Cross-core pull rod composite frame large-span glass curtain wall construction method

Abstract

The invention provides a cross-core pull rod composite frame large-span glass curtain wall construction method, belongs to the technical field of glass curtain wall construction, and mainly comprises two links of manufacturing and mounting. In the manufacturing link, the right-angle flat-section rectangular pipe is manufactured by adopting a cold and hot extrusion process, and the required component is obtained through annealing, cold extrusion forming and local hot extrusion treatment. The installation link comprises the following steps: firstly, carrying out construction deepening design on a pull rod system, decomposing a cross-core pull rod into inter-section pull rods, and determining a pre-arching value of the cross beam through simulation analysis; then on-site construction is conducted, and the steps of installation and adjustment of stand columns, hoisting and positioning of large-span cross beams, assembly and connection of internode pull rods, installation and welding of midspan davits and the like are sequentially completed. And finally, a #-shaped tensioning tool is adopted for tensioning the pull rod system, and installation of the glass panel and the decoration system is completed, so that the construction quality and the structural safety of the large-span glass curtain wall system are ensured, and the technical problems that a traditional method excessively depends on artificial experience, and scientific theoretical guidance and accurate control means are lacked are solved.

Description

Technical Field

[0001] The invention belongs to the technical field of glass curtain wall construction, and in particular relates to a construction method for a large-span glass curtain wall with a through-tension rod composite frame. Background Art

[0002] At present, the support system of large-span glass curtain walls mainly adopts steel frame structure, including three core components: columns, beams and tie rods. Among them, columns as the main load-bearing components need to meet strict rigidity and stability requirements; the span of beams usually reaches 8 to 12 meters, mainly bearing the self-weight and wind load of glass panels; tie rods are used to enhance the overall stability of the frame and bear auxiliary force. However, in the actual construction process, the traditional manual experience-dominated construction method faces many technical bottlenecks and challenges.

[0003] First, there is a great deal of uncertainty in the method of determining the pre-arch value of the beam based on manual experience. Construction workers often rely on past experience and simple calculations to determine the pre-arch value, and are unable to accurately predict the deformation state of the structure at each construction stage. This empirical approach makes it difficult to control the final straightness of the beam, and is prone to excessive or insufficient deformation. Especially in large-span projects with a span of more than 10 meters, it is difficult to accurately grasp the geometric nonlinear effects of the structure based on experience alone, resulting in hidden dangers in construction quality.

[0004] Secondly, the determination and control of the tensioning force of the tie rod system mainly relies on the subjective judgment of the construction personnel. In traditional construction, there is a lack of scientific tension calculation models and precise control methods, and the "trial and error method" is often used to adjust the tensioning force. This approach is not only inefficient, but may also cause uneven force on the tie rod system, affecting the stress performance of the overall structure. At the same time, due to the lack of accurate understanding of the stress distribution of the nodes, it is difficult for construction personnel to judge whether the stress state of each connection node during the tensioning process is safe.

[0005] Third, the geometric accuracy control of the composite frame relies too much on manual measurement and adjustment. In traditional construction, key parameters such as the verticality of the columns, the horizontality of the beams, and the collinearity of the axis of the tie rods are mainly guaranteed by manual review. This method is not only labor-intensive, but also has unstable precision control effects. Especially during the installation of the frame system, there are complex position interference relationships between the components, and it is difficult to achieve high-precision spatial positioning based on experience alone.

[0006] In addition, the evaluation of the bearing performance of the node structure lacks a scientific basis. Construction personnel often judge whether the structure of the connection node is reasonable based on experience, and lack quantitative analysis of the node stiffness characteristics. This qualitative evaluation method is difficult to ensure the reliability of the node design, increasing the potential safety hazards of the structure. At the same time, due to the lack of in-depth understanding of the mechanical properties of the materials, it is difficult for construction personnel to accurately grasp the impact of welding process parameters on node strength.

[0007] The root of these technical problems is that traditional construction methods rely too much on manual experience and lack scientific theoretical guidance and precise control methods. As building curtain walls develop towards large spans and high precision, it is urgent to establish a construction process system based on mechanical theory and precise calculations to achieve the transformation from "experience-based" to "scientific-based". This is not only related to the improvement of project quality, but also an inevitable requirement for promoting the advancement of large-span glass curtain wall technology. Summary of the invention

[0008] In view of this, the present invention provides a construction method for a large-span glass curtain wall with a through-tension rod composite frame, which can solve the technical problems that traditional construction methods rely too much on manual experience and lack scientific theoretical guidance and precise control means.

[0009] The present invention is achieved in that:

[0010] The present invention provides a method for constructing a large-span glass curtain wall with a through-tension rod composite frame, which comprises the following steps:

[0011] S10, using cold extrusion and hot extrusion processes to produce a rectangular tube with a right angle flat cross section, wherein the production of the rectangular tube with a right angle flat cross section includes annealing a substrate, cold extruding the annealed substrate to form a rectangular tube with rounded corners, and locally heating and hot extruding the rectangular tube with rounded corners to form a sharp corner;

[0012] S20, performing in-depth construction design on the curtain wall through-rod system, decomposing the through-rod system into inter-section rods, setting through-screws on the crossbeams, the through-screws clamping the crossbeams through upper and lower washers, and the inter-section rods being connected to the through-screws through tension sleeves;

[0013] S30, performing simulation analysis on the entire process of construction and installation of the large-span glass curtain wall system, determining the pre-arching value of the large-span beam construction, and formulating a beam construction control table;

[0014] S40, install the column and fix the column top pin and column body pin, and adjust the verticality and normal angle of the column;

[0015] S50, hoisting the long-span beam by using an adjustable fall chain, wherein the adjustable fall chain is arranged at the 3-point position of the beam, and the horizontal state and pre-camber value of the beam are controlled by the adjustable fall chain;

[0016] S60, installing the inter-segment tie rod, passing the through-core screw through the pre-opened hole of the cross beam and locking the cross beam through the upper and lower gaskets, and connecting the inter-segment tie rod with the through-core screw through the tensioning sleeve;

[0017] S70, repeat steps S50 to S60 to complete the installation of the single-span beam and the tie rod system, install the mid-span suspender and complete the welding of the beam and the column according to the design requirements;

[0018] S80, tensioning the tie rod system by using a tic-tac-toe tensioning tool, wherein the tic-tac-toe tensioning tool is sleeved on the upper and lower beams, and the upper beam of the tool is pressed by a hydraulic jack and the tensioning sleeve is rotated synchronously;

[0019] S90, installation of glass panels and decorative systems, including installation of keel connectors, application of topcoat, installation of glass panels and decorative panels.

[0020] In this construction method, the following equations need to be used to limit the relevant parameters:

[0021] 1. Geometric relationship limiting equations in the flat rectangular tube forming process:

[0022] It mainly describes the dynamic change of the aspect ratio of rectangular tubes during hot and cold extrusion. -γt It reflects the strain hardening characteristics of the material during the extrusion process, that is, the deformation rate gradually decreases as the extrusion time increases. The coefficient α represents the basic forming performance of the material, and the general value range is 0.8-1.2. The coefficient β represents the initial deformation, and the value range is 0.2-0.5. The coefficient γ represents the strain hardening rate of the material, and the value range is 0.1-0.3. This equation takes into account the time effect during the material deformation process, which is more in line with the actual engineering situation than the traditional static model.

[0023] 2. The geometric position relationship between the tie rod system and the beam is limited by the equation:

[0024] The relationship between the tie rod arrangement position and the frame member size is established. The nonlinear influence of different factors is reflected in the form of a power function, where k1 and k2 represent the influence weights of the height ratio and area ratio, respectively, and the general value range is 0.3-0.7. The exponents n1 and n2 reflect the nonlinear degree of the influence of each factor, and the value range is 1.5-2.5. This equation comprehensively considers the influence of the geometric characteristics of the frame member on the tie rod arrangement.

[0025] 3. The limiting equation of stress distribution relationship at the tie rod node:

[0026] The stress concentration effect at the tie rod node is described. The first term reflects the normal stress concentration, and the second term reflects the tangential stress concentration. The square root form reflects the characteristic that stress concentration decreases with the increase of fillet radius. This equation simplifies the complex stress state at the node into an analytical expression that is convenient for engineering application.

[0027] 4. Limit equation of stiffness relationship at beam-column connection:

[0028] The relationship between the node stiffness and the member size is established. The nonlinear effect of the plate thickness ratio and the section height-width ratio on the node stiffness is reflected in the form of a power function. The coefficients η1 and η2 represent the influence weight of each factor, with a value range of 0.2-0.6, and the exponents m1 and m2 reflect the degree of nonlinearity, with a value range of 1.2-2.0.

[0029] Compared with the prior art, the construction method of a through-tension rod composite frame large-span glass curtain wall provided by the present invention has the following beneficial effects:

[0030] 1. The cold extrusion and hot extrusion processes are used to produce rectangular tubes with right-angle flat cross-sections, which can obtain excellent geometric dimensional accuracy and mechanical properties, laying a good foundation for the subsequent production of supporting components. Especially in the hot extrusion forming process, through local heating and two-pass rolling forming, not only can the various redundant deformations of the pipe fittings produced during the cold forming process be eliminated, but also the strength and ductility of the pipe fittings can be improved.

[0031] 2. In the design of the through-the-core tie rod system, the connection method of upper and lower gaskets and tension sleeves is introduced, which can not only effectively overcome the deformation problem during the installation of the beam, but also ensure the mechanical coordination between the tie rod and the beam, avoiding the occurrence of stress concentration. At the same time, by establishing a geometric dimension relationship model, the layout position of the tie rod on the beam is optimized, further improving the force performance of the entire support system.

[0032] 3. In the installation and construction of large-span frames, the pre-arching of the beam is controlled by adjusting the fall chain, and the reasonable pre-arching value is determined in combination with simulation analysis, which not only avoids the deformation of the beam during the hoisting process, but also ensures the straightness of the overall structure after the construction is completed. At the same time, in the tensioning construction of the tie rod system, the specially designed tic-tac-toe tensioning tooling can be used to achieve precise control of the node connection stiffness, greatly improving the installation quality.

[0033] In general, the present invention has carried out systematic optimization in each link from material selection, component manufacturing, support system design to installation and construction, solving the technical problems of traditional construction methods that are overly dependent on manual experience and lack scientific theoretical guidance and precise control means. BRIEF DESCRIPTION OF THE DRAWINGS

[0034] Figure 1 A flow chart of the method provided by the present invention;

[0035] Figure 2 Provide detailed construction drawings for the through-tension rod system nodes;

[0036] Figure 3 It is the detail drawing of the column-beam connection node;

[0037] Figure 4 To adjust the chain hoisting system layout;

[0038] Figure 5 This is the detailed drawing of the tic-tac-toe tensioning tooling;

[0039] Figure 6 Construct detailed drawings for glass curtain wall decoration systems;

[0040] Figure 7 This is a schematic diagram of the glass curtain wall construction process in the embodiment;

[0041] Figure 8 Schematic diagram of the locking mechanism in the embodiment. DETAILED DESCRIPTION

[0042] In order to make the purpose, technical solution and advantages of the embodiments of the present invention more clear, the technical solution in the embodiments of the present invention will be clearly and completely described below in conjunction with the accompanying drawings in the embodiments of the present invention.

[0043] like Figure 1 As shown, it is a flow chart of a construction method of a large-span glass curtain wall with a composite frame of through-tension rods provided by the present invention. The method comprises the following steps:

[0044] S10, using cold extrusion and hot extrusion processes to produce a rectangular tube with a right angle flat cross section, wherein the production of the rectangular tube with a right angle flat cross section includes annealing the substrate, cold extruding the annealed substrate to form a rectangular tube with rounded corners, and locally heating and hot extruding the rectangular tube with rounded corners to form a sharp corner;

[0045] S20. Conduct in-depth construction design of the curtain wall through-rod system, decompose the through-rod system into inter-section rods, set through-screws on the beams, clamp the beams with the through-screws through the upper and lower washers, and connect the inter-section rods with the through-screws through the tension sleeves;

[0046] S30. Conduct simulation analysis on the entire process of construction and installation of the large-span glass curtain wall system, determine the pre-arch value of the large-span beam construction, and formulate a beam construction control table;

[0047] S40, install the column and fix the column top pin and column body pin, and adjust the verticality and normal angle of the column;

[0048] S50, use adjustable fall chains to hoist the large-span beam, the adjustable fall chains are set at the 3-point position of the beam, and the horizontal state and pre-arch value of the beam are controlled by adjusting the fall chains;

[0049] S60, install the inter-segment tie rod, pass the through-screw through the pre-opened hole of the cross beam and lock the cross beam through the upper and lower gaskets, and connect the inter-segment tie rod with the through-screw through the tension sleeve;

[0050] S70, repeat steps S50 to S60 to complete the installation of the single-span beam and the tie rod system, install the mid-span suspender and complete the welding of the beam and the column according to the design requirements;

[0051] S80, use a tic-tac-toe tensioning tool to tension the tie rod system. The tic-tac-toe tensioning tool is clamped on the upper and lower beams. The upper beam of the tool is pressed by a hydraulic jack and the tensioning sleeve is rotated synchronously.

[0052] S90, installation of glass panels and decorative systems, including installation of keel connectors, application of topcoat, installation of glass panels and decorative panels.

[0053] The specific implementation methods of the above steps are described in detail below:

[0054] The specific implementation method of step S10 is to use cold extrusion and hot extrusion processes to make right-angle flat cross-section rectangular tubes. First, the substrate is annealed. The annealing temperature is increased in a staged manner at a rate of 50 degrees Celsius per hour. When the temperature reaches 650 degrees Celsius, it is maintained for 3 hours, and then cooled at a rate of 50 degrees Celsius per hour until the temperature drops to 300 degrees Celsius. Through this annealing process, the cold work hardening phenomenon of the substrate is eliminated, the crystals are rearranged, and the ductility of the metal is improved; secondly, if a round tube is selected as the substrate, the annealed substrate is sent to the cold extrusion production line, the roller die parameters are adjusted, and the substrate round tube is extruded into a rounded rectangular tube with a fillet radius of 4 to 10 mm by cold extrusion. The selection of the fillet radius is determined according to the specification size; during the cold extrusion process, the geometric shape of the rectangular tube must satisfy the following relationship limiting equation:

[0055]

[0056] Among them: h is the height of the rectangular tube, with a range of 80-200mm; b is the width of the rectangular tube, with a range of 40-100mm; t is the extrusion time, generally 3-8s; α is the material basic deformation coefficient, which is generally 1.2-1.5 for steel; β is the material strain hardening coefficient, which is generally 0.3-0.5 for steel; γ is the time attenuation coefficient, which is generally 0.4-0.6s-1; ε1 is the process error term, which is controlled within ±0.05; This equation describes the dynamic change law of the aspect ratio of the rectangular tube during the cold extrusion forming process, taking into account the influence of material properties and processing technology. Its main function is to guide the adjustment of extrusion parameters to obtain the ideal cross-sectional shape;

[0057] Then, the rounded rectangular tube is sent to the hot extrusion production line, and an induction heating coil is set at the front end of the production line to locally heat the four corners of the rectangular tube. The heating temperature is controlled in the range of 600 to 800 degrees Celsius. Then the rectangular tube is sent to the first rolling roller, and the rounded corners of the rectangular tube are extruded into sharp corners using a customized roller mold. After exiting the mold, it enters the second rolling roller, and the residual heat is used to perform secondary heat shaping on the formed sharp-cornered rectangular tube to eliminate redundant deformations such as warping, side bending, and twisting. The spacing between the two rolling rollers and the extrusion feed speed should ensure that the residual heat temperature of the pipe fittings before the secondary heat calibration is maintained in the range of 400 to 600 degrees Celsius; finally, the end of the finished rectangular tube is sawn and polished to eliminate burrs, and quality inspection is carried out, including tensile test, bending test, metallographic analysis, etc., to ensure that the geometric dimensions and mechanical properties of the pipe fittings meet the design requirements.

[0058] The specific implementation method of step S20 is to carry out in-depth construction design of the curtain wall through-core tie rod system. First, the through-core tie rod is segmented according to the interval, and an independent tie rod is set in each interval. The diameter of the tie rod is determined according to the force calculation, usually in the range of 12 to 20 mm; a through-core screw is set in the crossbeam, and the thread diameter of the through-core screw shall not be less than the rod body diameter, and the thread direction of the upper and lower ports shall ensure interchangeability; the through-core screw clamps the crossbeam through the upper and lower gaskets, and the gasket diameter shall be 50 to 80 mm larger than the opening diameter, and the thickness shall not be less than 8 mm; a tensioning sleeve is set at the connection between the tie rod and the through-core screw, and the internal thread of the sleeve matches the external thread of the tie rod and the through-core screw. The adjustment space of 20 to 30 mm needs to be reserved at the end of the tie rod section and the through-core screw section, and the pre-arch value requirement of the crossbeam installation is considered; the geometric position relationship between the tie rod and the crossbeam needs to meet the following limiting equations:

[0059]

[0060] in:

[0061] d is the distance from the center line of the tie rod to the center line of the beam, which is generally 100-300mm; L is the span of the beam, which is determined according to the design requirements, and is generally 6000-12000mm; h1 and h2 are the heights of the upper and lower beams, respectively, which are generally 200-400mm; A1 and A2 are the cross-sectional areas of the upper and lower beams, respectively, which are determined according to the profile; k1 is the height ratio influence coefficient, which is generally 0.3-0.5; k2 is the area ratio influence coefficient, which is generally 0.2-0.4; n1 and n2 are geometric nonlinear indexes, which are generally 1.2-1.5; ε2 is the construction error term, which is controlled within ±0.02;

[0062] This equation is used to determine the optimal position of the tie rod in the beam, taking into account the influence of the geometric characteristics of the beam on the tie rod arrangement, which helps to optimize the overall stress performance; for the tie rod passing through the beam, a hole is opened in the beam body and a sleeve is pre-welded to strengthen it. The inner diameter of the sleeve should be 6 to 10 mm larger than the diameter of the tie rod, and the wall thickness of the sleeve should be no less than 4 mm; the stress distribution at the tie rod node must satisfy the following limiting equation:

[0063]

[0064] in:

[0065] σ max is the maximum stress, which should not exceed 75% of the material yield strength; n is the nominal stress, generally 100-200MPa; τ m is the shear stress, generally 50-100MPa; a is the node fillet radius, 4-8mm; r is the tie rod radius, 6-10mm; ε4 is the stress calculation error term, controlled within ±5MPa;

[0066] This equation is used to evaluate the stress concentration condition at the tie rod node, taking into account the stress concentration effect caused by geometric discontinuity and guiding the design of node structural details.

[0067] like Figure 2 The figure shows the detailed construction of the node of the through-rod system: it shows the through-screw structure at the center of the beam; the arrangement of the upper and lower washers clamping the beam; the connection structure between the tension sleeve and the through-screw; and clearly marks the relative position and connection relationship of each component.

[0068] The specific implementation method of step S30 is to simulate and analyze the entire process of construction and installation of the large-span glass curtain wall system, and use the finite element analysis method to establish a finite element model including a solid web frame and a tie rod system. First, calculate the deflection value of each large span beam in the completed construction state. The deflection calculation adopts the large deformation theory considering geometric nonlinearity, and the calculation considers the deadweight of the structure, the prestress of the tie rod, the glass panel and the load of the external decoration system. The tension of the tie rod Δl satisfies the relationship between the applied prestress F, the tie rod length L, the cross-sectional area A and the elastic modulus E: After calculation and analysis, the deflection values ​​of the large-span beams were rounded off as the pre-arching values ​​during the construction phase. To verify the rationality of the pre-arching values, the curtain wall was simulated and analyzed throughout the construction process. The arching of the large-span beams was carried out by applying simulated negative temperature to the internode tie rods. The simulated negative temperature Δξ of the internode tie rods was calculated by the formula The calculation shows that Δh is the pre-arch value, α is the thermal expansion coefficient, and L is the length of the inter-node tie rod. After confirming that the straightness of the solid web frame in the completed construction state meets the design requirements, a crossbeam construction control table is formulated, which lists the pre-arch value of each crossbeam and the corresponding clear distance control value between beams.

[0069] The specific implementation method of step S40 is to install the column and fix the pin shaft. First, determine the installation position of the column based on the measurement and layout, and use a theodolite to verify. After the column is hoisted into place, first fix the column top pin shaft and the column body pin shaft, and adjust the verticality of the column. The allowable deviation value of the verticality is 3 mm per meter. Adjust the normal angle of the column to ensure that the column is perpendicular to the curtain wall surface. The allowable angle deviation value is 0.1 degrees. After the column is adjusted into place, weld and fix the column bottom core to the foundation embedded plate. The weld is continuous welding, and the weld height is not less than 6 mm. During the entire construction process, the column bottom and the core are not welded to meet the design requirements. Figure 3 The figure shows the detailed drawing of the column-beam connection node: it shows the vertical connection structure between the column and the beam; it marks the installation positions of the column top pin and the column body pin; it shows the welding connection method between the beam and the column; and it marks the positional relationship of the main components.

[0070] The specific implementation method of step S50 is to use an adjustable fall chain to hoist the large-span beam. First, an adjustable fall chain is set at each of the three points on the upper beam, and the rated lifting capacity of the fall chain is not less than 2 tons. The beam is hoisted by a double-point lifting method, and the spacing between the lifting points is 60% to 70% of the length of the beam. After the beam is in place, the fall chain is used to hook the beam, and the fall chain is adjusted to keep the beam in a horizontal state. The allowable deviation value of the horizontality is 2 mm per meter. Insert the beam horizontally into the end insert with an insertion depth of not less than 50 mm, and fill and weld the pre-opened window panels. After the beam is installed in place, tighten the two adjustable fall chains at the same time with the cooperation of the crane to drive the large-span beam to arch upward, use a level or total station to measure the clear distance between beams, and adjust the fall chain according to the measurement results until the clear distance between beams meets the requirements of the construction control table, where the allowable deviation value of the clear distance between beams is plus or minus 2 mm. Figure 4 The figure shows the arrangement of the fall chain hoisting system for adjusting the fall chain: it shows the arrangement of the fall chain at the three points of the beam; it marks the requirements for the ratio of the lifting point spacing; it shows the connection method between the fall chain and the beam; and it marks the key positions for horizontality control.

[0071] The specific implementation method of step S60 is to install the internode tie rod. First, check the number of the internode tie rod, and install it after confirming that the number and length are correct. Pass the through-screw through the pre-opening of the crossbeam, and the deviation between the screw axis and the opening axis shall not be greater than 2 mm. Lock the crossbeam with upper and lower gaskets. The gasket and the surface of the crossbeam should fit tightly, and anti-rust paint can be applied to the contact surface if necessary. Use a tensioning sleeve to connect the internode tie rod to the through-screw. When connecting, ensure that the axis of the tie rod is in line with the axis of the through-screw. The allowable deviation value of the two axes is 0.1 degrees, and ensure that the screw-in depths at both ends of the tensioning sleeve are basically consistent.

[0072] The specific implementation method of step S70 is to repeat steps S50 to S60 to complete the installation of the single-span beam and tie rod system. The specific construction order is to install the beams one by one from top to bottom, and install the tie rods of the section each time a beam is installed. After the installation of the single-span beam and tie rod system is completed, the mid-span suspender is installed, and the verticality deviation of the suspender is allowed to be 2 mm per meter. The welding of the beam and the column is completed according to the design requirements. The weld is continuous welding, and the weld height is not less than 6 mm. A symmetrical welding method is used during welding to prevent welding deformation.

[0073] The specific implementation method of step S80 is to use a tic-tac-toe tensioning fixture to tension the tie rod system. First, a tic-tac-toe tensioning fixture is made. The fixture is welded by channel steel and angle steel, wherein the longitudinal and transverse beams of the fixture are both made of No. 16 channel steel, and the stiffening ribs are made of 6 mm thick angle steel. The tensioning fixture is clamped on the upper and lower beams of the specified tensioning area, and the deviation of the center position of the fixture from the center of the tie rod is not more than 200 mm. A hydraulic jack is installed on the upper beam, and a 16 mm thick steel plate is padded under the jack. Two jacks are manually operated to press the upper beam of the fixture at the same time, and the tensioning sleeve is synchronously tightened. The tensioning force is controlled by the reading of the hydraulic gauge, tensioned to 105% of the designed tensioning force, and the pressure is released to 100% of the designed tensioning force after 10 minutes. Observe the pressure gauge of the hydraulic jack, confirm that there is no pressure loss, then remove the tensioning fixture and transfer to the other half span for tensioning. Among them, the stiffness relationship at the beam-column connection must satisfy the following limiting equation:

[0074]

[0075] Among them: K is the actual stiffness of the node, unit N·m / rad; K0 is the reference stiffness, generally taken as 2×105N·m / rad; t is the thickness of the connecting plate, the value is 8-12mm; d is the diameter of the pin, the value is 20-30mm; h is the height of the beam, the value is 200-400mm; b is the width of the beam, the value is 100-200mm; η1 is the thickness influence coefficient, the value is 0.2-0.4; η2 is the cross-section influence coefficient, the value is 0.3-0.5; m1, m2 are geometric nonlinear indexes, the value is 1.2-1.5; ε5 is the stiffness error term, which is controlled within ±1000N·m / rad; This equation is used to evaluate the stiffness characteristics of the node connection, taking into account the influence of the geometric dimensions of the connecting components on the node stiffness, and guiding the structural design of the connection node. Figure 5 As shown, it is a detailed drawing of the tic-tac-toe tensioning tooling: it shows the overall tic-tac-toe structure of the tooling; it shows the installation position of the hydraulic jack; it marks the relative positions of the upper and lower beams; and it shows the connection relationship between the tooling and the structure.

[0076] The specific implementation method of step S90 is to install the glass panel and the decoration system. First, the keel connectors of the decoration system are installed and welded into place during the construction process of the support system. Spot welding is used for welding. Each connector has no less than 4 welding points, and the area of ​​a single welding point is not less than 50 square millimeters. After the composite frame weld is polished, the intermediate paint and fluorocarbon topcoat are applied. Before painting, the weld is rust-proofed, and the rust-proof grade is not less than Sa2.5. The installation of the glass panel system is carried out in the order of aluminum alloy base installation, glass panel installation, plate seam adjustment and vertical seam pressure block fixation, horizontal and vertical seam gluing, aluminum alloy pressure plate installation and gluing, and aluminum alloy buckle cover installation and gluing. The plate seam width is controlled within the range of 12 to 15 mm. When the large-span glass curtain wall is equipped with an external decorative panel system, after the glass panel is installed, the outer layer of the glass panel needs to be fully coated with fire retardant paint, and the coating thickness must be not less than 0.3 mm. Then the keel of the decoration system is constructed. After the decorative panel is installed, a special cleaning agent is used to clean the fire retardant paint on the glass panel. Figure 6 The figure shows the detailed construction of the glass curtain wall decoration system: it shows the installation structure of the glass panel; it shows the layout of the keel connectors; it marks the requirements for the width of the panel seams; and it shows the installation position of the decorative panel.

[0077] Specifically, the principle of the present invention is:

[0078] First, in the material selection and component manufacturing process, cold extrusion and hot extrusion processes are used to make rectangular tubes with right-angle flat cross-sections. This process route can effectively control the geometric dimensions of the pipe fittings, avoiding the serious deformation problem of traditional round tubes during cold extrusion, and greatly improving the strength and ductility of the pipe fittings through local heating and secondary heat shaping. In the design, a relationship model between the geometric shape of the pipe fittings and the processing parameters is established, which provides a basis for adjusting the extrusion parameters to obtain the ideal cross-sectional shape. This high-performance rectangular pipe fitting, as the main load-bearing component of the composite frame, lays a solid foundation for the design and installation of the subsequent support system.

[0079] Secondly, in the design of the through-the-core tie rod system, the present invention adopts a connection method that combines upper and lower gaskets and tension sleeves. The upper and lower gaskets can effectively prevent the crossbeam from deforming during the installation process, while the tension sleeve provides an adjustable joint between the tie rod and the crossbeam, ensuring the mechanical coordination between the two. At the same time, by establishing a relationship model between the tie rod position and the geometric dimensions of the crossbeam, the layout position of the tie rod is optimized, making the force distribution of the entire support system more reasonable. The design of this through-the-core tie rod system not only improves the stability of the overall structure, but also creates favorable conditions for subsequent construction and installation.

[0080] Thirdly, in the installation and construction of the large-span frame, the present invention uses the method of adjusting the fall chain to control the pre-arching of the beam, and combines simulation analysis to determine a reasonable pre-arching value. This approach not only effectively avoids the deformation of the beam during the hoisting process, but also ensures that the straightness of the overall structure meets the design requirements after the construction is completed through the precise control of the pre-arching value. At the same time, in the tensioning construction of the tie rod system, the specially designed tic-tac-toe tensioning tooling is used to achieve precise control of the node connection stiffness, ensuring the installation quality of the tie rod system.

[0081] In order to better understand and implement the present invention, an embodiment of a specific application scenario of the present invention is provided below: a commercial complex project in a certain city adopts the large-span glass curtain wall construction method of the through-tension rod composite frame proposed in the present invention for implementation. The total construction area of ​​the project is about 80,000 square meters, of which the glass curtain wall accounts for more than 60%, and the average single span is 10 meters. In order to ensure the overall construction quality of the large-span glass curtain wall, the owner and the general contractor jointly decided to adopt the construction method of the present invention for implementation. Figure 7 As shown in the figure, the specific construction principle is: the tie rod system of the composite frame is decomposed into each section, and the large-span beam is installed from top to bottom in a mixed and alternating manner with the tie rod system. Each time a beam is installed, the beam is adjusted to a predetermined shape by adjusting the fall chain, and then the corresponding inter-section tie rod is installed in place and the beam is locked to fix the shape of the beam, and then the next beam is installed. This process cycle keeps the structural configuration under control. Figure 8As shown, in order to realize the alternating installation and locking mechanism of the long-span beams and the tie rod system, it is necessary to implement adaptive construction deepening of the curtain wall structure system to make it meet the unity of reliability, alternating installation convenience and aesthetics. Through this process principle, all long-span beams do not need to be installed with additional temporary supports. After the composite frame components are installed, the tie rod system can be directly tensioned, thereby eliminating the tedious temporary support installation, unloading, and post-processing process, shortening the construction period, improving construction efficiency, and greatly saving construction costs. The specific construction process is described as follows:

[0082] 1. Material selection and component production

[0083] First, according to the stress analysis of the curtain wall support system, it was determined that Q345B steel was used as the main base material, and its yield strength was not less than 345 MPa. In order to ensure the production of rectangular tubes with excellent geometric accuracy and mechanical properties, the following production process was formulated:

[0084] 1. Substrate pretreatment. The Q345B steel plate is annealed. The specific process is as follows: heating to 650 degrees Celsius at a rate of 50 degrees Celsius per hour, keeping warm for 3 hours, and then cooling to 300 degrees Celsius at a rate of 50 degrees Celsius per hour. This annealing process can effectively eliminate the cold work hardening phenomenon of the substrate and improve the ductility of the metal.

[0085] 2. Cold extrusion. The annealed steel plate is fed into the cold extrusion production line. By adjusting the roller die parameters, the base material is extruded into a rounded rectangular tube with a fillet radius of 6 mm by cold extrusion. During the cold extrusion process, the aspect ratio of the tube meets the following relationship:

[0086]

[0087] Among them, h is the height of the rectangular tube, which is 160 mm; b is the width of the rectangular tube, which is 80 mm; t is the extrusion time, which is 5 seconds. This relationship equation describes the dynamic change of the aspect ratio of the tube during the extrusion process and provides a basis for adjusting the extrusion parameters.

[0088] 3. Hot extrusion molding. The rounded rectangular tube formed by cold extrusion is sent to the hot extrusion production line. An induction heating coil is set at the front end of the production line to locally heat the four corners of the pipe fittings. The heating temperature is controlled at about 700 degrees Celsius. Subsequently, the pipe fittings are sent to the first roller, and the rounded corners are extruded into sharp corners using a customized roller mold. After exiting the mold, they enter the second roller for secondary hot shaping to eliminate redundant deformations such as warping and side bending that may occur during the hot forming process. The spacing between the two rollers and the extrusion feed speed should ensure that the residual heat temperature of the pipe fittings before the secondary hot shaping is maintained at 450 to 550 degrees Celsius.

[0089] Finally, the finished rectangular tube is cut and polished at the end, and subjected to tensile test, bending test and other tests to ensure that the geometric dimensions and mechanical properties of the tube meet the design requirements. Table 1 lists the main technical parameters of the rectangular tube.

[0090] Table 1 Main technical parameters of rectangular tube

[0091] Technical Parameters Numeric Section size (mm) 160×80 <![CDATA[Cross-sectional area (mm 2 )]]> 10800 Bending strength(MPa) 620 Tensile strength(MPa) 580 Elongation(%) 22

[0092] 2. Support system design

[0093] 1. Design of through-the-core tie rod system. According to the overall force analysis of the curtain wall, it is determined to use Φ16mm high-strength steel tie rods as inter-section reinforcements. A Φ24mm through-the-core screw is set on the beam, and the through-the-core screw and the beam are reliably locked through the upper and lower Φ80mm×8mm gaskets. A Φ28mm tensioning sleeve is used to connect the tie rod and the through-the-core screw. The internal thread of the sleeve matches the external thread of the tie rod and the through-the-core screw. A 25mm adjustment space is reserved for the tie rod port and the through-the-core screw port.

[0094] The optimum position of the tie rod in the beam is determined by the following relationship:

[0095]

[0096] Among them, d is the distance from the center line of the tie rod to the center line of the beam, which is 220 mm; L is the span of the beam, which is 10,000 mm; h1 and h2 are the heights of the upper and lower beams, respectively, both of which are 320 mm; A1 and A2 are the cross-sectional areas of the upper and lower beams, respectively, which are calculated to be 12,800 square millimeters and 13,600 square millimeters.

[0097] For the tie rod passing through the beam, a Φ22mm embedded sleeve is opened on the beam body, and the sleeve wall thickness is 4mm. The maximum stress at the tie rod node meets the following requirements:

[0098]

[0099] Among them, σ max is the maximum stress at the node, which shall not exceed 75% of the yield strength of the steel; a is the radius of the node fillet, which shall be 6 mm; r is the radius of the tie rod, which shall be 8 mm.

[0100] 2. Design of installation of large-span beams. Based on the finite element simulation analysis of the overall curtain wall construction process, the pre-arch values ​​of large-span beams are calculated as shown in Table 2.

[0101] Table 2 Pre-arching value of long-span beams

[0102] Cross-number Pre-arch value (mm) 1 30 2 28 3 32 4 27 5 31

[0103] In order to verify the rationality of the pre-arching value, the overall construction process of the curtain wall was simulated, in which the arching behavior of the large-span beam was simulated by applying simulated negative temperature to the inter-section tie rods. According to the calculation, the simulated negative temperature of each inter-section tie rod is as follows:

[0104]

[0105] Among them, Δh is the pre-arch value, which is taken from Table 2; α is the linear expansion coefficient of steel, which is 11.8×10^(-6) / ℃; L is the length of the internode tie rod, which is about 1000 mm.

[0106] Through further analysis and confirmation, it was confirmed that the straightness of the solid web frame met the design requirements when the construction was completed. Based on this, a crossbeam construction control table was formulated to clarify the pre-arch value of each crossbeam and the corresponding clear distance control value between beams.

[0107] 3. Installation and construction of large-span frames

[0108] 1. Column installation. According to the measurement and layout, determine the installation position of the column, and use the theodolite to check. After the column is hoisted in place, first fix the column top pin and the column body pin, adjust the verticality of the column, and the allowable deviation does not exceed 3 mm / m. At the same time, it is also necessary to adjust the normal angle of the column to ensure that the column is perpendicular to the curtain wall surface, and the allowable angle deviation does not exceed 0.1 degrees. After the column is adjusted in place, weld the column bottom core and the foundation embedded parts to fix it. The weld is continuous welding, and the weld height is not less than 6 mm.

[0109] 2. Lifting of large-span beams. At each 3-point position of the upper beam, set an adjustable fall chain with a rated lifting capacity of not less than 2 tons. The beam adopts a double-point lifting method, and the spacing between the lifting points is 65% of the beam length. After the beam is in place, hook the beam with an adjustable fall chain, and adjust the fall chain to keep the beam horizontal. The allowable deviation of the horizontality does not exceed 2 mm / m. Insert the beam horizontally into the end core, the insertion depth is not less than 50 mm, and weld the reserved window plate.

[0110] With the cooperation of the crane, the two adjustment chains are tightened at the same time to drive the beam to arch upward. The clear distance between beams is measured in real time using a total station, and the chains are adjusted in time according to the measurement results until the clear distance between beams meets the requirements of the construction control table, where the allowable deviation of the clear distance between beams is plus or minus 2 mm.

[0111] 3. Install the inter-section tie rod. First, check the number of the inter-section tie rod, and install it after confirming that the number and length are correct. Pass the through-screw through the Φ22 mm opening reserved in the beam. The deviation between the axis of the screw and the axis of the opening shall not exceed 2 mm. The through-screw is reliably locked on the beam through the upper and lower Φ80 mm × 8 mm gaskets. The gasket and the surface of the beam should fit tightly.

[0112] Use a Φ28mm tension sleeve to connect the internode tie rod and the through-core screw. When connecting, ensure that the tie rod axis and the through-core screw axis are collinear, the allowable deviation of the two axes does not exceed 0.1 degrees, and ensure that the screw-in depths at both ends of the tension sleeve are basically consistent.

[0113] 4. Tensioning of the tension rod system. A cross-shaped tensioning fixture was made. The longitudinal and transverse beams of the fixture are made of 16-gauge channel steel, and the stiffening ribs are made of 6 mm thick angle steel. The fixture is clamped on the upper and lower beams of the designated tensioning area, and the distance between the center of the fixture and the center of the tension rod is no more than 200 mm. A hydraulic jack is installed on the upper beam, and a 16 mm thick steel plate is placed under the jack.

[0114] Manually operate two hydraulic jacks to press the crossbeam on the fixture at the same time and simultaneously tighten the tension sleeve. The tensioning force is controlled by a hydraulic gauge. First, the force value is increased to 105% of the designed tensioning force, maintained for 10 minutes, and then reduced to 100% of the designed value. Observe the hydraulic gauge and confirm that there is no loss of pressure before removing the tensioning fixture and moving to the next half span for tensioning.

[0115] The connection stiffness of the beam-column node should meet the following requirements:

[0116]

[0117] Among them, K is the actual stiffness of the node, which is about 2.4×10 5 Newton meter / radian; t is the thickness of the connecting plate, which is 10 mm; d is the diameter of the pin, which is 25 mm; h is the height of the beam, which is 320 mm; b is the width of the beam, which is 160 mm.

[0118] 5. Installation of glass curtain wall system. While the support system is being constructed, the installation of the glass curtain wall system is being carried out. First, the keel connectors of the decoration system are welded into place during the construction of the support system, and each connector has no less than 4 6mm spot welds.

[0119] After the composite frame welds are polished, the intermediate paint and fluorocarbon topcoat are sprayed, and the welds are rust-free at Sa2.5 before painting. The installation of the glass panel system is strictly carried out in the order of aluminum alloy base -> glass panel -> plate seam adjustment and vertical seam pressure block fixation -> horizontal and vertical seam gluing -> aluminum alloy pressure plate installation and gluing -> aluminum alloy buckle cover installation and gluing, and the plate seam width is controlled at 12-15 mm.

[0120] For the external decorative panel system of the large-span glass curtain wall, after the glass panel is installed, first apply 0.3 mm thick fire retardant paint on the outer layer of the glass, and then install the decorative keel. After all the decorative panels are hung, use a special cleaning agent to clean the fire retardant paint on the glass surface.

[0121] The above description is only a specific implementation mode of the present invention, but the protection scope of the present invention is not limited thereto. Any technician familiar with the technical field can easily think of changes or substitutions within the technical scope disclosed by the present invention, which should be covered by the protection scope of the present invention.

Claims

1. A construction method for a large-span glass curtain wall with a through-tension rod composite frame, characterized in that: The following steps are involved: S10, using cold extrusion and hot extrusion processes to produce a rectangular tube with a right angle flat cross section, wherein the production of the rectangular tube with a right angle flat cross section includes annealing a substrate, cold extruding the annealed substrate to form a rectangular tube with rounded corners, and locally heating and hot extruding the rectangular tube with rounded corners to form a sharp corner; S20, performing in-depth construction design on the curtain wall through-rod system, decomposing the through-rod system into inter-section rods, setting through-screws on the crossbeams, the through-screws clamping the crossbeams through upper and lower washers, and the inter-section rods being connected to the through-screws through tension sleeves; S30, performing simulation analysis on the entire process of construction and installation of the large-span glass curtain wall system, determining the pre-arching value of the large-span beam construction, and formulating a beam construction control table; S40, install the column and fix the column top pin and column body pin, and adjust the verticality and normal angle of the column; S50, hoisting the long-span beam by using an adjustable fall chain, wherein the adjustable fall chain is arranged at the 3-point position of the beam, and the horizontal state and pre-camber value of the beam are controlled by the adjustable fall chain; S60, installing the inter-segment tie rod, passing the through-core screw through the pre-opened hole of the cross beam and locking the cross beam through the upper and lower gaskets, and connecting the inter-segment tie rod with the through-core screw through the tensioning sleeve; S70, repeat steps S50 to S60 to complete the installation of the single-span beam and the tie rod system, install the mid-span suspender and complete the welding of the beam and the column according to the design requirements; S80, tensioning the tie rod system by using a tic-tac-toe tensioning tool, wherein the tic-tac-toe tensioning tool is sleeved on the upper and lower beams, and the upper beam of the tool is pressed by a hydraulic jack and the tensioning sleeve is rotated synchronously; S90, installation of glass panels and decorative systems, including installation of keel connectors, application of topcoat, installation of glass panels and decorative panels.

2. The method for constructing a large-span glass curtain wall with a through-tension rod composite frame according to claim 1 is characterized in that: The step S10 specifically includes: firstly, annealing the substrate, wherein the annealing temperature is increased in stages to 650 degrees Celsius at a rate of 50 degrees Celsius per hour and maintained for 3 hours, and then cooled to 300 degrees Celsius at a rate of 50 degrees Celsius per hour; secondly, the annealed substrate is sent to a cold extrusion production line, and the roller die parameters are adjusted to extrude the substrate round tube into a rounded rectangular tube with a fillet radius of 4 to 10 mm, wherein the rounded rectangular tube has a height of 80 to 200 mm and a width of 40 to 100 mm; and then The rounded rectangular tube is sent to a hot extrusion production line, and an induction heating coil is arranged at the front end of the production line to locally heat the four corners of the rounded rectangular tube at 600 to 800 degrees Celsius. Then the rounded rectangular tube is sent to the first roller to extrude the rounded corners into sharp corners. After the sharp-cornered rectangular tube is ejected from the mold, it enters the second roller for secondary heat shaping, and the secondary heat shaping temperature is 400 to 600 degrees Celsius. Finally, the end of the sharp-cornered rectangular tube is sawn and polished, and a tensile test, a bending test and a metallographic analysis are performed.

3. The method for constructing a large-span glass curtain wall with a through-tension rod composite frame according to claim 1 is characterized in that: The step S20 specifically includes: first, the through-hole pull rod is segmented according to the internodes, and an independent pull rod is set in each internode, and the diameter of the independent pull rod is 12 to 20 mm; the through-hole screw clamps the crossbeam through upper and lower gaskets, and the diameter of the gasket is 50 to 80 mm larger than the diameter of the opening and the thickness is not less than 8 mm; a tensioning sleeve is set at the connection between the pull rod and the through-hole screw, and the internal thread of the tensioning sleeve matches the external thread of the pull rod and the through-hole screw, and 20 to 30 mm of adjustment space is reserved for the ports of the pull rod section and the through-hole screw section; the distance from the center line of the pull rod to the center line of the crossbeam is 100 to 300 mm; the span of the crossbeam is 6000 to 12000 mm, and the height of the upper and lower crossbeams is 200 to 400 mm; the crossbeam body is opened and reinforced with a pre-welded sleeve, the inner diameter of the sleeve is 6 to 10 mm larger than the diameter of the pull rod, and the wall thickness of the sleeve is not less than 4 mm.

4. The method for constructing a large-span glass curtain wall with a through-tension rod composite frame according to claim 1 is characterized in that: The step S30 specifically includes: using the finite element analysis method to establish a finite element model including a solid frame and a tie rod system, calculating the deflection values ​​of large-span beams in the completed construction state, wherein the deflection calculation adopts a large deformation theory considering geometric nonlinearity, and the deadweight of the structure, the prestress of the tie rods, the glass panels and the load of the exterior decoration system are considered in the calculation; the deflection values ​​of large-span beams are rounded off as pre-arching values ​​in the construction stage; the whole construction process of the curtain wall is simulated and analyzed, wherein the arching of large-span beams is carried out by applying a simulated negative temperature to the internode tie rods; after confirming through analysis that the straightness of the solid frame in the completed construction state meets the design requirements, a beam construction control table is formulated.

5. The method for constructing a large-span glass curtain wall with a through-tension rod composite frame according to claim 1 is characterized in that: The step S40 specifically includes: determining the installation position of the column according to the measurement and layout and verifying it with a theodolite; after the column is hoisted into place, fixing the column top pin and the column body pin, adjusting the verticality of the column, and the verticality allowable deviation value is 3 mm per meter; adjusting the column normal angle to ensure that the column is perpendicular to the curtain wall surface, and the angle allowable deviation value is 0.1 degree; welding and fixing the column bottom insert to the foundation embedded plate, the weld adopts continuous welding and the weld height is not less than 6 mm; the column bottom and the insert are not welded during the entire construction process.

6. The method for constructing a large-span glass curtain wall with a through-tension rod composite frame according to claim 1 is characterized in that: The step S50 specifically includes: setting an adjustable fall chain at each of the three points of the upper beam, and the rated lifting capacity of the adjustable fall chain is not less than 2 tons; the beam is hoisted by a double-point hoisting method, and the spacing between the hoisting points is 60 to 70 of the beam length; after the beam is in place, the adjustable fall chain is used to hook the beam and adjust it to keep the beam in a horizontal state, and the allowable deviation value of the horizontality is 2 mm per meter; the beam is horizontally inserted into the end core, the insertion depth is not less than 50 mm, and the pre-opened window panels are welded; with the cooperation of the crane, the two adjustable fall chains are tightened at the same time to drive the large-span beam to arch upward, and the clear distance between the beams is measured by a level or a total station, and the adjustable fall chains are adjusted according to the measurement results until the clear distance between the beams meets the requirements of the construction control table, and the allowable deviation value of the clear distance between the beams is plus or minus 2 mm.

7. The method for constructing a large-span glass curtain wall with a through-tension rod composite frame according to claim 1 is characterized in that: The step S60 specifically includes: numbering the intersegmental tie rods to check and confirm the numbers and lengths; passing the through-screw through the pre-opening of the crossbeam, with the deviation between the axis of the through-screw and the axis of the pre-opening being no more than 2 mm; locking the crossbeam with upper and lower gaskets, with the gaskets fitting tightly against the surface of the crossbeam; connecting the intersegmental tie rod with the through-screw using a tensioning sleeve, ensuring that the axis of the intersegmental tie rod is in line with the axis of the through-screw, with the allowable deviation value of the two axes being 0.1 degrees, and ensuring that the screw-in depths of both ends of the tensioning sleeve are basically consistent.

8. The method for constructing a large-span glass curtain wall with a through-tension rod composite frame according to claim 1 is characterized in that: The step S70 specifically includes: installing the beams one by one from top to bottom, and installing the inter-section tie rod each time a beam is installed; installing the mid-span suspender after the installation of the single-span beam and the tie rod system is completed, and the verticality deviation of the suspender is allowed to be 2 mm per meter; welding the beams and columns according to design requirements, the welds are continuous welded and the weld height is not less than 6 mm, and a symmetrical welding method is adopted during welding.

9. The method for constructing a large-span glass curtain wall with a through-tension rod composite frame according to claim 1, characterized in that: The step S80 specifically includes: making a tic-tac-toe tensioning tool, which is welded by channel steel and angle steel, wherein the longitudinal and transverse beams of the tool are both made of No. 16 channel steel, and the stiffening ribs are made of 6 mm thick angle steel; the tic-tac-toe tensioning tool is clamped on the upper and lower beams of the designated tensioning area, and the deviation of the center position of the tic-tac-toe tensioning tool from the center of the pull rod is not more than 200 mm; a hydraulic jack is installed on the upper beam, and a 16 mm thick steel plate is padded at the bottom of the hydraulic jack. The two hydraulic jacks are manually operated to press the upper beam of the tool at the same time and synchronously tighten the tensioning sleeve; tensioning to a designed tensioning force of 105 and maintaining it for 10 minutes before releasing the pressure to a designed tensioning force of 100; observing the pressure of the hydraulic jack to confirm that there is no pressure loss and then removing the tic-tac-toe tensioning tool.

10. The method for constructing a large-span glass curtain wall with a through-tension rod composite frame according to claim 1, characterized in that: The step S90 specifically includes: installing and welding the keel connectors of the decoration system in place during the construction process of the support system, the connector welding adopts spot welding and each connector has no less than 4 welding points, and the area of ​​a single welding point is not less than 50 square millimeters; after the composite frame weld is polished, the intermediate paint and fluorocarbon topcoat are applied, and the weld is rust-proofed before painting, and the rust-proof grade is not lower than Sa2.5; the installation is carried out in the order of aluminum alloy base installation, glass panel installation, plate seam adjustment and vertical seam pressure block fixation, horizontal and vertical seam gluing, aluminum alloy pressure plate installation and gluing, and aluminum alloy buckle cover installation and gluing, and the plate seam width is controlled within the range of 12 to 15 mm; the outer layer of the glass panel is fully coated with fire retardant paint, the thickness of the fire retardant paint coating is not less than 0.3 mm, and then the decoration system keel is constructed, and after the decoration panel is hung, the fire retardant paint on the glass panel is cleaned with a special cleaning agent.

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