Construction method of large-span hyperboloid saddle type space grid steel structure with column on arch

Abstract

The application is a construction method of a large-span hyperbolic saddle-shaped space grid steel structure with column rising on the arch, which comprises the following steps: structural stress concept analysis and scheme comparison, construction process simulation analysis and block selection, component deepening design, complex component space coordinate transformation and space positioning based on BIM technology, saddle-shaped arch structure installation and construction, arch column rising and arch frame installation and construction, and temporary support unloading and removal. The application solves the construction problems of the structure combined by the large-span hyperbolic saddle-shaped space grid structure and the frame structure, such as complex structure, many nodes, heavy components, many safety control risk factors, etc. in the construction process, and the high precision control requirement of the column rising on the arch from round to square, and the difficulty of key process quality control, and the like. The application is advanced and reliable in technology, and has remarkable effects in quality, safety, efficiency and cost control.

Description

Technical Field

[0001] This invention relates to the field of steel structure construction technology, and in particular to a construction method for a large-span hyperboloid saddle-shaped spatial grid steel structure with columns rising from the arch. Background Technology

[0002] With the improvement of economic and technological levels, my country's public buildings have put forward higher requirements for the interior space and exterior design of buildings. In recent years, the application of large-span spatial structures in China has become very widespread. They are not only used in test sites such as factory workshops, test halls, and automotive research centers, but also in public buildings such as shopping malls, supermarkets, stadiums, exhibition halls, and airport terminals, as well as industrial buildings such as factory workshops, coal storage sheds, and warehouses.

[0003] Large-span spatial structures typically employ spatial grid structures, spatial shell structures, and spatial mesh structures. The saddle-shaped grid arch with columns innovatively combines spatial grid structures with conventional frame structures. This not only utilizes the excellent load-bearing characteristics and adaptability to large spaces of the spatial grid structure but also fully leverages the regularity and stability of the frame structure. Using the spatial grid structure as the lower exhibition space and the frame structure for offices and business meetings perfectly combines "square" and "circle," showcasing the beauty of curves and mechanics in architecture, and demonstrating great application potential.

[0004] However, due to the complexity of large-span saddle-shaped spatial grid structures, the large number of nodes, heavy components, and numerous safety management risks, the high precision required for the transformation of the arch-supported columns from round to square, and the significant difficulty in quality control during key processes, these have proven to be major challenges that have been difficult to resolve during construction based on past engineering experience. Therefore, this application proposes a construction method for large-span hyperboloid saddle-shaped spatial grid steel structures with arch-supported columns. Summary of the Invention

[0005] This invention aims to solve a series of construction problems, such as the precise positioning and installation of large multi-node components in this novel structural form, the setting and unloading of temporary supports, and the positioning and correction of columns raised on the arch. It provides a construction method for a large-span hyperboloid saddle-shaped spatial grid steel structure with columns raised on the arch.

[0006] To achieve the above objectives, the present invention adopts the following technical solution:

[0007] The construction method for a large-span hyperboloid saddle-shaped spatial grid steel structure with columns supported on an arch is as follows:

[0008] S1. The main structure is divided into an upper frame structure and a lower saddle-shaped arch structure using the "isolation method". The stress concept analysis of the frame structure and the saddle-shaped arch structure is carried out respectively. Then, the construction scheme is compared and selected to initially determine the construction approach.

[0009] Frame structure stress concept analysis: The upper frame structure is regarded as a frame structure with a rigid bottom connection and frame columns of varying lengths. The longitudinal and transverse spans of the central axis of the saddle-shaped arch structure are taken respectively, and the stress analysis is carried out under specified vertical and horizontal forces. According to the concept of structural mechanics, the maximum stress point and the maximum deformation point of the frame structure can be estimated.

[0010] Saddle-shaped arch structure stress concept analysis: A saddle-shaped arch structure can be considered as having a frame whose longitudinal and transverse axes are respectively... Towards, In the plane, The in-plane reinforcing rings are arch ribs, and the spatial grid between the arch ribs adopts the shell method to simplify the thin-surface structure. The standard value of the surface load is... ,in: The standard value of the roof load excluding the self-weight of the space frame. The shortest distance between the arch ribs is denoted as ; the upper load is simplified to the concentrated force P acting on the arch ribs.

[0011] S2. Using the geometric nonlinear finite element method, without considering the elasticity and plasticity of the material, and assuming that the material is elastic, we perform a full load-displacement analysis. Based on this analysis, we use nonlinear finite element software and structural design software to perform simulation modeling.

[0012] S3. Based on steel structure detailing software, steel structure nodes are detailed to facilitate the processing and assembly of components in the processing plant;

[0013] S4. Spatial coordinate transformation and spatial positioning of complex components based on BIM technology: The model is transformed by using the software interface between finite element software, design software and BIM application software. The intuitiveness and demonstration function of BIM software are utilized to analyze the target component by establishing the virtual plane and local coordinate system transformation command and using the "Hidden Elements EU" command in the model.

[0014] S5. Installation and construction of the saddle-shaped arch structure, including the following steps:

[0015] S51, Installation of temporary supports;

[0016] S52, Spatial posture transformation of saddle-shaped arch structure;

[0017] S53. Installation of saddle-shaped arch structure;

[0018] S6. The installation and construction of the arch-supported columns and arch-supported frame include the following steps:

[0019] S61. Using spatial transformation technology, measure and mark the four corner points of the column base;

[0020] S62. Install the guide plate;

[0021] S63. Lofting and trimming of column base curves;

[0022] S64. Install steel columns and perform verticality correction;

[0023] S65, the column base is welded and fixed to the second-floor frame beam;

[0024] S66. Construction of frame structure;

[0025] S7. Unloading and removal of temporary supports.

[0026] In particular, in S1, the scheme comparison and analysis compared the high-altitude assembly method, the segmented installation method, the sliding method, the overall hoisting method, the overall lifting method, and the folding and unfolding lifting method. The preliminary decision was to select the cantilevered high-altitude assembly method with fewer supports to assemble the arch ribs and the segmented installation method to install the inter-rib grid structure.

[0027] Specifically, in S2, the whole-process analysis method uses iterative calculation, as shown in the following formula:

[0028]

[0029] Where: K t --Tangent stiffness matrix of the structure at time t;

[0030] --The iterative increment of the current displacement;

[0031] --The nodal load vector applied externally at time t+△t;

[0032] --t+△t corresponding to the internal force vector of the member node.

[0033] Specifically, in S2, simulation modeling includes: installation process simulation analysis, unloading process simulation analysis, construction simulation verification, unit block selection, and secondary simulation analysis.

[0034] Specifically, in S3, the key design points for the steel structure include: the node treatment of the steel arch rib segments, the segmentation and reinforcement of the grid unit blocks, the structural reinforcement of the steel arch ribs at the temporary support locations, the node treatment between the steel arch ribs and the grid unit blocks, and the fixing treatment between the arch columns and the arch ribs.

[0035] Specifically, in S4, the specific construction steps are as follows:

[0036] Model building and model verification;

[0037] Adjust the overall coordinate system and determine the final state coordinate points;

[0038] Component aerial positioning;

[0039] Component coordinate transformation in mid-air;

[0040] Optimization of mesh secondary beam connection nodes.

[0041] Specifically, in S51, the installation of temporary supports includes the following steps:

[0042] The installation of temporary support foundation embedded parts and the construction of foundation concrete;

[0043] Installation and verticality control of lattice-type temporary support frames;

[0044] Control of the top elevation of the temporary support frame.

[0045] Specifically, in S52, the spatial attitude transformation of the saddle-shaped arch structure includes the following steps:

[0046] Spatial orientation transformation of mesh cells;

[0047] Spatial orientation transformation of the arch rib unit.

[0048] Specifically, in S53, the installation of the saddle-shaped arch structure includes the following steps:

[0049] S5301. Two secondary rib CT scanners are symmetrically installed from both sides to the middle.

[0050] S5302, Two side ribs BT are symmetrically installed from both sides to the middle;

[0051] S5303. Using temporary supports, install the corresponding section of the longitudinal sealing rib GT between the secondary side rib CT and the side rib BT, and connect them firmly.

[0052] S5304. Using temporary supports, install inter-rib mesh units between the secondary side rib CT and the side rib BT.

[0053] S5305, Two transverse edge sealing ribs FT are symmetrically installed from both sides to the middle;

[0054] S5306. Using temporary supports, install the corresponding section of the longitudinal sealing rib GT between the side rib BT and the transverse sealing rib FT, and connect them firmly. Install the corresponding section of the longitudinal intermediate rib ZT between the secondary side rib CT and the side rib BT, and connect them firmly.

[0055] S5307. Using temporary supports, install inter-rib grid units between the edge ribs BT and the transverse edge sealing ribs FT.

[0056] S5308. Using the grid units already installed on both sides and the temporary support in the middle, install the corresponding section of the longitudinal edge sealing rib GT and the corresponding section of the longitudinal intermediate rib ZT between the two secondary edge ribs CT, and install cross braces between the corresponding sections of the longitudinal edge sealing rib GT and the corresponding sections of the longitudinal intermediate rib ZT, and connect them firmly.

[0057] S5309. Using the longitudinal sealing rib GT and temporary support between the two secondary side ribs CT, two intermediate arch ribs MT are symmetrically installed from both sides to the middle.

[0058] S5310. Using temporary supports, install inter-rib mesh units in sections between the secondary side rib CT and the middle arch rib MT.

[0059] S5311. Using temporary supports, install inter-rib grid units in sections between the two intermediate arch ribs MT.

[0060] The beneficial effects of this invention are:

[0061] (1) This invention adopts mechanical concept analysis, construction process simulation analysis, spatial coordinate transformation and spatial positioning based on BIM technology, unique hyperboloid saddle-shaped spatial grid structure and multi-scheme comparison and construction process determination of the column on the arch, and innovatively proposes "construction method of large-span hyperboloid saddle-shaped spatial grid steel structure with column on the arch", which solves the above-mentioned construction problems. The technology is advanced and feasible. Engineering practice has proven that it has achieved remarkable results in ensuring quality, safety, efficiency and cost control.

[0062] (2) In the “structural stress concept analysis and scheme comparison” in S1, abstract conceptual mechanics research is used to replace cumbersome calculation analysis in the early stage of scheme design. Through this step, multiple methods are compared and selected, and the construction idea of ​​using cantilevered high-altitude scattered arch ribs with fewer supports and installing inter-rib grid structure in sections and blocks is initially determined. This step focuses on using the mechanical properties of the main structure itself to select the construction scheme, which saves the workload and makes the construction technology more scientific.

[0063] (3) In S2, “Construction process simulation analysis and block selection” simultaneously utilizes “considering time-varying influence (construction process analysis)” and “not considering time-varying influence (design state analysis)” in the analysis. On the one hand, it can achieve the purpose of rapid analysis and improve analysis efficiency in the scheme deepening stage. On the other hand, after the construction scheme is determined, a detailed comprehensive analysis considering various factors is carried out to achieve accurate analysis. Through the application of simulation analysis results, the interaction between simulation analysis and the site is realized to ensure construction safety, reliability and precise control.

[0064] (4) "Spatial coordinate transformation and spatial positioning of complex components based on BIM technology" in S4 ultimately realizes the determination of the spatial coupling of two hyperbolic shapes, namely saddle shape in X direction and arch shape in Y direction, by using multi-software interactive office and BIM application technology. Based on analytical geometry knowledge, it solves the problem of cumbersome spatial coordinate transformation and large workload, and finally realizes spatial coordinate transformation and spatial positioning of irregular components. Lightweight office, any data can be extracted by clicking on the graphic, the combination of numbers and shapes is simple and intuitive, and it is extremely convenient and durable.

[0065] (5) The “saddle-shaped arch structure installation and construction” in S5 can solve a series of problems such as the large number of nodes, heavy components, and many safety control risk factors in the complex and ever-changing hyperboloid saddle-shaped spatial grid structure. Through a series of technologies such as the installation of temporary supports and the reservation of pre-deformation, the spatial attitude transformation of grid units and arch rib components, and the construction process of saddle-shaped arch structure, it can achieve precise positioning, safe construction, and beautiful shaping. After shaping, it achieves a slight error compared with the design state.

[0066] (6) In S6, “the installation and construction of the arch-supported column and the arch-supported frame”, a guide plate is specially selected on the arch. This not only serves as a guide and limit, but also avoids the impact of difficulty in fixing during welding. The construction is simple and easy to operate.

[0067] (7) "Unloading and removal of temporary supports" in S7. This unloading process ensures safety and convenience of construction, and follows the design intent. The mechanical properties and final forming state of the components meet the design requirements, ensuring unloading safety and construction quality.

[0068] (8) A steel lattice temporary support system is adopted, which reduces the amount of steel used while ensuring the stability of the temporary support and the structure under stress. It can be recycled and reused in the later stage. Attached Figure Description

[0069] Figure 1 This is a schematic diagram of the main structure of the present invention;

[0070] Figure 2 This is a left-side view of the main structure of the present invention;

[0071] Figure 3 This is a front view schematic diagram of the main structure of the present invention;

[0072] Figure 4 This is a schematic diagram of the saddle-shaped arch structure of the present invention;

[0073] Figure 5 This is a left-side schematic diagram of the saddle-shaped arch structure of the present invention;

[0074] Figure 6 This is a schematic diagram of the arch rib segmentation of the present invention;

[0075] Figure 7 This is a schematic diagram of the spatial coordinate transformation of the grid cell in this invention;

[0076] Figure 8 This is a schematic diagram of the optimized secondary beam connection node of the present invention;

[0077] Figure 9 This is a schematic diagram of the arch-supported column base guide plate of the present invention;

[0078] Figure 10 This is a schematic diagram of the temporary support arrangement of the present invention;

[0079] The following will describe in detail, with reference to the accompanying drawings, embodiments of the present invention. Detailed Implementation

[0080] The present invention will be further described below with reference to embodiments:

[0081] This invention is based on a construction example of a steel structure project under construction by our company. It is the first large-span steel structure to combine a saddle-shaped spatial grid structure with a frame structure, and the first to achieve the construction of a public building with columns raised on top of the arch. Due to the complexity of the large-span saddle-shaped spatial grid structure, the large number of nodes, the weight of the components, and the numerous safety management risks, the high precision required for the transformation of the columns from round to square on top of the arch, and the significant difficulty in quality control during key processes, these have been major challenges that have been difficult to solve in previous engineering experience. Through actual engineering application, the construction scheme has proven to be safe, reliable, economical, and applicable. The specific scheme is as follows.

[0082] like Figures 1-10 As shown, a construction method for a large-span hyperboloid saddle-shaped spatial grid steel structure with columns rising from an arch includes the following steps:

[0083] S1. Using the "isolation method", the main structure is divided into an upper frame structure and a lower saddle-shaped arch structure (hyperboloid saddle-shaped grid structure). The stress concept analysis of the frame structure and the saddle-shaped arch structure is carried out respectively. Then, the construction scheme is compared and selected to initially determine the construction approach.

[0084] Frame structure stress concept analysis: The upper frame structure is regarded as a frame structure with a rigid bottom connection and frame columns of varying lengths. The longitudinal and transverse spans of the central axis of the saddle-shaped arch structure are taken respectively, and the stress analysis is carried out under specified vertical and horizontal forces. According to the concept of structural mechanics, the maximum stress point and the maximum deformation point of the frame structure can be estimated.

[0085] Saddle-shaped arch structure stress concept analysis: A saddle-shaped arch structure can be considered as having a frame whose longitudinal and transverse axes are respectively... Towards, In the plane, The in-plane reinforcing rings are arch ribs, and the spatial grid between the arch ribs adopts the shell method to simplify the thin-surface structure. The standard value of the surface load is... ,in: The standard value of the roof load excluding the self-weight of the space frame. The shortest distance between the arch ribs is denoted as ; the upper load is simplified to the concentrated force P acting on the arch ribs.

[0086] In the comparative analysis of the schemes, the high-altitude assembly method, the segmented installation method, the sliding method, the overall hoisting method, the overall lifting method, and the folding and unfolding lifting method were compared and selected. The preliminary decision was to adopt the construction approach of using the cantilevered high-altitude assembly method with fewer supports to assemble the arch ribs and the segmented installation method to install the inter-rib grid structure.

[0087] The high-altitude assembly method is more suitable for fully supported, non-welded spatial grids. For welded connections, the amount of welding at high altitudes is large, and a large number of supports are required.

[0088] The strip-and-block method is suitable for spatial grids where the structural stiffness and stress state change little after segmentation, but it is constrained by lifting equipment.

[0089] The sliding method requires the installation of parallel sliding rails and is suitable for situations such as construction crossings and narrow sites.

[0090] The overall hoisting method and the overall lifting (top) method are suitable for situations with fewer support points, which can reduce high-altitude operations.

[0091] The folding and unfolding lifting method involves folding and assembling the mechanism on the ground or a work platform near the ground, then using lifting equipment to raise the folding mechanism to the design elevation, and then supplementing the original removed rods at high altitude, transforming the mechanism into a structure. This method is more suitable for cylindrical reticulated shell structures.

[0092] Considering the structural stress characteristics, the proposed methods are high-altitude assembly and segmented installation. However, given the workload and quality control of high-altitude welding in high-altitude assembly, and the difficulty in forming stable segmented units (the segmented units have poor rigidity and little change in stress conditions), the construction approach of cantilevered high-altitude assembly arch ribs with fewer supports and segmented installation of inter-rib grid structures is selected, followed by further comparison of different schemes.

[0093] In the initial design phase, abstract conceptual mechanics research was used instead of cumbersome calculations and analyses. Through this step, various methods were compared, including high-altitude assembly, segmented installation, sliding, overall hoisting (aerial translation and rotation), overall lifting, and folding / unfolding lifting. This initially determined the construction approach of using a cantilevered high-altitude assembly arch rib with fewer supports and a segmented installation grid structure between the ribs, allowing for further comparison of different schemes. This step focused on utilizing the inherent mechanical properties of the main structure to select the construction method, saving workload and making the construction technology more scientific.

[0094] S2. Using the geometric nonlinear finite element method, without considering the elasticity and plasticity of the material, and assuming that the material is elastic, a full load-displacement analysis is performed. Specifically, the full-process analysis method adopts iterative calculation, and the formula is as follows:

[0095]

[0096] Where: K t --Tangent stiffness matrix of the structure at time t;

[0097] --The iterative increment of the current displacement;

[0098] --The nodal load vector applied externally at time t+△t;

[0099] --t+△t corresponding to the internal force vector of the member node.

[0100] Based on this analysis, nonlinear finite element software and structural design software were used for simulation modeling. The simulation modeling included: installation process simulation analysis, unloading process simulation analysis, construction simulation verification, element block selection and secondary simulation analysis.

[0101] S21. Simulation analysis of the installation process;

[0102] S2101. According to the CAD axis, import the dxf file of the CAD drawing of the main structure into the nonlinear finite element software. The members are simulated as curved beams using "beam elements", and material and cross-sectional form properties are assigned.

[0103] S2102, Load Value: Create virtual surface elements on the mesh surface to apply the surface load. The surface load value is... The member unit takes its own weight. The load combination is 1.0. +0.5 ;

[0104] S2103. Apply fully constrained boundary conditions for constrained support displacement and rotation to the arch foot of the arch rib. Add constrained boundary conditions that only constrain the Z-direction (vertical displacement) at the bisection, trisection, quadrature and quintile positions of the arch rib to replace the temporary support system and simulate to determine the number of support points.

[0105] S2104. Establish a temporary support model. The temporary support and the support points determined by the above simulation are subjected to boundary conditions of "linear constraint" to simulate their coupling state.

[0106] S2105. Based on the progress of construction, select the working conditions corresponding to the construction status in turn, and conduct separate simulation analysis on the "constructed main structure + temporary support structure" under different working conditions to determine its stress cloud diagram, stress ratio, displacement change, and whether the scheme is feasible.

[0107] S2106. Post-construction adjustments: Special markings should be made for areas with stress ratios exceeding 0.85, and stress monitoring should be conducted during construction; local reinforcement measures should be implemented for structures with stress exceeding 1.05 but not exceeding 1.25; for cases where stress exceeds 1.25, the scheme needs to be modified, mainly by setting corner braces or diagonal supports, or adjusting the location of movable supports; for cases where displacement changes exceed 1 / 300 of the span, additional supports should be added or spreader beams should be installed on both sides for coupling support.

[0108] S2107. Pre-deformation control: Given that temporary supports and the main structure will undergo self-healing deformation and time-varying displacement after construction, a temporary support model is set up at the temporary support points. Construction process analysis is used to consider the impact of time on the structure, employing a "dual control" approach: the stress ratio of 85% of the components is no greater than 0.85, and the stress ratio of individual members does not exceed 1.05; the displacement conforms to 1 / 300 of the span. The Z-axis (vertical displacement) value of each support point is then taken into account as the pre-deformation amount, and this pre-deformation amount is factored into the vertical support system in advance.

[0109] S22. Simulation analysis of the unloading process;

[0110] S2201. Transfer the model containing temporary supports, including the structure itself, loads and combinations, and boundary conditions, to the unloading process analysis to determine the maximum displacement of each node under the envelope state. Minimum displacement Maximum stress Minimum stress The maximum displacement of each member under the envelope state Minimum displacement Maximum stress Minimum stress Temporary support for the internal forces at the top ;

[0111] S2202. Transfer the model without temporary supports, including the structure itself, loads and combinations, and boundary conditions, to the unloading process analysis to determine the maximum displacement of each node under the envelope state. Minimum displacement Maximum stress Minimum stress and the maximum displacement of each member under the envelope state. Minimum displacement Maximum stress Minimum stress ;

[0112] S2203. Taking into account the maximum stress ratio, maximum stress, maximum displacement of each node and each member, and the internal force at the top of the temporary support, the points with greater stress on the temporary support and the points with greater stress ratio between the node and the member are selected in sequence for simulation of 10mm reduction. That is, the simulation analysis is carried out by using the change of constrained displacement under load without considering the construction process. Six support points of the temporary support are selected in sequence for 10mm reduction at each support point until all points are reduced.

[0113] S2204. Mark the order of each unloading point, conduct a simulation analysis considering the construction process, and predict the stress and displacement changes of the main structure during the unloading process. If a change occurs, the unloading amount affecting the support point can be adjusted to 6mm.

[0114] S23. Construction simulation verification;

[0115] S2301. Export the model from the finite element software to the interface file of the structural design software. Adopt the design thinking approach, that is, treat the temporary supports and the main structure as a whole as the design model, and re-add boundary conditions and load properties.

[0116] S2302. For the construction process analysis of the model in the structural design software, and the comparison with the calculation results of the finite element software, if the error is within 15%, it can be regarded as the model being accurate and the calculation being reliable.

[0117] S24. Element block selection and secondary simulation analysis;

[0118] S2401. Based on the capacity of the lifting equipment and road transport equipment, the transverse arch ribs are segmented, such as... Figure 6 As shown;

[0119] The central arch rib MT is divided into the central 2-5 meter closure section MT-T0 and MT-B0, and the two side arch ribs are each set as one section MT-TL1, MT-TR1, MT-BL1, and MT-BR1;

[0120] The secondary side ribs CT are divided into the middle 2-5 meter closure section CT-T0 and CT-B0, and the two side arch ribs are each divided into two sections according to the arc length CT-TL1, CT-TL2, CT-TR1, CT-TR2, CT-BL1, CT-BL2, CT-BR1, and CT-BR2.

[0121] The edge rib BT is divided into 6 segments based on the arc length, and is labeled as BT-T1, BT-T2, BT-T3, BT-T4, BT-T5, BT-T6, BT-B1, BT-B2, BT-B3, BT-B4, BT-B5, and BT-B6 respectively.

[0122] The horizontal sealing rib FT is divided into 5 segments according to the arc length, and is labeled as FT-T1, FT-T2, FT-T3, FT-T4, FT-T5, FT-B1, FT-B2, FT-B3, FT-B4, and FT-B5 respectively.

[0123] S2402. Based on the capacity of the lifting equipment and road transport equipment, the longitudinal arch ribs are segmented, such as... Figure 6 As shown;

[0124] The longitudinal central rib ZL can be divided into 3 segments according to the nodes, which are labeled as ZT-L1, ZT-L2, ZT-L3, ZT-R1, ZT-R2, and ZT-R3 respectively;

[0125] The longitudinal sealing rib GT is divided into 5 segments according to the nodes, which are labeled as GT-L1, GT-L2, GT-L3, GT-L4, GT-L5, GT-R1, GT-R2, GT-R3, GT-R4, and GT-R5 respectively;

[0126] S2403, temporary supports are respectively installed at both ends of the above-mentioned arch rib unit;

[0127] S2404, the saddle-shaped grid unit is divided into blocks. According to the triangular stable system, the grid unit between every two arch ribs becomes a grid unit block. Each grid unit block is divided into four parts: upper left shear plate, upper right shear plate, lower left shear plate, and lower right shear plate.

[0128] S2405. Based on the determined block sequence, the construction steps are refined through the construction process analysis section of the upper operation model. The units are activated and deactivated through the birth and death unit method, and finally a reasonable construction process is determined.

[0129] In summary, by using "installation process analysis," "unloading process analysis," and "construction simulation verification," and by simultaneously employing "considering time-varying effects (construction process analysis)" and "not considering time-varying effects (design state analysis)," we can achieve rapid analysis and improve analysis efficiency during the scheme refinement stage. Furthermore, once the construction scheme is determined, a detailed comprehensive analysis considering all factors can be conducted to achieve accurate analysis. The application of simulation analysis results enables interaction between simulation analysis and on-site conditions, ensuring safe, reliable, and precise construction management.

[0130] S3. Based on steel structure detailed design software, the steel structure nodes are detailed to facilitate the processing and assembly of components in the processing plant. Specifically, the main detailed design points of the steel structure include: node treatment of steel arch rib segments, segmentation and reinforcement of grid unit blocks, structural reinforcement of steel arch ribs at temporary support locations, node treatment between steel arch ribs and grid unit blocks, and fixing treatment between arch columns and arch ribs.

[0131] S4. Spatial coordinate transformation and spatial positioning of complex components based on BIM technology: The model is transformed by using the software interface between finite element software, design software and BIM application software. The intuitiveness and demonstration function of BIM software are utilized to analyze the target component by establishing the virtual plane and local coordinate system transformation command and using the "Hidden Elements EU" command in the model.

[0132] The specific construction steps are as follows:

[0133] S41. Model building and verification;

[0134] The finite element model and the detailed design model are exported as interface files, and then imported into the BIM software for comparison and analysis to determine the accuracy of the models. The model imported based on the detailed design model is accurate to the material cutting requirements and matches the status of the components upon arrival on site, and is therefore the selected model.

[0135] S42. Adjust the overall coordinate system and determine the final state coordinate points, such as... Figure 7 As shown;

[0136] The coordinates of the final state of the model are defined using the two ends of the arch rib as the Y-axis, the line connecting the centers of the two arches as the X-axis, and the vertical height as the Z-axis. The elevation of the site reference point is taken as the elevation 0 point (z=0 plane); the center of the two ends of the arch rib is taken as the Y-axis 0 point (y=0 plane); and the center of the line connecting the centers of the two arch ribs is taken as the X-axis 0 point (x=0 point). This coordinate system forms the global coordinate system (GCS-XYZ system). Within this coordinate system, the coordinates of the two ends and three intermediate sections of each component can be directly generated. Each rectangular or trapezoidal section can have four endpoints and one axis center coordinates. It can also generate temporary support for each control point at the bottom. );

[0137] S43. Component aerial positioning;

[0138] Using a total station, set up the prism at a fixed point, and set up the prism at known point 1 and known point 2 respectively. Input the coordinates of the two known points respectively, and the total station can automatically determine the position of the total station based on the distance and angle. Input the coordinates of point i in the global coordinate system. By moving the prism, the orientation of that point can be obtained. ),in, To take into account the pre-deformation amount in the construction process analysis;

[0139] S44. Aerial coordinate transformation of components;

[0140] Activate the triangular elements of the separated mesh unit blocks using the "Hidden Primitives EU" command, rotate the triangular element so that its convex side faces downward, connect the three centers of the convex side of the inner nodes of the three outermost corner members to define a plane, translate this plane downward by 0.5m to create a virtual plane, establish an XY rectangular coordinate system in this plane, with the vertical direction upward as the Z-axis, forming a local coordinate system (UCS-XYZ system); determine the spatial coordinates of the two endpoints and the midpoint of the convex side of each node in this plane. This coordinate system can be used for the fabrication and assembly of mesh triangular units, such as... Figure 7 As shown;

[0141] S45, Optimization of mesh secondary beam connection nodes, such as Figure 8 As shown;

[0142] The secondary beams of the saddle-shaped grid structure are intersecting welded. Since the grid structure is a spatially irregular oblique form, the spatial positioning, intersection angle, and cross-sectional dimensions of each node are different. Considering the processing accuracy, structural deformation after stress application, and welding deviation, BIM technology is used to refine the nodes in detail. The nodes at the connection of the grid secondary beams are optimized to be replaced by circular steel pipe nodes to replace the original intersecting welded nodes.

[0143] After optimization, the secondary beams in the grid are connected by circular pipes in different directions, which solves the problem of inaccurate alignment of secondary beams at the joints of the original grid secondary beams due to different angles and positions of the same cross section. This significantly reduces the precision requirements for steel structure processing, improves welding quality, and ensures the overall stress stability of the secondary grid structure while maintaining the curved appearance of the grid.

[0144] By utilizing multi-software interactive office and BIM application technologies, the problem of determining the spatial coupling posture of two hyperbolic components, namely the saddle shape in the X direction and the arch shape in the Y direction, is solved. Based on analytical geometry, the problem of tedious and labor-intensive spatial coordinate transformation is solved. Ultimately, the spatial coordinate transformation and spatial positioning of irregular components are realized, making office work lightweight. Any data can be extracted by clicking on the graphics. The combination of numbers and shapes is simple, intuitive, and extremely convenient and durable.

[0145] S5. Installation and construction of the saddle-shaped arch structure, including the following steps:

[0146] S51, Installation of temporary supports;

[0147] S5101, Installation of temporary support foundation embedded parts and construction of foundation concrete;

[0148] Evenly arrange anchor bolts around the center point of the temporary support, fix the anchor bolts to the square embedded plate by spot welding, and set a ring hoop on the outside of the bottom of the anchor bolt. After aligning the anchor bolt with the embedded plate, fix it to the ring hoop by spot welding. Pour the bottom concrete and after it reaches 80% of the design strength, the temporary support can be installed.

[0149] S5102, Installation and verticality control of lattice-type temporary support frame;

[0150] Using a crane, the four segments of the lattice-type temporary support were hoisted into place one by one. Based on the cross intersection method, the verticality of each segment was controlled by a theodolite to meet the requirements. Double nuts were tightened on each of the bottom anchor bolts for fixation. For cases where there are gaps at the bottom, quick-setting cement was used for grouting. The segments of the lattice column and the connecting strips were welded in sequence to form a continuous truss whole.

[0151] S5103, Control of the top elevation of temporary support frame;

[0152] A temporary support platform is installed on top of the temporary support and securely bolted to the end plate of the temporary support top. If the elevations of the four branch sections are inconsistent, the branch with the highest elevation is used as a reference point. For the other three branch sections, steel plates (or structural steel + welded steel sections) of different thicknesses are used as backing plates to ensure uniformity. Jacks are installed on top of the platform to facilitate elevation control, ensuring the jack elevation reaches the level specified in S4. ".

[0153] S52. Spatial orientation transformation of saddle-shaped arch structures: Since the components of saddle-shaped arch structures are all placed horizontally upon arrival, spatial orientation transformation of the components or units is required before installation. Because local (single-bar cantilever) stress or reversal of the stress state before and after orientation adjustment can easily occur during spatial orientation adjustment, the spatial orientation transformation of components or units is crucial.

[0154] S5201, Spatial attitude transformation of mesh cells;

[0155] The construction sequence is as follows:

[0156] (1) When assembling the jig, steel plates are used to make strips at the corners of the triangular grid units to connect and reinforce the corner components with the inner side members next to them;

[0157] (2) Tie the three corner nodes of the grid unit with ropes and remove the temporary support between the frame and the grid unit;

[0158] (3) Use lifting equipment to lift the grid unit so that it is separated from the frame to a position 500mm above the frame;

[0159] (4) Adjust the hoisting rope and chain hoist to make it upright, then place one side of the grid unit on the lifting frame, and then slowly lower the hook by 30mm. During the lowering process, push the upper corner of the grid unit to the other side to make the grid unit complete the spatial posture transformation.

[0160] (5) Adjust the hoisting ropes again, and after lifting, it can be hoisted to the design position.

[0161] S5202, Spatial attitude transformation of arch rib unit;

[0162] The construction sequence is as follows:

[0163] (1) Install lifting lugs on the sides at both ends of the arch rib unit;

[0164] (2) Hanging ropes are installed on the ear plates to ensure that the components are in a 45° inclined position;

[0165] (3) Use the lifting equipment to lift the hoisting rope so that one end of the component touches the ground and the other end is slowly lifted until it reaches 45° and the component leaves the ground.

[0166] S53. Installation of saddle-shaped arch structure;

[0167] S5301. Two secondary rib CT scanners are symmetrically installed from both sides to the middle.

[0168] The construction sequence is as follows: arch foot section (CT-TL2, CT-TR2, CT-BL2, CT-BR2) → secondary span section (CT-TL1, CT-TR1, CT-BL1, CT-BR1) → closure section (CT-T0, CT-B0).

[0169] S5302, Two side ribs BT are symmetrically installed from both sides to the middle;

[0170] The construction sequence is as follows: arch foot section (BT-T1, BT-T6, BT-B1, BT-B6) → secondary span section (BT-T2, BT-T5, BT-B2, BT-B5) → mid-span section (BT-T3, BT-T4, BT-B3, BT-B4).

[0171] S5303. Using temporary supports, install the corresponding sections (GT-L2, GT-R2, GT-L4, GT-R4) of the longitudinal sealing ribs GT between the secondary side rib CT and the side rib BT, and connect them firmly.

[0172] S5304. Using temporary supports, install inter-rib mesh units between the secondary side rib CT and the side rib BT.

[0173] The construction sequence is as follows: symmetrically install the upper shear plates on both sides → symmetrically install the lower shear plates on both sides → fill and fix the gaps between the upper and lower shear plates → remove the reinforcing rods of the grid unit;

[0174] S5305, Two transverse edge sealing ribs FT are symmetrically installed from both sides to the middle;

[0175] The construction sequence is as follows: arch foot section (FT-T1, FT-T5, FT-B1, FT-B5) → secondary span section (FT-T2, FT-T4, FT-B2, FT-B4) → closure section (FT-T3, FT-B3);

[0176] S5306. Using temporary supports, install the corresponding section of the longitudinal sealing rib GT between the side rib BT and the transverse sealing rib FT, and connect them firmly. Install the corresponding section of the longitudinal intermediate rib ZT between the secondary side rib CT and the side rib BT, and connect them firmly.

[0177] The construction sequence is as follows: longitudinal edge sealing ribs GT (GT-L1, GT-R1, GT-L5, GT-R5), and securely connect them → longitudinal middle ribs ZT (ZT-L1, ZT-R1, ZT-L3, ZT-R3), and securely connect them;

[0178] S5307. Using temporary supports, install inter-rib grid units between the edge ribs BT and the transverse edge sealing ribs FT.

[0179] The construction sequence is as follows: symmetrically install the upper shear plates on both sides → symmetrically install the lower shear plates on both sides → fill and fix the gaps between the upper and lower shear plates → remove the reinforcing rods of the grid unit;

[0180] S5308. Using the grid units already installed on both sides and the temporary support in the middle, install the corresponding section of the longitudinal edge sealing rib GT and the corresponding section of the longitudinal intermediate rib ZT between the two secondary edge ribs CT, and install cross braces between the corresponding sections of the longitudinal edge sealing rib GT and the corresponding sections of the longitudinal intermediate rib ZT, and connect them firmly.

[0181] The construction sequence is as follows: longitudinal edge sealing ribs GT (GT-L3, GT-R3) are connected and fixed → longitudinal middle ribs ZT (ZT-L2, ZT-R2) are temporarily fixed → the longest horizontal brace between the longitudinal edge sealing ribs GT and the longitudinal middle ribs ZT is connected and fixed → the remaining horizontal braces between the longitudinal edge sealing ribs GT and the longitudinal middle ribs ZT are connected.

[0182] S5309. Using the longitudinal sealing rib GT and temporary support between the two secondary side ribs CT, two intermediate arch ribs MT are symmetrically installed from both sides to the middle.

[0183] The construction sequence is as follows: arch foot section (MT-TL1, MT-TR1, MT-BL1, MT-BR1) → closure section (MT-T0, MT-B0).

[0184] S5310. Using temporary supports, install inter-rib mesh units in sections between the secondary side rib CT and the middle arch rib MT.

[0185] The construction sequence is as follows: symmetrically install the upper shear plates on both sides → symmetrically install the lower shear plates on both sides → fill and fix the gaps between the upper and lower shear plates → remove the reinforcing rods of the grid unit;

[0186] S5311. Using temporary supports, install inter-rib grid units in sections between the two intermediate arch ribs MT.

[0187] The construction sequence is as follows: symmetrically install the upper shear plates on both sides → symmetrically install the lower shear plates on both sides → fill and fix the gaps between the upper and lower shear plates → remove the reinforcing rods of the grid unit.

[0188] By using the above steps, a series of problems such as the large number of nodes, heavy components, and numerous safety management risks in the complex and ever-changing hyperboloid saddle-shaped spatial grid structure can be solved. Through a series of technologies such as the installation of temporary supports and the reservation of pre-deformation, the spatial attitude transformation of grid units and arch rib components, and the construction process of saddle-shaped arch structures, precise positioning, safe construction, and aesthetically pleasing results are achieved, with the final product having only a slight error compared to the design state.

[0189] S6. The installation and construction of columns and frames on the arch: Due to the construction of columns on the arch, rectangular columns are installed on the arc surface of the arch, posing significant technical challenges to the coupling between the arch ribs and the columns. A comparative analysis of solutions revealed two approaches: one was to refine the joints at the intersections of the columns and arch ribs, designing them as cast steel irregular-shaped joints. However, due to the numerous intersections between the joints and the arch ribs, this method easily compromises the integrity of the arch ribs, and the positioning accuracy of the joints is extremely high. Another method was to directly weld rectangular columns onto the arch. However, this approach is difficult to adjust the angle between the column and the arch, and the weld thickness at the arch-column intersection is difficult to control. Therefore, in actual construction, a guide plate was installed on the arch, which served both guiding and limiting functions, and also avoided the difficulty of fixing the columns during welding.

[0190] like Figure 9 As shown, the specific steps include:

[0191] S61. Using spatial transformation technology, measure and mark the four corner points of the column base;

[0192] After the arch ribs are installed, the four corner points of the column on the arch are determined using the aforementioned spatial coordinate transformation technology. The total station is then used to lay out the column on the arch ribs. The four corner points are connected to form the projection of the column on the arch, and the projection is marked on the arch.

[0193] S62. Install guide plates; at the two trisection points of the column projection on the arch rib, back 2mm, set a rib plate with double chamfers (upper chamfer and lower chamfer) as a guide plate. The upper chamfer position facilitates the column to enter the arc between the column and the arch, and the lower chamfer facilitates the welding of the weld at the joint of the arch and column.

[0194] S63. Lofting and trimming of column base curves;

[0195] At the column base, based on the layout curves of the column and the arch rib, the column base is trimmed to ensure a perfect fit between the column and the arch rib, and to ensure the thickness of the weld.

[0196] S64. Install steel columns and perform verticality correction;

[0197] The column is hoisted onto the arch rib using lifting equipment. Since the guide plate is shaped like a trumpet, the hook is slowly lowered from the top of the guide plate, allowing the steel column to enter the designated position under gravity along the guide plate. The verticality of the steel column is measured by cross intersection using a theodolite. If there is any deviation, it can be fine-tuned because there is a 2mm gap between the guide plate and the column. After fine-tuning, the guide plate and the column are fixed by spot welding.

[0198] S65, the column base is welded and fixed to the second-floor frame beam;

[0199] Welding is carried out along the weld joint where the column and the arch rib meet. Welding should be done symmetrically from the center of the long side of the column to both sides to ensure the symmetry of the welding. The second-layer outer ring frame beams are hoisted and connected on the column to form a stable fixation.

[0200] S66. Construction of frame structure;

[0201] The construction sequence is as follows: first floor frame beams → second floor inner ring frame beams → third floor frame columns → third floor frame beams.

[0202] S7. Unloading and Removal of Temporary Supports; The unloading process of a temporary support system involves not only removing the temporary supports but also a gradual transformation of the structural system, resulting in changes in the internal forces of the structural members and the stress on the temporary supports. During unloading, it is crucial to ensure safety and ease of construction while adhering to the design intent and avoiding significant impacts on the mechanical properties of the components. For example... Figure 10 As shown, the specific construction layout is as follows:

[0203] S71. Starting from the middle and moving to both sides, remove the temporary supports symmetrically one by one, with each removal amount being 10mm.

[0204] (1) The temporary supports (LS-11, LS-12) between the intermediate arch ribs MT are removed by 10mm;

[0205] (2) Temporary supports in the middle of the secondary side rib CT (LS-22, LS-23, LS-22a, LS-23a), removed by 10mm;

[0206] (3) Temporary supports at both ends of the secondary side rib CT (LS-21, LS-24, LS-21a, LS-24a), remove 10mm;

[0207] (4) Temporary supports in the middle of the side ribs BT (LS-32, LS-33, LS-32a, LS-33a), remove 10mm;

[0208] (5) Temporary supports at both ends of the side ribs BT (LS-31, LS-34, LS-31a, LS-34a) are removed by 10mm;

[0209] (6) Temporary supports for the middle temporary supports of the transverse sealing ribs FT (LS-42, LS-43, LS-42a, LS-43a): Remove 10mm, observe for 10min, and then remove 10mm.

[0210] (7) Temporary supports for the two ends of the transverse sealing rib FT (LS-41, LS-44, LS-41a, LS-44a) are removed by 10mm. After observing for 10 minutes, the supports are removed by 10mm.

[0211] S72. For the main structure and temporary supports that are not separated, use 8mm as the single unloading amount to achieve complete separation; for all temporary supports that are still connected to the main arch rib, use 8mm as the unloading amount to achieve separation of the main structure and temporary supports.

[0212] S73. Remove temporary supports from both ends toward the middle in sequence, and remove temporary supports from both sides in sequence, and remove them from the site. The removal sequence is as follows: temporary support at the bottom of the horizontal rib FT of the edge sealing → temporary support at the bottom of the side rib BT → temporary support at the bottom of the secondary side rib CT → temporary support between the middle arch rib MT.

[0213] A steel lattice temporary support system was adopted, which reduced the amount of steel used while ensuring the stability of the temporary support and the structure under stress. The steel can be recycled and reused later.

[0214] This invention solves the construction challenges of a large-span hyperboloid saddle-shaped spatial grid structure combined with a frame structure, including complex structures, numerous nodes, heavy components, and many safety management risks during construction, as well as the high precision requirements for changing the shape of the columns on the arch from round to square and the difficulty in quality control of key processes. This invention incorporates innovative technologies such as structural stress concept analysis and scheme comparison, construction process simulation analysis and block selection, component detailed design, spatial coordinate transformation and spatial positioning of complex components based on BIM technology, saddle-shaped arch structure installation, installation and construction of columns and frames on the arch, and unloading and dismantling of temporary supports. The technology is advanced and reliable, achieving significant results in ensuring quality, safety, efficiency, and cost control.

[0215] In the description of this invention, it should be understood that the terms "center," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," and "circumferential" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used 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.

[0216] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one of that feature. In the description of this invention, "a plurality of" means at least two, such as two, three, etc., unless otherwise explicitly specified.

[0217] In this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection, an electrical connection, or a connection that allows communication between them; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components, unless otherwise explicitly limited. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0218] The present invention has been described above by way of example. Obviously, the specific implementation of the present invention is not limited to the above-described manner. Any improvements made by adopting the inventive concept and technical solution of the present invention, or direct application to other occasions without modification, are all within the protection scope of the present invention.

Claims

1. A construction method for a large-span hyperboloid saddle-shaped spatial grid steel structure with columns rising from an arch, characterized in that... The steps are as follows: S1. The main structure is divided into an upper frame structure and a lower saddle-shaped arch structure using the "isolation method". The stress concept analysis of the frame structure and the saddle-shaped arch structure is carried out respectively. Then, the construction scheme is compared and selected. The construction idea of ​​using the cantilevered high-altitude scattered assembly method with fewer supports to assemble the arch ribs and the strip and block installation method to install the inter-rib grid structure is preliminarily determined. S2. The main structure is simulated and modeled using nonlinear finite element software and structural design software. S3. Based on the design software, the steel structure nodes of the main structure are designed in detail to facilitate the processing and assembly of components in the processing plant; S4. Spatial coordinate transformation and spatial positioning based on BIM technology: The transformation of the simulation model is achieved by utilizing the software interface between finite element software, design software, and BIM application software; then, the construction steps are carried out based on the transformed model. S5. Installation and construction of the saddle-shaped arch structure, including the following steps: S51, Installation of temporary supports; S52, Spatial posture transformation of saddle-shaped arch structure; S53. Installation of saddle-shaped arch structure; S5301. Two secondary rib CT scanners are symmetrically installed from both sides to the middle. S5302, Two side ribs BT are symmetrically installed from both sides to the middle; S5303. Using temporary supports, install the corresponding section of the longitudinal sealing rib GT between the secondary side rib CT and the side rib BT, and connect them firmly. S5304. Using temporary supports, install inter-rib mesh units between the secondary side rib CT and the side rib BT. S5305, Two transverse edge sealing ribs FT are symmetrically installed from both sides to the middle; S5306. Using temporary supports, install the corresponding section of the longitudinal sealing rib GT between the side rib BT and the transverse sealing rib FT, and connect them firmly. Install the corresponding section of the longitudinal intermediate rib ZT between the secondary side rib CT and the side rib BT, and connect them firmly. S5307. Using temporary supports, install inter-rib grid units between the edge ribs BT and the transverse edge sealing ribs FT. S5308. Using the grid units already installed on both sides and the temporary support in the middle, install the corresponding section of the longitudinal edge sealing rib GT and the corresponding section of the longitudinal intermediate rib ZT between the two secondary edge ribs CT, and install cross braces between the corresponding sections of the longitudinal edge sealing rib GT and the corresponding sections of the longitudinal intermediate rib ZT, and connect them firmly. S5309. Using the longitudinal sealing rib GT and temporary support between the two secondary side ribs CT, two intermediate arch ribs MT are symmetrically installed from both sides to the middle. S5310. Using temporary supports, install inter-rib mesh units in sections between the secondary side rib CT and the middle arch rib MT. S5311. Using temporary supports, install inter-rib grid units in sections between the two intermediate arch ribs MT. S6. The installation and construction of the arch-supported columns and arch-supported frame include the following steps: S61. Using spatial transformation technology, measure and mark the four corner points of the column base; S62. Install the guide plate; S63. Lofting and trimming of column base curves; S64. Install steel columns and perform verticality correction; S65, the column base is welded and fixed to the second-floor frame beam; S66. Construction of frame structure; S7. Unloading and removal of temporary supports.

2. The construction method for a large-span hyperboloid saddle-shaped spatial grid steel structure with columns supporting an arch, as described in claim 1, is characterized in that... In S1, the scheme comparison and analysis compares the high-altitude assembly method, the segmented installation method, the sliding method, the overall hoisting method, the overall lifting method, and the folding and unfolding lifting method.

3. The construction method for a large-span hyperboloid saddle-shaped spatial grid steel structure with columns rising from the arch, as described in claim 2, is characterized in that... In S2, the whole-process analysis method uses iterative calculation, and the formula is as follows: ； Where: K t --Tangent stiffness matrix of the structure at time t; --The iterative increment of the current displacement; --The nodal load vector applied externally at time t+△t; --t+△t corresponding to the internal force vector of the member node.

4. The construction method for a large-span hyperboloid saddle-shaped spatial grid steel structure with columns rising from the arch, as described in claim 3, is characterized in that... In S2, simulation modeling includes: installation process simulation analysis, unloading process simulation analysis, construction simulation verification, unit block selection and secondary simulation analysis.

5. The construction method for a large-span hyperboloid saddle-shaped spatial grid steel structure with columns supporting an arch, as described in claim 4, is characterized in that... In S3, the main detailed design points of the steel structure include: node treatment of steel arch rib segments, segmentation and reinforcement of grid unit blocks, structural reinforcement of steel arch ribs at temporary support locations, node treatment between steel arch ribs and grid unit blocks, and fixing treatment between arch columns and arch ribs.

6. The construction method for a large-span hyperboloid saddle-shaped spatial grid steel structure with columns supporting an arch, as described in claim 5, is characterized in that... In S4, the specific construction steps are as follows: Model building and model verification; Adjust the overall coordinate system and determine the final state coordinate points; Component aerial positioning; Component coordinate transformation in mid-air; Optimization of mesh secondary beam connection nodes.

7. The construction method for a large-span hyperboloid saddle-shaped spatial grid steel structure with columns rising from the arch, as described in claim 6, is characterized in that... In S51, the installation of temporary supports includes the following steps: The installation of temporary support foundation embedded parts and the construction of foundation concrete; Installation and verticality control of lattice-type temporary support frames; Control of the top elevation of the temporary support frame.

8. The construction method for a large-span hyperboloid saddle-shaped spatial grid steel structure with columns rising from an arch, as described in claim 7, is characterized in that... In S52, the spatial attitude transformation of the saddle-shaped arch structure includes the following steps: Spatial orientation transformation of mesh cells; Spatial orientation transformation of the arch rib unit.

9. The construction method for a large-span hyperboloid saddle-shaped spatial grid steel structure with columns rising from the arch, as described in claim 8, is characterized in that... In S7, the unloading and removal of temporary supports includes the following steps: S71. Starting from the middle and moving to both sides, remove the temporary supports symmetrically one by one, with each removal amount being 10mm. S72. If the main structure and temporary support are not separated, use 8mm as the single unloading amount to achieve complete separation; S73. Remove the temporary supports one by one from both ends toward the middle.

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