construction materials and tools can be vertically transported from the first basement level to the working surface on the top of the space steel grid 1 through the material loading opening 103, thus eliminating the step of horizontal hoisting from the outside to the inside, reducing the difficulty of material loading, and improving the efficiency of material loading. The material loading opening 103 can be sealed after the overall construction of the dome steel structure is completed.

[0083] S24 External hoisting: Two tower cranes with a hoisting radius of 40m were placed on both sides of the outside of the dome structure to carry out hoisting work from the outside of the structure from the sixth ring to the top beam 13.

[0084] S3 connection: Connect the unit modules of different parts of the space steel grid 1 respectively, so that the unit modules of adjacent layers form a force transmission path.

[0085] Reference Figure 1 The hoisting process in step S2 and the connection process in step S3 are carried out alternately. After the unit module is hoisted to the designated position, step S3 is carried out again to connect and assemble the unit module in its original position. The hoisting of the next unit module is carried out during the assembly time.

[0086] Reference Figure 1 The S3 connection includes the following steps:

[0087] Reference Figure 7 S31 Foundation Beam 11 Connection: The beam ring module 111 is connected between adjacent piers 2 to form the foundation beam 11. The piers 2 and the foundation beam 11 together form a ring-shaped base. The ring-shaped base can enhance the lateral displacement resistance of the space steel grid 1, making the structure more stable. Since the beam ring module 111 is a steel component, it is inconvenient to connect it with the hardened reinforced concrete ring beam 20. Therefore, the piers 2 are cast to connect the foundation beam 11 with the reinforced concrete ring beam 20 at the bottom of the dome structure.

[0088] S32 First-layer connection: Weld support sections 122 at intervals on the foundation beam 11. Two relatively inclined support sections 122 form a group to form the bottom diagonal brace 14. Connect the bottom diagonal brace 14 to the standard module 12 one by one to form the first-layer ring.

[0089] S33 Adjacent Layer Connection: Standard modules 12 of adjacent layers are connected and fixed sequentially from bottom to top; the staggered arrangement of platform segments 121 of adjacent layers can improve the lateral stiffness of the space steel grid 1. Each platform segment 121 is fixedly connected to the adjacent platform segments 121 diagonally above and below through support segments 122. The platform segments 121 and the inclined support segments 122 form steps for people to walk on, and the platform segments 121 can also be used for rest or temporary storage. The standard module 12 is made into a combination of one platform segment 121 and four support segments 122, and the platform segments 121 are staggered so that each platform segment 121 can be connected to the four adjacent platform segments 121. This allows the space steel grid 1 to serve not only as a load-bearing structure and for aesthetic purposes, but also as a construction walkway.

[0090] Reference Figure 3 One end of the support section 122 is welded to the platform section 121 of this ring, and the other end of the support section 122 is bolted to the support section 122 of the standard module 12 of the adjacent ring.

[0091] Although welding provides good connection and fixation, the large number of standard modules 12 required to construct the space steel grid 1 means that welding could easily lead to misalignment of the support sections 122 between adjacent standard modules 12, making it difficult to adjust the component positions after welding. Therefore, welding the support sections 122 to the platform sections 121 maximizes the connection strength between the platform sections 121 and support sections 122 within the same standard module 12. Connecting the support sections 122 to the support sections 122 of adjacent standard modules with bolts allows for slight rotation during connection, facilitating adjustments to the component positions during installation.

[0092] S34 Top Ring Connection: Top ring modules 131 are connected and installed between the standard modules 12 at the top layer of the space steel grid 1 to form a top beam 13.

[0093] S4 Unloading: The temporary supports are removed layer by layer from the top to the bottom in reverse order to unload the space steel grid 1, and the deformation of the steel components after unloading is monitored.

[0094] Reference Figure 8 Installing hinged supports 3 on the top surface of pier 2 to connect the foundation beam 11 can improve the seismic resistance of the space steel grid structure 1. The installation of hinged supports 3 includes the following steps:

[0095] 1) Roughen the top surface of pier 2;

[0096] 2) Place hinge support 3 on the top surface of pier 2;

[0097] 3) Erect the support frame 4;

[0098] 4) Place the beam ring module 111 on the support frame 4 and connect the hinge support 3 and the beam ring module 111 with fixing bolts 31;

[0099] 5) Pour high-strength mortar between hinge support 3 and foundation beam 11 and cure it to the required strength;

[0100] 6) Remove the support frame 4 to transfer the load of the foundation beam 11 to the hinge support 3;

[0101] 7) After the overall connection and installation of the space steel grid 1 is completed, cut the limiting bolts 32 on the hinge support 3 so that the hinge support 3 can move normally.

[0102] Social benefits of using the construction method for the tiered dome steel structure according to the embodiments of this application:

[0103] In this project, the dome structure has a planar radius of 24m, and a tower crane is installed on each of the two opposite sides of the dome structure. With other factors remaining constant, by employing a construction method that combines internal and external hoisting, the internal space of the dome structure can be utilized, reducing the tower crane hoisting radius from 50m to 40m. This reduces the demand for hoisting equipment capacity and saves on the cost of renting or purchasing hoisting equipment.

[0104] In addition, by making the standard module 12 into a platform segment 121 and fixedly connecting it with four support segments 122, the four support segments 122 are symmetrically fixed on both sides of the platform segment 121, so that each side of the platform segment 121 has one upward support segment 122 and one downward support segment 122; and by staggering the arrangement of the platform segments 121, each platform segment 121 can be connected with the four adjacent platform segments 121, so that the space steel grid 1 can not only be used as a load-bearing structure and for appearance design, but also serve as a construction walkway, which is convenient for workers to walk on.

[0105] The above are all preferred embodiments of this application, and are not intended to limit the scope of protection of this application. Therefore, all equivalent changes made in accordance with the structure, shape and principle of this application should be covered within the scope of protection of this application.

Claims

1. A construction method for a tiered dome steel structure, characterized in that, Includes the following steps: S1 Decomposition: According to the design drawings, the steel components are divided into different unit modules, and each unit module is prefabricated; the unit module is divided into beam ring module (111), standard module (12) and top ring module (131), and the standard module (12) is further divided into platform section (121) and support section (122), the support section (122) is located on both sides of the platform section (121); the standard module (12) includes one platform section (121) and four support sections (122), the four support sections (122) are symmetrically fixed on both sides of the platform section (121), so that each side of the platform section (121) has an upward support section (122) and a downward support section (122). Before proceeding to step S2, first proceed to step S2a, pier (2) construction: tie steel bars at intervals on the reinforced concrete ring beam (20) at the bottom of the dome structure and pour concrete to form multiple piers (2). S2 hoisting: hoist each unit module in stages from the bottom to the top to form a spatial steel grid (1), and set up temporary supports under the steel components; place different hoisting equipment inside and outside the building space respectively, first use internal hoisting to construct several bottom rings, and then use external hoisting to construct the remaining upper rings; S3 Connection: Connecting different unit modules of the steel structure to form a force transmission path between unit modules of adjacent layers, including the following steps: S31 Foundation Beam (11) Connection: The beam ring module (111) is connected between adjacent piers (2) to form a foundation beam (11). The piers (2) and the foundation beam (11) together form a ring-shaped base. S32 First-floor connection: Weld support sections (122) at intervals on the foundation beam (11). Two support sections (122) set at opposite inclinations form a group to form bottom bracing (14). Connect the bottom bracing (14) to the standard module (12) one by one to form the first-floor ring. S33 Adjacent layer connection: Connect and fix the standard modules (12) of adjacent layers sequentially from bottom to top; stagger the platform segments (121) of adjacent layers, and fix the four support segments (122) of the standard module (12) to the four adjacent standard modules (12) respectively. S34 Top Ring Connection: Top ring modules (131) are connected and installed between the standard modules (12) at the top of the space steel grid (1) to form a top beam (13). S4 Unloading: The temporary supports are removed layer by layer from the top to the bottom in reverse order to unload the space steel grid (1) and to monitor the deformation of the steel components after unloading.

2. The construction method of the tiered dome steel structure according to claim 1, characterized in that, S2 hoisting includes the following steps: S21 Reserved construction opening (101): Reserved construction opening (101) on the first floor slab (10) of the building. S22 Internal hoisting: The crane (30) is placed in the center of the first basement floor inside the building. It is rotated clockwise or counterclockwise to hoist steel components of different modules in sequence. First, the foundation beam (11) is formed, and then several layers such as the first floor and the second floor are formed upward along the foundation beam (11). S23 Sealing the construction tunnel (101): The construction tunnel (101) is sealed by pouring concrete; S24 External hoisting: The tower crane is placed outside the building space to hoist the steel components of the remaining rings from the outside of the structure.

3. The construction method of the tiered dome steel structure according to claim 2, characterized in that, When performing the internal hoisting in step S22, if the floor slab reinforcement (102) at the edge of the construction opening (101) extends outward, the moving crane (30) should avoid the floor slab reinforcement (102) and keep the crane (30)'s outriggers always supported on the structural beam at the bottom of the first basement floor.

4. The construction method of the tiered dome steel structure according to claim 2, characterized in that, S23 Sealing the construction opening (101): During the sealing of the construction opening (101), a material loading opening (103) is reserved in the position of the center of the dome on the first floor slab (10). The material loading opening (103) will be sealed after the overall construction of the dome steel structure is completed.

5. The construction method of the tiered dome steel structure according to claim 1, characterized in that, S33 Adjacent ring connection: One end of the support section (122) is welded to the platform section (121) of this ring, and the other end of the support section (122) is bolted to the support section (122) of the standard module (12) of the adjacent ring.

6. The construction method of the tiered dome steel structure according to claim 1, characterized in that, Construction of S2a pier (2): Install hinged supports (3) on the pier (2) to connect the foundation beam (11); The installation of the hinge support (3) includes the following steps: 1) Roughen the top surface of the pier (2); 2) Place a hinged support (3) on the top surface of the pier (2); 3) Erect a support frame (4); 4) Place the beam ring module (111) on the support frame (4) and connect the hinge support (3) and the beam ring module (111) with fixing bolts (31). 5) Pour high-strength mortar between the hinge support (3) and the foundation beam (11) and cure it to the required strength; 6) Remove the support frame (4) so ​​that the load of the foundation beam (11) is transferred to the hinge support (3). 7) After the connection and installation of the space steel grid (1) are completed, cut the limiting bolts (32) on the hinge support (3) so that the hinge support (3) can move normally.

7. The construction method of the tiered dome steel structure according to claim 1, characterized in that, S2 hoisting: Divide the steel components in the same ring into several groups, number the steel components in the group in the same direction, hoist the No. 1 steel component in each group first, and then hoist the remaining steel components in the group in sequence, starting from the position of the No. 1 steel component.

8. The construction method of the tiered dome steel structure according to claim 1, characterized in that, The hoisting process in step S2 and the connection process in step S3 are performed alternately. After the unit module is hoisted to the designated position, step S3 is performed again to connect and assemble the unit module in its original position. The hoisting time for the next unit module is then used to continue the hoisting process.

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