Temporary support construction method for construction of a latticed shell structure

Abstract

The application discloses a kind of temporary support construction method for reticulated shell structure folding construction, comprising: step 1, establish reticulated shell structure model and determine hoisting unit construction sequence, and establish temporary support model;Step 2, the walking route and station point of crawler crane are reinforced, temporary support is assembled on the ground and the temporary support is installed.By establishing reticulated shell structure model and analyzing the geometric dimension of hoisting unit in blocks, span parameter and node structure, the folding construction sequence of "center from inside to outside, edge from outside to inside" is determined, the stress concentration or support shortage problem caused by blind setting of support position in traditional method is avoided, the temporary support layout is highly matched with the stress characteristics of reticulated shell structure, and the structural stability in construction stage is significantly improved.The accuracy of installation is ensured by using theodolite and level gauge for real-time calibration when temporary support is installed, and the structural deformation risk caused by insufficient installation accuracy in traditional construction is solved.

Description

Technical Field

[0001] This invention relates to the field of building construction technology, specifically to a temporary support construction method for the closure construction of a reticulated shell structure. Background Technology

[0002] In recent years, with the increasing pursuit of architectural aesthetics and cultural expression in the construction industry, architectural designs with complex shapes and diverse forms have become more and more common. These buildings often employ unconventional curved surfaces and multi-dimensional undulating spatial structures, which places higher demands on temporary support technologies during the construction phase.

[0003] Taking a large museum project as an example, its roof is designed as a complex curved surface with significant vertical fluctuations. The spatial coordinates of the support points differ significantly, making it difficult to form a unified horizontal support base. Furthermore, the force transmission paths between the top support points and the bottom nodes are complex. If a traditional fixed support structure is used, the support tube structure needs to be adapted, which may lead to uneven stress on the bottom nodes, decreased stability, and significant safety hazards. On the other hand, simply using a conventional temporary support scheme cannot meet the dynamic adjustment requirements of the support elevation, angle, and load-bearing capacity during the installation of the curved reticulated shell, which may easily cause excessive structural deformation or precision deviations. Summary of the Invention

[0004] The purpose of this invention is to provide a temporary support construction method for the closure construction of a reticulated shell structure, so as to solve the above-mentioned problems of the prior art.

[0005] To achieve the above objectives, this invention designs a temporary support construction method for the closure construction of a reticulated shell structure, comprising: Step 1, establishing a temporary support model; Step 1.1, establishing a reticulated shell structure model, dividing the reticulated shell structure model into multiple hoisting units, and numbering each hoisting unit; Step 1.2, determining the construction sequence of the hoisting units: based on the geometric dimensions, span parameters, and node structure of each hoisting unit, analyzing the stress characteristics of each hoisting unit during installation, and based on the stress characteristics of each hoisting unit during installation, determining the construction sequence of the reticulated shell structure to be constructed from the center outwards and from the edges inwards; Step 1.3, establishing a temporary support model: based on the stress characteristics of each hoisting unit during installation, determining the support position, number, and structure of each temporary support, establishing a temporary support model, and numbering each temporary support model, wherein the number of each temporary support model corresponds to the hoisting unit number; Step 2, temporary support construction. Installation; Step 2.1: Determine the crawler crane's travel route and station points according to the construction site conditions, and reinforce the crawler crane's travel route and station points. The bearing capacity of the reinforced crawler crane's travel route and station points shall not be less than 246 kPa; Step 2.2: Assemble temporary supports on the ground: Level and compact the assembly site, and assemble temporary supports on the ground according to the structure of the temporary support model. During the assembly process, use a theodolite and level to monitor and calibrate the temporary supports in real time. After the assembly is completed, conduct a geometric dimension acceptance test on the entire temporary support to ensure that the deviation between the temporary support and the temporary support model does not exceed 5 mm; Step 2.3: Install temporary supports: Use a total station to control accuracy, mark the outline of the support base of the temporary support at the installation position of the temporary support, install the lifting equipment and hoist it. During the hoisting process, monitor the aerial attitude of the temporary support in real time using a theodolite. After the temporary support is in place, install and fix the temporary support; Step 2.4: Repeat steps 2.2-2.3 until all temporary supports are installed.

[0006] Preferably, in step 1.3, determining the support location of the temporary support includes the following steps: determining the support location at the stress concentration point of the hoisting unit; selecting the connection node location of the hoisting unit as the candidate support location, and retaining the support point with the larger stress value as the support location when the distance between adjacent candidate support locations is less than one-quarter of the short side span of the hoisting unit.

[0007] Preferably, in step 1.3, after establishing the model of the temporary support, the following steps are also included: applying a preload of 1.2 times the design load of the hoisting unit to the temporary support model for a duration of not less than 12 hours, and verifying whether the temporary support meets the design requirements.

[0008] Preferably, in step 1.1, the establishment of the reticulated shell structure model includes the following steps: establishing a roof model based on the roof design; establishing an arc-shaped model of the reticulated shell structure based on the roof model; and converting the arc-shaped model of the reticulated shell structure into a straight beam reticulated shell structure by using the connection nodes as inflection points.

[0009] Preferably, the method also includes step 3: closure construction of the reticulated shell structure and removal of temporary supports: Step 3.1, closure construction of the reticulated shell structure: pre-assembly is carried out on the ground. After the pre-assembly accuracy requirements are met, the closure construction is carried out in the order of center from the inside to the outside and edge from the outside to the inside; Step 3.2, removal of temporary supports: the temporary supports are unloaded in multiple batches. The unloading order is from the support cylinder of the reticulated shell structure outwards. During the unloading of the temporary supports, the deformation of the key stress positions of the reticulated shell structure is monitored in real time using a total station.

[0010] Preferably, in step 3.2, each temporary support is gradually unloaded by cutting the upper support rods with gas. The unloading of each support is carried out in 3 stages, with each unloading length being 10mm. During the unloading process, the deformation of the key stress positions of the reticulated shell structure is monitored in real time using a total station.

[0011] Preferably, in step 3.2, when the total station monitors the deformation of the key stress points of the reticulated shell structure in real time, unloading is immediately stopped when the deformation rate of the key stress points exceeds 0.5 mm / min or the deformation of the key stress points exceeds 10% of the design value.

[0012] Preferably, in step 2.3, a temporary support fixing base is installed within the outline, and after the temporary support is in place, the temporary support is fixedly installed on the temporary support fixing base.

[0013] Preferably, step 1.3 also includes the simulated construction of the temporary support model: establishing a lifting tool model, determining the lifting points of the temporary support model, and simulating the lifting of the temporary support model through the lifting tool model, recording the position of the lifting tool model as P, the angle as R, and the length of the lifting rope in the lifting tool as D; step 2.3 also includes the installation of the temporary support model: during the lifting process, changing the position of the lifting tool, gradually moving the lifting tool to P, changing the angle of the lifting tool, gradually changing the angle of the lifting tool to R, changing the length of the lifting rope in the lifting tool, gradually changing the length of the lifting rope in the lifting tool to D, and monitoring the aerial attitude of the temporary support in real time until the temporary support is in place.

[0014] Preferably, step 1.1 further includes establishing an existing building structure model located below the reticulated shell structure; step 1.3 further includes performing a bearing capacity verification on the existing building structure model based on its spatial coordinates, cross-sectional dimensions, and material strength, analyzing and calculating the concrete compressive strength, steel reinforcement tensile strength, and foundation bearing capacity at the location where temporary supports are set; if all of these meet the standards, the location of the temporary support model is determined, and a model of the temporary support is established; if at least one of these standards is not met, a support component model is added below the existing building structure model at the location where temporary supports are set. Before step 2.3, this also includes adding a support component below the existing building structure, the support component being used to improve the bearing capacity of the existing building.

[0015] Compared with the closest prior art, the beneficial effects of the present invention are as follows:

[0016] 1. This invention establishes a grid shell structure model and analyzes the geometric dimensions, span parameters, and node construction of the hoisting units in blocks. It then determines the closure construction sequence of "from the center to the outside and from the edge to the inside" and uses stress concentration locations and connection nodes to double-screen support points. This avoids the stress concentration or insufficient support problems caused by blindly setting support locations in traditional methods. It makes the temporary support layout highly matched with the stress characteristics of the grid shell structure, and significantly improves the structural stability during the construction phase.

[0017] 2. During the installation phase, the present invention uses a theodolite and level for real-time calibration. During the installation phase, the total station controls the positioning of the support base outline. Combined with the position (P), angle (R), and rope length (D) recorded during the hoisting process by simulating the hoisting model, the posture of the temporary support is precisely adjusted. This ensures that the geometric deviation between the temporary support and the design model is controlled within 5mm. Moreover, the temporary support is hoisted and installed in one go without high-altitude docking, which ensures the installation accuracy and solves the structural deformation risk caused by insufficient installation accuracy in traditional construction. It is especially suitable for the high-precision installation requirements of complex curved reticulated shell support points that are not horizontal.

[0018] 3. This invention addresses scenarios where existing buildings exist beneath the reticulated shell structure. By establishing a structural model of the existing building and verifying the compressive strength of concrete, the tensile strength of steel reinforcement, and the bearing capacity of the foundation, it avoids safety hazards caused by neglecting the bearing capacity of the existing structure. The design of adding supporting components to substandard areas forms a complete protection system of "original structure verification - reinforcement design - safety support," ensuring the coordinated stress safety of the existing structure and temporary supports throughout the entire construction process.

[0019] 4. This invention adopts an unloading sequence that radiates outward from the support cylinder, unloading in three stages by cutting the upper support rods with gas, and using a total station to monitor the deformation of key stress positions in real time, thus solving the problem of structural instability caused by stress mutation during the traditional unloading process. It is especially suitable for the precise control of the force system transformation after the closure of complex curved reticulated shells. Attached Figure Description

[0020] Figure 1 This is a flowchart illustrating the temporary support construction method of the present invention.

[0021] Figure 2 This is a schematic diagram of the temporary support structure of the present invention.

[0022] Figure 3 This is a schematic diagram of the structure for assembling the reticulated shell structure of the present invention.

[0023] Figure label:

[0024] 1- Grid shell structure, 2- Temporary support, 3- Existing building structure. Detailed Implementation

[0025] The technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention.

[0026] Example 1

[0027] like Figures 1-3As shown, this invention provides a temporary support construction method for the closure construction of a reticulated shell structure, including: Step 1, establishing a temporary support model; Step 1.1, establishing a reticulated shell structure model, dividing the reticulated shell structure model into multiple hoisting units, and numbering each hoisting unit; Step 1.2, determining the construction sequence of the hoisting units: based on the geometric dimensions, span parameters, and node structure of each hoisting unit, analyzing the stress characteristics of each hoisting unit during installation, and based on the stress characteristics of each hoisting unit during installation, determining that the reticulated shell structure 1 adopts a center-to-outside and edge-to-inside approach. The construction sequence of the closure construction is carried out; Step 1.3, establish a temporary support model: According to the stress characteristics of each hoisting unit during installation, determine the support position, quantity and structure of each temporary support 2, establish a model of the temporary support, and number each temporary support model, wherein the number of each temporary support model corresponds to the hoisting unit number; preferably, after the roof shell is divided into blocks by simulation technology, each block is numbered, and a coordinate system is established with the lowest point of the support tube as the reference point to record the absolute height difference (LA) of each corner point. The large-scale general-purpose finite element software Midas / Gen is used for modeling and calculation. A finite element calculation model is established based on the structural design drawings. The entire roof has 59 block hoisting units and 6 support tube top hoisting units, and 83 temporary support points are set up. The jig uses 1.8m×1.8m and 1.6m×1.6m tower arm standard sections and P325×10mm single round tube combination temporary support materials to solve the problem of dismantling and transportation after the steel roof is unloaded, and reduce the construction difficulty. There are 16 scaffolding units with a specification of 1.6m × 1.6m, and 25 scaffolding units with P325 × 10mm single round tubes, with heights ranging from 6 to 15m, mainly installed on the roof and 5th floor. There are 42 scaffolding units with a specification of 1.8m × 1.8m, with heights ranging from 16 to 41.5m, mainly installed on the 1st to 5th floors. Based on the support points of each of the 83 segmented roof installation support scaffolding units (AZ), a layout drawing of the roof segmented installation support scaffolding units is generated. According to the layout drawing and the absolute elevation difference, a total station is used for layout to determine the location and elevation of each support point. By establishing a grid shell structure model and analyzing the geometric dimensions, span parameters, and node construction of the hoisting units in blocks, the closure construction sequence of "from the center to the outside and from the edge to the inside" was determined in a targeted manner. With the dual screening of support points based on stress concentration locations and connection nodes, the problems of stress concentration or insufficient support caused by blindly setting support locations in traditional methods were avoided. This ensured that the temporary support layout was highly matched with the stress characteristics of the grid shell structure, significantly improving the structural stability during the construction phase.

[0028] Step 2: Temporary Support Construction and Installation; Step 2.1: Determine the crawler crane's travel route and station points based on the site conditions, and reinforce these points. The bearing capacity of the reinforced crawler crane's travel route and station points should not be less than 246 kPa; Step 2.2: Ground Assembly of Temporary Supports: Level and compact the assembly site, and assemble the temporary supports on the ground according to the structure of the temporary support model. During assembly, use a theodolite and level to monitor and calibrate the temporary supports in real time. After assembly, conduct a geometric dimension acceptance test on the entire temporary support to ensure that the deviation between the temporary support and the temporary support model does not exceed 5 mm; Step 2.3: Installation of Temporary Supports: Use a total station to control accuracy, mark the outline of the support base of the temporary support at the installation location, install the lifting equipment and hoist it. During hoisting, monitor the aerial attitude of the temporary support in real time using a theodolite. After the temporary support is in place, install and fix it; Step 2.4: Repeat steps 2.2-2.3 until all temporary supports are installed. Preferably, the temporary support frame is installed by assembling the standard support frame on the ground to the required height, and then hoisting it into place in one go. High-altitude docking of the support frames is not permitted. Coordinates and elevations must be checked during installation. A 450t crawler crane (48m main boom) is used for hoisting. The crawler crane's travel route and station points are specially designed, requiring reinforcement of the backfill soil. Reinforcement involves excavating a 500mm deep soil layer and mechanically compacting the lower layer to achieve a soil bearing capacity of 246KPa. During the installation phase, theodolites and levels are used for real-time calibration. The total station is used to control the positioning of the support base outline. Combined with the position (P), angle (R), and rope length (D) recorded during the hoisting process using the hoisting model, the attitude of the temporary support is precisely adjusted. This ensures that the geometric deviation between the temporary support and the design model is controlled within 5mm. Furthermore, the temporary support is hoisted and installed in one go without high-altitude docking, which ensures the accuracy of the installation and solves the structural deformation risk caused by insufficient installation accuracy in traditional construction. It is especially suitable for the high-precision installation requirements of complex curved reticulated shell support points that are not horizontal.

[0029] In a preferred embodiment, step 1.3, determining the support location of the temporary support, includes the following steps: determining the support location at the stress concentration point of the hoisting unit; selecting the connection node location of the hoisting unit as the candidate support location, and retaining the support point with the larger stress value as the support location when the distance between adjacent candidate support locations is less than one-quarter of the short side span of the hoisting unit.

[0030] In a preferred embodiment, after establishing the model of the temporary support in step 1.3, the following steps are also included: applying a preload of 1.2 times the design load of the hoisting unit to the temporary support model for a duration of not less than 12 hours, and checking whether the temporary support meets the design requirements.

[0031] In a preferred embodiment, step 1.1 involves establishing a grid shell structure model, which includes the following steps: establishing a roof model based on the roof design; establishing an arc-shaped model of the grid shell structure based on the roof model; and converting the arc-shaped model of the grid shell structure into a straight beam grid shell structure by using the connecting nodes as inflection points.

[0032] In a preferred embodiment, the method further includes step 3: closure construction of the reticulated shell structure and removal of temporary supports: Step 3.1, closure construction of the reticulated shell structure: pre-assembly is carried out on the ground. After the pre-assembly accuracy requirements are met, the closure construction is carried out in the order of center from the inside out and edge from the outside in; Step 3.2, removal of temporary supports: the temporary supports are unloaded in multiple batches, with the unloading order being radial from the support cylinder of the reticulated shell structure outwards. During the unloading of temporary supports, the deformation of key stress points of the reticulated shell structure is monitored in real time using a total station. Each temporary support is removed by gradually unloading the upper support rods using gas cutting. The unloading of each support is carried out in 3 stages, with each unloading length being 10mm. During the unloading process, the deformation of key stress points of the reticulated shell structure is monitored in real time using a total station. Preferably, due to the large span and cantilever length of the roof, the vertical displacement of the outer support points is large during unloading, and the unloading process is accompanied by a large horizontal displacement. To reduce the impact of displacement on structural stability and the stability of the support frame, the finite element software Midas / Gen is used for modeling and simulation analysis of the unloading process. The unloading of the formwork was divided into six batches based on the magnitude of vertical displacement deformation, with 2 to 8 formworks unloaded simultaneously at each batch, radiating outwards from the support cylinder. Unlike unloading the entire formwork at once, the phased unloading of the formwork in batches redistributes internal forces during the unloading process. Furthermore, due to the different unloading sequences, the formwork unloaded earlier may transfer its original vertical load to other formworks, thus increasing the maximum vertical reaction force during unloading. During the phased unloading process, yield calculations were performed on the formwork, structural members, and roof members sliding out of the support range of the top uprights of the formwork after each batch was unloaded. Based on the unloading simulation analysis and the results of various calculations, monitoring points were set up on key members with large deformation, forming a structural displacement monitoring point layout diagram. The monitoring points were placed at the cantilever ends, the middle of the large-span roof, and the connection between the support cylinder and the roof, where stress, strain, and temperature changes are more sensitive. For support frames with vertical displacement less than 10mm, unloading was carried out in one go (batches 1-4). For support points with vertical displacement greater than 10mm, a tiered synchronous unloading scheme was adopted (batches 5-6). Unloading was carried out using a combination of gas cutting and hand-cranked jacks, with each unloading being 10mm, ensuring that support points with larger displacements were unloaded evenly as a whole. Through phased unloading simulation, unloading was carried out in batches from the support cylinder outwards. After each batch was unloaded, displacement and stress-strain measurements were taken. When the measured values ​​met the allowable range of the simulation requirements, the unloading and measurement process was repeated until the entire roof was unloaded.

[0033] In a preferred embodiment, during step 3.2, when the total station monitors the deformation of key stress points of the reticulated shell structure in real time, unloading is immediately stopped when the deformation rate at a key stress point exceeds 0.5 mm / min or the deformation exceeds 10% of the design value. This method employs an unloading sequence radiating outwards from the support cylinder, using gas cutting of the upper support members in three stages for unloading. Real-time monitoring of key stress points with a total station solves the structural instability problem caused by sudden stress changes during traditional unloading processes. This approach is particularly suitable for precise control of the force system transformation after the closure of complex curved reticulated shells.

[0034] In a preferred embodiment, in step 2.3, a temporary support fixing base is installed within the outline, and after the temporary support is in place, the temporary support is fixedly installed on the temporary support fixing base.

[0035] In a preferred embodiment, step 1.3 further includes the simulated construction of a temporary support model: establishing a lifting tool model, determining the lifting points of the temporary support model, and simulating the lifting of the temporary support model through the lifting tool model, recording the position of the lifting tool model as P, the angle as R, and the length of the lifting rope in the lifting tool as D; step 2.3 further includes the installation of the temporary support model: during the lifting process, changing the position of the lifting tool, gradually moving the lifting tool to P, changing the angle of the lifting tool, gradually changing the angle of the lifting tool to R, changing the length of the lifting rope in the lifting tool, gradually changing the length of the lifting rope in the lifting tool to D, and monitoring the aerial attitude of the temporary support in real time until the temporary support is in place.

[0036] In a preferred embodiment, step 1.1 further includes establishing an existing building structure model located below the reticulated shell structure; step 1.3 further includes performing a bearing capacity verification on the existing building structure model based on its spatial coordinates, cross-sectional dimensions, and material strength, analyzing and calculating the concrete compressive strength, steel reinforcement tensile strength, and foundation bearing capacity at the location where temporary supports are set; if all of these meet the standards, the location of the temporary support model is determined, and a model of the temporary support is established; if at least one of these standards is not met, a support component model is added below the existing building structure model at the location where temporary supports are set. Before step 2.3, a support component is added below the existing building structure 3, and the support component is used to improve the bearing capacity of the existing building. For scenarios where existing buildings exist beneath the reticulated shell structure, a structural model of the existing building was established, and the compressive strength of the concrete, the tensile strength of the steel reinforcement, and the bearing capacity of the foundation were verified. This avoided safety hazards caused by neglecting the bearing capacity of the existing structure. The design of adding supporting components to substandard areas formed a complete protection system of "original structure verification - reinforcement design - safety support," ensuring the coordinated stress safety of the existing structure and temporary supports throughout the entire construction process.

[0037] In the description of this application, 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", "circumferential", etc., indicating the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, are only for the convenience of describing this application 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, and therefore should not be construed as a limitation of this application.

[0038] The above are merely preferred embodiments of the present invention and are not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention are included within the scope of the claims of the pending application of the present invention.

Claims

1. A method for constructing temporary supports for the closure of a reticulated shell structure, characterized in that, include: Step 1: Establish a temporary support model; Step 1.1: Establish a grid shell structure model, divide the grid shell structure model into multiple hoisting units, number each hoisting unit, and establish an existing building structure model located below the grid shell structure. Step 1.2: Determine the construction sequence of the hoisting units: Based on the geometric dimensions, span parameters and node structure of each hoisting unit, analyze the stress characteristics of each hoisting unit during installation, and based on the stress characteristics of each hoisting unit during installation, determine the construction sequence of the grid shell structure to be constructed by closing the structure from the center to the outside and from the edge to the inside. Step 1.3: Establish temporary support model: Based on the stress characteristics of each hoisting unit during installation, determine the support position, quantity, and structure of each temporary support, establish a model of the temporary support, and number each temporary support model. The number of each temporary support model corresponds to the hoisting unit number. Simulated construction of temporary support model: Establish a lifting tool model, determine the lifting points of the temporary support model, and simulate the lifting of the temporary support model through the lifting tool model. Record the position of the lifting tool model as P, the angle as R, and the length of the lifting rope in the lifting tool as D. Based on the spatial coordinates, cross-sectional dimensions, and material strength of the existing building structure model, the bearing capacity of the existing building structure model is verified, and the compressive strength of concrete, tensile strength of steel bars, and bearing capacity of the foundation bottom surface are analyzed and calculated at the location where temporary supports are set. If the compressive strength of the concrete, the tensile strength of the steel reinforcement, and the bearing capacity of the foundation surface all meet the standards at the location where temporary supports are set, then the location of the temporary support model is determined, and the model of the temporary support is established. If at least one of the concrete compressive strength, steel reinforcement tensile strength, and foundation bearing capacity at the location where temporary supports are set fails to meet the standards, a support component model shall be added below the existing building structure model at the location where temporary supports are set. Step 2: Temporary support construction and installation; Step 2.1: Based on the conditions of the construction site, determine the travel route and station points of the crawler crane, and reinforce the travel route and station points of the crawler crane. The bearing capacity of the reinforced travel route and station points of the crawler crane shall not be less than 246 kPa. Step 2.2, Ground assembly of temporary supports: Level and compact the assembly site, and assemble the temporary supports on the ground according to the structure of the temporary support model. During the assembly process, use a theodolite and level to monitor and calibrate the temporary supports in real time. After the assembly is completed, conduct a geometric dimension acceptance test on the entire temporary support to ensure that the deviation between the temporary support and the temporary support model does not exceed 5mm. Step 2.3, Install temporary supports: Using a total station to control accuracy, mark the outline of the support base of the temporary support at the installation location, install the lifting equipment and hoist it. During the hoisting process, monitor the aerial attitude of the temporary support in real time using a theodolite. After the temporary support is in place, install and fix it. If at least one of the concrete compressive strength, steel reinforcement tensile strength, and foundation bearing capacity at the location where the temporary support is set fails to meet the standards, the step also includes adding a support component below the existing building structure. The support component is used to improve the support capacity of the existing building. Temporary support installation: During the hoisting process, the position of the lifting equipment is changed, and the lifting equipment is gradually moved to P. The angle of the lifting equipment is changed, and the angle of the lifting equipment is gradually changed to R. The length of the lifting rope in the lifting equipment is changed, and the length of the lifting rope in the lifting equipment is gradually changed to D. The aerial attitude of the temporary support is monitored in real time until the temporary support is in place. Among them, the temporary support fixing base is installed within the outline. After the temporary support is in place, the temporary support is fixedly installed on the temporary support fixing base. Step 2.4: Repeat steps 2.2-2.3 until all temporary supports are installed. The construction method directly derives a specific closing sequence from the center outward and the edges outward from the periphery based on the stress characteristics. It also uses stress concentration locations and connection nodes to double-screen support points, so that the layout of temporary supports is highly matched with the stress characteristics of the reticulated shell structure. This constructs a closed-loop control system of block modeling, unit numbering and support mapping, construction sequence determination, parametric hoisting reproduction, existing building landing point verification and reinforcement, and quantitative unloading monitoring. Step 3: Closure of the reticulated shell structure and removal of temporary supports: Step 3.1, closure construction of the reticulated shell structure: Pre-assemble on the ground. After the pre-assembly accuracy requirements are met, proceed with the closure construction in the order of center from the inside out and edge from the outside in. Step 3.2: Temporary support removal: The temporary supports are unloaded in multiple batches, with the unloading sequence being from the support cylinder of the reticulated shell structure outwards. During the unloading of the temporary supports, the deformation of the key stress points of the reticulated shell structure is monitored in real time using a total station. In step 1.3, determining the location of the temporary supports includes the following steps: The support location was determined to be at the stress concentration point of the hoisting unit; The connection node of the hoisting unit is selected as the candidate support location to ensure that the support setting has an implementable structural landing point; when the distance between adjacent candidate support locations is less than one-quarter of the short side span of the hoisting unit, the support point with the larger stress value is retained as the support location; by determining the screening threshold that the distance between adjacent candidate support locations is less than one-quarter of the short side span of the hoisting unit, the overly dense candidate locations are optimized, and by retaining the support point with the larger stress value, the structural stress requirements and the economic efficiency of the support layout are taken into account. In step 3.2, each temporary support is dismantled by gradually unloading the upper support members using gas cutting. The unloading of each support is carried out in 3 stages, with each unloading length being 10mm. During the unloading process, the deformation of the key stress points of the reticulated shell structure is monitored in real time using a total station. When the total station monitors the deformation of the key stress points of the reticulated shell structure in real time, the unloading is stopped immediately when the deformation rate of the key stress point exceeds 0.5mm / min or the deformation of the key stress point exceeds 10% of the design value.

2. The temporary support construction method for the closure construction of the reticulated shell structure as described in claim 1, characterized in that, After establishing the model of the temporary support in step 1.3, the following steps are also included: Apply a preload of 1.2 times the design load of the hoisting unit to the temporary support model for a duration of not less than 12 hours to verify whether the temporary support meets the design requirements.

3. The temporary support construction method for the closure construction of the reticulated shell structure as described in claim 1, characterized in that, In step 1.1, the reticulated shell structure model is established, including the following steps: Based on the roof design, create a roof model; Establish an arc-shaped model of the grid shell structure based on the roof model; The arc-shaped model of the reticulated shell structure is transformed into a straight-beam reticulated shell structure by using the connection nodes as inflection points.

Images