A double-helix spiral type super-long span special-shaped steel roof pre-deformation construction control method

Abstract

The application discloses a hyperbolic spiral type super-long span special-shaped steel roof pre-deformation construction control method, which reasonably splits the installation and unloading process of the super-long span special-shaped steel roof into multiple steps, analyzes the stress and deformation of the structure formed in each step, dynamically adjusts the reserved deformation of the formed structure, and enables the shape of the finally formed hyperbolic spiral type steel roof to meet the designed size requirements, so that the anisotropic geometric deformation of the steel beam, the steel truss and the temporary supporting structure in the construction of the hyperbolic spiral type steel roof is avoided, and the stress and deformation state of the super-long span special-shaped steel roof in the whole construction period is analyzed through the established whole-distributed three-dimensional mechanical model, so that the stress mutation and large deformation risks of the super-long span special-shaped steel roof structure and the temporary supporting structure in the installation process are effectively avoided, and the stability of the whole steel roof structure before and after loading and unloading is ensured.

Description

Technical Field

[0001] This invention relates to the field of construction technology for large-scale steel structure projects, specifically to a method for controlling the pre-deformation construction of a hyperbolic spiral-shaped steel roof with an ultra-long span. Background Technology

[0002] With the rapid development of large public buildings, in order to achieve the expected structural suitability and aesthetic appearance, many large venues have chosen steel roof structures as the preferred option. Compared with traditional structural forms, steel roof structures can often have a greater vertical support spacing, thus providing a larger headroom.

[0003] Currently, many aquariums have a need to accommodate large aquariums and large single-unit acrylic cylindrical tanks. Since the height of existing large aquariums often exceeds three meters, and the height of large single-unit acrylic cylindrical tanks even reaches eight meters, most aquariums under construction in recent years have adopted steel roof structures.

[0004] The use of a hyperbolic spiral-shaped ultra-long span irregular steel roof can better accommodate large single acrylic cylindrical display cylinders while achieving the expected architectural structural suitability and aesthetic appearance.

[0005] However, there are currently many difficulties in constructing hyperbolic spiral-shaped steel roofs with ultra-long spans. Due to the large area of ​​the steel roof and its complex structural stress, when the construction site is insufficient, it is not possible to use the construction method of assembling at the bottom and then lifting it into the air as a whole. Only the construction method of assembling in situ at high altitude can be used.

[0006] During the construction of irregular structures assembled in situ at high altitudes, the complex stress and heavy components significantly degrade the internal forces and deformations of temporary support structures during hoisting. Similarly, the stress redistribution and deformation development of the overall structure during the gradual unloading process are also affected, leading to deformation of temporary support structures or steel roof components during construction. This results in installation accuracy failing to meet the specified requirements. If no corresponding measures are taken, the final building form will be difficult to achieve the designed dimensions. Moreover, errors generated during the construction of the steel roof may prevent the normal construction of related roof decoration, curtain wall and other projects, and in severe cases, may even adversely affect the safety of the entire structure.

[0007] Therefore, compared with the construction of traditional steel roof structures, optimizing the pre-deformation control of ultra-long span irregular steel roofs has important engineering application value for the construction of large steel roof structures. Summary of the Invention

[0008] The purpose of this invention is to address the problems existing in the prior art by providing a method for controlling the pre-deformation construction of a hyperbolic spiral-shaped steel roof with ultra-long span.

[0009] To achieve the above objectives, the technical solution adopted by the present invention is as follows:

[0010] A method for controlling the pre-deformation construction of a hyperbolic spiral-shaped steel roof with ultra-long span includes the following steps:

[0011] A finite element method software was used to establish an overall three-dimensional mechanical model of a hyperbolic spiral ultra-long span irregular steel roof. The overall three-dimensional mechanical model was divided into a central structure and a spiral structure surrounding the central structure.

[0012] Based on the space of the construction site and the working range of the hoisting machinery, the spiral structure is divided into several assembly structures along the spiral direction of the spiral structure, and temporary support structures are set for each assembly structure;

[0013] The installation sequence of each assembly structure is determined according to the construction sequence of the spiral structure from both ends to the middle;

[0014] Based on the installation sequence, a step-by-step three-dimensional mechanical model of each assembled structure after installation is established, and the stress and deformation of the central structure, the assembled structure and the temporary support structure in each step-by-step three-dimensional mechanical model are analyzed.

[0015] Based on the analysis results, the central structure, the assembled structure, and the temporary support structure in the overall three-dimensional mechanical model are designed with reserved deformation amounts.

[0016] The overall three-dimensional mechanical model is re-divided into multiple partitions, each of which forms a stable structure in a separate region. Two opposing partitions are grouped into one large region, and each large region is unloaded one by one.

[0017] After each of the aforementioned regions is unloaded, the stress and deformation of each of the aforementioned regions are analyzed, and the reserved deformation amounts of the central structure, the assembled structure, and the temporary support structure are adjusted again based on the analysis results.

[0018] The pre-deformation control method for hyperbolic spiral ultra-long span irregular steel roof provided by this invention analyzes the stress and deformation state of the ultra-long span irregular steel roof throughout the entire construction cycle through the established overall three-dimensional mechanical model and the step-by-step three-dimensional mechanical model. This effectively avoids the risk of stress mutation and large deformation in the ultra-long span irregular steel roof structure and temporary support structure during installation. At the same time, it can optimize the efficiency of ground and hoisting construction and ensure the stability of the overall steel roof structure before and after loading and unloading.

[0019] This invention rationally breaks down the installation and unloading process of ultra-long span irregular steel roofs into multiple steps, and performs stress and deformation analysis on the structure formed in each step, dynamically adjusting the reserved deformation amount of the formed structure so that the final shape of the ultra-long span irregular steel roof can meet the designed external dimensions. This avoids the uncontrolled anisotropic geometric deformation of the steel beams, steel trusses and temporary support structures that make up the ultra-long span irregular steel roof during construction.

[0020] Preferably, before establishing each of the step-by-step three-dimensional mechanical models, the three-dimensional mechanical model of the central structure is established first, and then each of the assembled structures is assembled around the central structure according to the installation sequence.

[0021] Preferably, during the process of unloading each of the major regions one by one, the temporary support structure located at the boundary of adjacent regions is removed in the order of unloading as the subsequent regions are unloaded.

[0022] The stability of each partition during unloading is enhanced by delaying the removal of the temporary support structure at the boundary between adjacent partitions.

[0023] Preferably, the temporary support structure has a leveling pad at the bottom and a pad between the upper part of the temporary support structure and the truss structure of the steel roof. When it is necessary to adjust the reserved deformation amount of the temporary support structure, the elevation of the temporary support structure can be changed by adding or removing the pad or the leveling pad. The change in the elevation of the temporary support structure is the reserved deformation amount.

[0024] Since the allowable deformation is generally small, and the temporary support structure usually adopts a standardized support frame, the use of the pad or the leveling pad can more easily adjust the elevation of the temporary support structure, thereby adjusting the allowable deformation of the temporary support structure elevation.

[0025] Preferably, in the process of re-dividing the overall three-dimensional mechanical model into multiple partitions, the central area of ​​the ultra-long span irregular steel roof is divided into an independent partition, and the other parts of the ultra-long span irregular steel roof surrounding the central area are divided into multiple independent partitions. The partitions adjacent to the central area are unloaded first, and the partition where the central structure is located is unloaded last.

[0026] Preferably, the stress ratio and maximum downward deflection of the central structure, the assembled structure, and the temporary support structure are calculated, and their rationality is verified by comparing with the specifications.

[0027] Preferably, in actual construction, a total station is used to measure the spatial coordinates of the overall structure of the ultra-long span irregular steel roof, and displacement gauges are used to measure the deformation of each component in the ultra-long span irregular steel roof, monitor its deformation development, and compare it with the overall three-dimensional mechanical model or the step-by-step three-dimensional mechanical model to verify its rationality.

[0028] The deformation of each component in the ultra-long span irregular steel roof is monitored in real time by a total station. The overall three-dimensional mechanical model and the step-by-step three-dimensional mechanical model are compared with the model and corrected according to the actual deformation, so as to control the construction quality more accurately in advance of the actual construction progress.

[0029] Preferably, when analyzing the stress and deformation of any structure, corresponding component combinations, loading methods and boundary conditions should be pre-added to simulate the working conditions of the entire construction process in real time.

[0030] Preferably, after unloading each of the aforementioned regions, the load combination, internal force combination, and maximum displacement of the overall three-dimensional mechanical model for that stage need to be verified.

[0031] Preferably, the load combination, internal force combination, and maximum displacement of each of the step-by-step three-dimensional mechanical models are verified.

[0032] Construction calculations are performed step by step to ensure that the structural displacement generated by the structure at the completion of each step meets the design allowable deformation. This also facilitates the timely detection of problems when excessive structural displacement is found, allowing subsequent steps to be stopped and the completed steps to be checked retrospectively.

[0033] Compared with the prior art, the beneficial effects of the present invention are:

[0034] (1) The hyperbolic spiral ultra-long span irregular steel roof pre-deformation control method provided by the present invention analyzes the stress and deformation state of the ultra-long span irregular steel roof throughout the entire construction cycle through the established overall-distributed three-dimensional mechanical model, so as to effectively avoid the risk of stress mutation and large deformation of the ultra-long span irregular steel roof structure and temporary support structure during installation. At the same time, it can optimize the efficiency of ground and hoisting construction and ensure the stability of the overall steel roof structure before and after loading and unloading.

[0035] (2) The present invention rationally divides the installation and unloading process of the ultra-long span irregular steel roof into multiple steps, and performs stress and deformation analysis on the structure formed in each step, dynamically adjusts the reserved deformation amount of the formed structure, so that the shape of the final hyperbolic spiral steel roof can meet the design size requirements, and avoids the uncontrolled anisotropic geometric deformation of the steel beams, steel trusses and temporary support structures that make up the hyperbolic spiral steel roof during construction.

[0036] (3) The present invention fully considers the pre-deformation adjustment of the structure. The processing drawing is modified according to the reserved deformation amount. When purchasing materials, the materials can be directly cut and made in the factory according to the modified processing drawing. In the actual construction process on site, it is only necessary to refer to the coordinates of the pre-deformed model for measurement and positioning. There is no need to manually arch the steel components, which is convenient and time-saving. Attached Figure Description

[0037] Figure 1 This is a flowchart illustrating the pre-deformation control method for hyperbolic spiral ultra-long span irregular steel roof in this invention.

[0038] Figure 2 This is a schematic diagram of the overall three-dimensional mechanical model division in steps S1 and S2 of this embodiment of the invention;

[0039] Figure 3 This is a schematic diagram of the partitioning of the overall three-dimensional mechanical model in step S6 of this embodiment of the invention;

[0040] Figure 4 This is a schematic diagram of the spiral structure in an embodiment of the present invention;

[0041] Figure 5 This is a schematic diagram of a three-dimensional mechanical model containing only region B in step S4 of this embodiment of the invention;

[0042] Figure 6 This is a schematic diagram of a three-dimensional mechanical model including region B, region Aa, and region Ad in step S4 of this embodiment of the invention;

[0043] Figure 7 This is a schematic diagram of a three-dimensional mechanical model including region B, region Aa, region Ad and region Ab in step S4 of this embodiment of the invention;

[0044] Figure 8 This is a schematic diagram of a three-dimensional mechanical model including region B, region Aa, region Ad, region Ab, and region Ac in step S4 of an embodiment of the present invention.

[0045] Figure 9 This is an elevation view of the temporary support structure used to support the steel roof in an embodiment of the present invention;

[0046] Figure 10 This is a schematic diagram of the supporting frame structure in an embodiment of the present invention;

[0047] Figure 11 This is a displacement cloud diagram of the overall structure during unloading of zone I in step S7 of this embodiment of the invention;

[0048] Figure 12 This is a displacement cloud diagram of the overall structure during unloading of zone II in step S7 of this embodiment of the invention;

[0049] Figure 13This is a displacement cloud diagram of the overall structure during unloading of zone III in step S7 of this embodiment of the invention;

[0050] Figure 14 This is a displacement cloud diagram of the overall structure during unloading of the IV region in step S7 of this embodiment of the invention;

[0051] Figure 15 This is a stress distribution cloud diagram of the overall structure in step S7 of this embodiment of the invention;

[0052] In the diagram: 1. Steel truss; 2. Tower crane standard section; 3. Circular pipe support; 4. Angle steel; 5. Section steel; 6. Vertical web members; 7. Bottom roadbed box; 8. Leveling pad. Detailed Implementation

[0053] The technical solution of the present invention will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are merely some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0054] In the description of this invention, it should be noted that the terms "middle", "upper", "lower", "left", "right", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0055] like Figures 1-15 As shown, the specific scheme of the embodiment is as follows: A preferred embodiment of the present invention is an aquarium, wherein the roof of the aquarium mainly includes a spiral structure and a central structure. The overall shape of the building radiates outward from the center and is a spiral surface. Most of the components of the spiral structure adopt a hyperbolic cross section with multiple intersecting curved surfaces and complex nodes. The highest point of the building structure is 23.1 meters, and the maximum diameter of the spiral structure is 190 meters. The central diameter of the central structure used to accommodate the large single acrylic cylindrical display tank reaches 21 meters. The main components of the spiral structure and the central structure include: steel columns (rigid cross columns, round tube columns, inclined columns), steel beams (circumferential steel beams, rigid steel beams, frame steel beams), steel truss 1, steel truss floor deck and embedded parts.

[0056] The aquarium roof has an irregular shape and a dispersed and uneven supporting system. There are a large number of components to be installed on site, and the connection methods of the rods are both rigid and hinged. The on-site installation is extensive. Considering the construction environment, the narrow roads on site, and the fact that a large area of ​​the aquarium roof needs to be hoisted with the help of tower cranes, the lower part is supported by steel support scaffolding, and the edges and areas not covered by tower cranes are hoisted by truck cranes, the aquarium roof was installed using a loose component aerial assembly method based on experience from similar projects in the past.

[0057] A method for controlling the pre-deformation construction of a hyperbolic spiral-shaped steel roof with ultra-long span includes the following steps:

[0058] S1. Using Midas Gen finite element software, a three-dimensional mechanical model of the hyperbolic spiral ultra-long span irregular steel roof is established according to the original design drawings. The three-dimensional mechanical model is divided into a central structure and a spiral structure surrounding the central structure. The central structure is designated as area B and the spiral structure as area A. At this time, the three-dimensional mechanical model does not consider the displacement of each structure during construction.

[0059] S2, such as Figure 2 As shown, due to the small opening of the central structure, a radial construction method from the central structure outwards is chosen to facilitate the construction of the central structure. During construction, in order to cooperate with the civil engineering and curtain wall to achieve water tightness conditions, facilitate the completion of the roof aluminum panel laying, avoid hindering vertical transportation and mechanical and manual operations such as truck cranes, and make the space more sufficient when installing external structural components, the height difference distribution of the overall structure of the hyperbolic spiral ultra-long span irregular steel roof is also considered. According to the spatial height difference sequence and work interface requirements, the zoning is proposed. Along the spiral direction of the spiral structure, area A is divided into four assembly structures, and temporary support structures are set for each assembly structure. The four assembly structures are respectively designated as area Aa, area Ab, area Ac and area Ad.

[0060] S3. To facilitate construction, area B is designated as the priority assembly area. For the remaining areas, according to the construction sequence of the spiral structure from both ends to the middle, areas Aa and Ad are installed simultaneously first, followed by area Ab, and finally area Ac, thus determining the installation sequence of each assembly structure.

[0061] S4, such as Figures 5-8As shown, according to the installation sequence, the three-dimensional mechanical model of area B is established first, followed by the step-by-step three-dimensional mechanical models of areas B, Aa, and Ad. Then, the step-by-step three-dimensional mechanical models of areas B, Aa, Ad, and Ab are established. Finally, the step-by-step three-dimensional mechanical models of areas B, Aa, Ad, Ab, and Ac are established. The stress and deformation of the central structure, assembly structure, and temporary support structure in each step-by-step three-dimensional mechanical model are analyzed. Reserved deformation amounts are dynamically added to the structures involved in the step-by-step three-dimensional mechanical models. The load combination, internal force combination, and maximum displacement of each step-by-step three-dimensional mechanical model with reserved deformation amounts are verified to ensure that the structural displacements generated by the steel columns, steel beams, steel trusses 1, and steel truss floor slabs constituting the overall structure meet the design allowable deformation amounts when each construction step is completed.

[0062] S5. Based on the reserved deformation amount obtained in step S4, set the reserved deformation amount for the central structure, assembly structure and temporary support structure in the overall three-dimensional mechanical model, so that the coordinates of each structure in the formed overall three-dimensional mechanical model can be closer to the position coordinates in the actual construction state.

[0063] S6, such as Figure 3 As shown, the overall three-dimensional mechanical model is re-divided into multiple zones. The central area of ​​the super-long span irregular steel roof is the most stable due to the presence of the central structure, so it is divided into an independent zone. The other parts of the super-long span irregular steel roof surrounding the central area will be divided into multiple independent zones. Each zone forms a stable structure in its own area by relying on the permanent support structure of the aquarium roof. The zones around the central structure are unloaded first and form an overall stable load-bearing structure with the concrete.

[0064] Because symmetrical unloading results in smaller stress ratios and deformations, and stronger structural stability compared to sequential unloading, two opposing zones are grouped into one large zone. Each large zone is unloaded one by one, prioritizing the unloading of zones adjacent to the central area, and finally unloading the zone containing the central structure. According to the unloading order, the large zone is divided into Zone I, Zone II, Zone III, and Zone IV. Zone I is further divided into Zone I-1 and Zone I-2, Zone II into Zone II-1 and Zone II-2, Zone III into Zone III-1 and Zone III-2, and Zone IV into Zone IV-1 and Zone IV-2. The central structure, as the last zone to be unloaded, is designated as Zone IV-2. Temporary support structures located at the boundaries of adjacent zones are dismantled according to the unloading order as subsequent zones are unloaded.

[0065] S7, such as Figures 11-14As shown, for each unloading of a large area, the stress and deformation of each zone are analyzed. Based on the analysis results, the reserved deformation of the central structure, the assembled structure and the temporary support structure are adjusted again. At the same time, for each unloading of a large area, the load combination, internal force combination and maximum displacement of the overall three-dimensional mechanical model at this stage need to be verified to ensure that after each unloading, the structural displacement generated by each steel column, steel beam, steel truss 1 and steel truss floor slab that constitute the overall structure meets the design allowable deformation.

[0066] S8. In actual construction, a total station is used to measure the spatial coordinates of the overall structure of the ultra-long span irregular steel roof. At the same time, displacement gauges are used to measure the deformation of each component in the ultra-long span irregular steel roof, monitor its deformation development, and in comparison with the overall three-dimensional mechanical model and the step-by-step three-dimensional mechanical model, the overall three-dimensional mechanical model and the step-by-step three-dimensional mechanical model are corrected according to the actual deformation, so as to discover problems in advance before the actual construction progress and control the construction quality more accurately and effectively.

[0067] When simulating the stress and deformation characteristics of a complete three-dimensional mechanical model or a step-by-step three-dimensional mechanical model, the coupling effect of external adverse factors such as structural self-weight, wind load, and hoisting impact load on the established mechanical model should be considered.

[0068] The stress ratio and maximum downward deflection of the central structure, assembled structure and temporary support structure were calculated, and their rationality was verified by comparing with the standard.

[0069] Based on the above steps, when analyzing the stress and deformation of any structure, corresponding component combinations, loading methods, and boundary conditions should be pre-added to simulate the entire construction process in real time. For example, when analyzing the vertical and horizontal stress and deformation of the main components and the support frame, the temporary supports include single-column supports and circular tube supports 3. Pre-add corresponding component combinations such as steel-standard section combination supports, single-column supports, and circular tube supports 3, set the loading method to self-weight loading, and apply boundary conditions of temporary supports as hinged joints and main component connections as rigid joints to simulate the entire construction process in real time and analyze the vertical and horizontal stress and deformation of the circumferential steel beams, radial steel beams, steel truss 1, and support frame in different construction areas.

[0070] The single-column support adopts a support frame, which is set on the foundation through the bottom roadbed box 7. The support frame uses a combination of tower crane standard section 2 and steel section 5 to support the frame. The steel section 5 is supported at the structural segment nodes, and angle steel 4 is used as an anti-tipping measure. The bottom of the support frame is connected with expansion bolts or with angle steel 4 between adjacent support frames. The top of the support frame is also connected with angle steel 4, and both ends are welded to the frame.

[0071] The upper part of the support frame is leveled with shims between itself and the steel truss 1 structure. After the top is leveled, the components are installed and fixed in place. During the installation of the vertical web members 6, angle steel 4 is used as a diagonal support as a temporary support to prevent lateral overturning.

[0072] The lower part of the support frame has a leveling shim 8. When it is necessary to adjust the reserved deformation amount of the temporary support structure, the elevation of the temporary support structure can be changed by adding or removing shims or leveling shims 8. The amount of change in the elevation of the temporary support structure is the reserved deformation amount.

[0073] The support frame can only be dismantled after the upper and lower chord structures of steel truss 1 are installed and the leveling pads 8 are fixed. The dismantling should be carried out step by step in the unloading sequence. During the dismantling process, the node positions of steel truss 1 should be measured and observed, and the deformation should be measured to ensure that the deflection and deformation meet the requirements before unloading can continue.

[0074] An example of the actual verification process is as follows:

[0075] During the verification process in step S4, the structural displacement reached its maximum value of d = 13.7 mm < 19220 / 400 = 48.05 mm when the web members of steel truss 1 in area Aa were installed. The deformation was much smaller than the allowable deformation in the "Steel Structure Design Standard" (GB50017-2017), meeting the design specifications. During construction, the stress concentration of the temporary supports was mainly distributed at the bottom of the supports. The upper and lower chords of the primary and secondary steel trusses 1 also showed a sudden increase in stress with a large range of variation, with the lower chord showing relatively low stress. Combined verification of the overall structure and supports during installation showed that the maximum combined verification ratio of each member occurred on the support frame at 0.40 < 1, meeting the specifications.

[0076] During the verification process in step S7, the mid-span of steel truss 1 deforms downwards under gravity during unloading, while the two ends arch upwards, with positive deformation values. When the temporary support structure is removed, the deformation of the components is small, with a maximum value of less than -10mm. After the temporary support is removed, some components experience large deformations. This is because after removing the temporary support erected in the middle of steel truss 1, the portion of steel truss 1 near the temporary support deforms more under its own weight, with a maximum displacement reaching -25mm. According to the above-described zonal unloading scheme, combined with the overall roof structure displacement cloud diagram, and based on the simulated construction verification, the maximum downward deflection of the overall roof structure during support unloading is d = 21.62mm < 34250 / 400 = 85.63mm, and the deformation is within the allowable deformation range of the "Steel Structure Design Standard" (GB50017-2017). During the removal of the temporary support structure, a sudden stress change occurs at the monitoring point. The maximum combined verification ratio of the overall structure and the support during the unloading of the temporary support appears on the support at 0.70 < 1, meeting the code requirements. Meanwhile, during the initial unloading of the temporary supports under design conditions, the deformation and stability of the overall structure and supports were verified as follows: the maximum structural displacement d = 37.40 mm < 40311 / 400 = 100.77 mm; the maximum stress ratio of the components was 0.53 < 1, which meets the design specifications. The stress ratio and deformation of the overall structure under different conditions are shown in Table 1.

[0077] Table 1 Stress ratio and deformation of the overall structure

[0078]

[0079] Although embodiments of the invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A method for controlling the pre-deformation construction of a hyperbolic spiral-shaped ultra-long span irregular steel roof, characterized in that, Includes the following steps: A finite element method software was used to establish an overall three-dimensional mechanical model of a hyperbolic spiral ultra-long span irregular steel roof. The overall three-dimensional mechanical model was divided into a central structure and a spiral structure surrounding the central structure. Based on the space of the construction site and the working range of the hoisting machinery, the spiral structure is divided into several assembly structures along the spiral direction of the spiral structure, and temporary support structures are set for each assembly structure; The installation sequence of each assembly structure is determined according to the construction sequence of the spiral structure from both ends to the middle; Based on the installation sequence, a step-by-step three-dimensional mechanical model of each assembled structure after installation is established, and the stress and deformation of the central structure, the assembled structure and the temporary support structure in each step-by-step three-dimensional mechanical model are analyzed. Based on the analysis results, the central structure, the assembled structure, and the temporary support structure in the overall three-dimensional mechanical model are designed with reserved deformation amounts. The overall three-dimensional mechanical model is re-divided into multiple partitions, each of which forms a stable structure in a separate region. Two opposing partitions are grouped into one large region, and each large region is unloaded one by one. During the process of unloading each of the aforementioned regions one by one, the temporary support structures located at the boundaries of adjacent regions are dismantled in the order of unloading as the subsequent regions are unloaded. After each of the above-mentioned regions is unloaded, the stress and deformation of each of the above-mentioned regions are analyzed, and the reserved deformation of the central structure, the assembly structure and the temporary support structure are adjusted again based on the analysis results. The temporary support structure has a leveling pad at its lower part, and a pad is provided between the upper part of the temporary support structure and the truss structure of the steel roof. When it is necessary to adjust the reserved deformation amount of the temporary support structure, the elevation of the temporary support structure is changed by adding or removing the pads or the leveling pad. The change in the elevation of the temporary support structure is the reserved deformation amount. In the process of re-dividing the overall three-dimensional mechanical model into multiple partitions, the central area of ​​the ultra-long span irregular steel roof is divided into an independent partition. The other parts of the ultra-long span irregular steel roof surrounding the central area will be divided into multiple independent partitions. The partitions adjacent to the central area are unloaded first, and the partition where the central structure is located is unloaded last.

2. The method for controlling the pre-deformation construction of a hyperbolic spiral-shaped ultra-long span irregular steel roof according to claim 1, characterized in that, Before establishing each of the step-by-step three-dimensional mechanical models, the three-dimensional mechanical model of the central structure is established first, and then each of the assembled structures is assembled around the central structure according to the installation sequence.

3. The method for controlling the pre-deformation construction of a hyperbolic spiral-shaped ultra-long span irregular steel roof according to claim 1, characterized in that, The stress ratio and maximum downward deflection of the central structure, the assembled structure, and the temporary support structure were calculated, and their rationality was verified by comparing with the specifications.

4. The method for controlling the pre-deformation construction of a hyperbolic spiral-shaped ultra-long span irregular steel roof according to claim 1, characterized in that, In actual construction, a total station is used to measure the spatial coordinates of the overall structure of the ultra-long span irregular steel roof. At the same time, displacement gauges are used to measure the deformation of each component in the ultra-long span irregular steel roof, monitor its deformation development, and compare it with the overall three-dimensional mechanical model or the step-by-step three-dimensional mechanical model to verify its rationality.

5. The method for controlling the pre-deformation construction of a hyperbolic spiral-shaped ultra-long span irregular steel roof according to claim 1, characterized in that, When analyzing the stress and deformation of any structure, the corresponding component combinations, loading methods and boundary conditions should be added in advance to simulate the working conditions of the entire construction process in real time.

6. The method for controlling the pre-deformation construction of a hyperbolic spiral-shaped ultra-long span irregular steel roof according to claim 1, characterized in that, For each of the aforementioned regions unloaded, the load combination, internal force combination, and maximum displacement of the overall three-dimensional mechanical model at that stage need to be verified.

7. The method for controlling the pre-deformation construction of a hyperbolic spiral-shaped ultra-long span irregular steel roof according to claim 1, characterized in that, The load combination, internal force combination, and maximum displacement of each step-by-step three-dimensional mechanical model are verified.

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