Multifunctional green integrated unit type curtain wall construction method

Abstract

The invention provides a multifunctional green integrated unit type curtain wall construction method, which belongs to the technical field of curtain wall construction, and comprises the following steps: analyzing an overlapping region of a curtain wall stress matrix, a stress concentration point matrix and a vulnerable region matrix through a minimum spanning tree algorithm, and determining the specification of a curtain wall plate; a broken bridge heat insulation profile is adopted to assemble a frame, and an inclined support is arranged to form a reinforcing system; the integrated design of the cross beam and the opening window frame is realized to reduce gaps; a sunshade component is assembled, and an inhaul cable with a spring device is arranged to control tensioning force; a sliding sunshade grating is installed; measuring and setting out, and fixing the base adapter; the unit plates are transported and installed and are connected in an inserted mode; and adjusting the plate precision and installing a waterproof system. The whole method is based on a systematic design principle, through structure optimization and function integration, the overall performance of the unit type curtain wall is comprehensively improved, and the technical problems that a traditional curtain wall system is high in dispersity and insufficient in overall performance are solved.

Description

Technical Field

[0001] The present invention belongs to the technical field of curtain wall construction, and in particular relates to a multifunctional green integrated unit curtain wall construction method. Background Art

[0002] As a crucial component of modern building envelopes, unitized curtain walls are widely used in high-rise buildings due to their factory-prefabrication and rapid on-site installation. Traditional unitized curtain wall technology primarily utilizes an aluminum alloy frame and glass panels, connected to the main structure via pendants to form the building's exterior facade system. While this approach achieves the basic functions of a curtain wall, there is still significant room for improvement in overall performance design, particularly in terms of structural integrity, energy conservation and environmental protection, and adaptability.

[0003] However, traditional unitized curtain walls have exposed the problem of insufficient overall performance in actual applications: the frame structure lacks rigidity, which makes it easy to deform under wind loads; the shading system is designed to be separated from the curtain wall body, which limits the overall functionality; the sealing system and the drainage system have poor coordination, affecting the overall airtight and watertight performance; the connection node design is simple, which reduces the reliability of the overall structure; at the same time, the traditional unitized curtain wall lacks a systematic overall performance design method, resulting in the independence of each functional module and the inability to form an organic whole.

[0004] The core of these issues lies in the fact that traditional unitized curtain wall design methods lack a systematic consideration of overall performance and ineffective integration between various functional modules. Especially in high-rise buildings, curtain wall systems must simultaneously meet multiple requirements, including structural safety, energy conservation and environmental protection, aesthetics, and practicality. Traditional decentralized design methods struggle to achieve this organic integration of these performance characteristics. A systematic design and construction approach that can improve the overall performance of curtain walls is urgently needed. In other words, existing technologies suffer from the technical problem of insufficient overall performance of unitized curtain walls. Summary of the Invention

[0005] In view of this, the present invention provides a multifunctional green integrated unit curtain wall construction method, which can solve the technical problem of insufficient overall performance of the unit curtain wall in the prior art.

[0006] The present invention is implemented as follows: The present invention provides a multifunctional green integrated unit curtain wall construction method, including: establishing a curtain wall structure topology diagram according to the design requirements of the multifunctional green integrated unit curtain wall, calculating the stress transfer path through the minimum spanning tree algorithm, analyzing the overlapping area of the curtain wall stress matrix, the curtain wall stress concentration point matrix and the vulnerable area matrix, and determining the specifications of the curtain wall panels; based on the calculation results of the curtain wall structural mechanics equation group, using thermal insulation profiles to assemble the unit panel frame, setting inclined supports and side columns for fixed connection to form a support reinforcement structure system; assembling opening windows and panels; assembling unit panel sunshade components, setting cables and spring devices to control tension; assembling sliding sunshade grilles; fixing the base adapter and the base; transporting and installing the unit panels; performing panel plug-in and precision adjustment, and installing a waterproof system; wherein, the curtain wall structural mechanics equation group includes static equilibrium equations, deformation coordination equations, constitutive relationship equations and boundary condition equations, which are used to optimize the design of the support structure system.

[0007] Among them, the curtain wall stress matrix refers to the stress distribution data set of each node of the unit curtain wall under wind load and earthquake action calculated by the finite element analysis method. It is used to evaluate the stress state of the overall structure of the curtain wall and ensure that the curtain wall design meets safety requirements.

[0008] Among them, the curtain wall stress concentration point matrix refers to the set of key nodes in the curtain wall structure where the stress values are significantly higher than those in the surrounding areas. These points mainly appear at the connection points of hangers, corner nodes, and the connection points between the central column and the beam. These points are potential failure starting points of the curtain wall structure.

[0009] Among them, the curtain wall vulnerable area matrix refers to the collection of areas in the curtain wall system that are prone to damage due to material properties or structural design reasons, including sealant joints, contact points between glass and frame, drainage system and spring cable mechanism.

[0010] Among them, the stress transfer path refers to the optimal route for the external load to be transferred from the action point through the structural components to the support point in the curtain wall structure. It is determined by the minimum spanning tree algorithm and is used to optimize the layout and connection methods of curtain wall components.

[0011] Among them, the cable mechanical transfer equation is used to calculate the tension equilibrium state in the cable-spring device. The input includes the cable linear density, the initial length of the cable, the spring stiffness coefficient, the spring compression amount and the ambient temperature coefficient. The output is the final tension of the cable system and the system stability state.

[0012] Among them, the static equilibrium equation is used to ensure that the components of the curtain wall remain in equilibrium under the action of external loads. The input includes wind load, plate deadweight, seismic dynamic parameters, temperature deformation force and connection point reaction force, and the output is the internal force distribution of each node.

[0013] Among them, the deformation coordination equation is used to ensure the continuity and compatibility of the deformation of the curtain wall system. The input includes material elastic modulus, cross-sectional geometric parameters, component length, temperature change and node constraints, and the output is the displacement field of each component in the system.

[0014] Among them, the constitutive relationship equation is used to describe the mechanical response characteristics of the material under stress. The input includes the material yield strength, Poisson's ratio, temperature expansion coefficient, tensile strength and shear modulus, and the output is the stress-strain relationship of the material.

[0015] The boundary condition equations are used to determine the connection characteristics between the curtain wall system and the main building structure. The inputs include the hanger connection stiffness, displacement constraint parameters, friction coefficient, preload force, and contact area. The output is the relationship between force and displacement at the system boundary.

[0016] The present invention proposes a multifunctional green integrated unit curtain wall construction method. By calculating the stress transfer path through the minimum spanning tree algorithm and analyzing the overlapping areas of the curtain wall stress matrix, stress concentration point matrix and vulnerable area matrix, the method realizes the systematic optimization design of the curtain wall structure and comprehensively improves the overall performance of the curtain wall.

[0017] This method uses thermal insulation profiles and integrated beams and window frames to reduce structural weaknesses and form a more compact overall structure; inclined supports are set on both sides of the central column and fixed at the diagonal lines of the upper grid, constructing an efficient support and reinforcement structure system and greatly enhancing the overall rigidity; the integrated shading system and spring-controlled cable device enable the curtain wall to actively adapt to environmental changes, realizing the organic unity of structural safety and functional integration.

[0018] Through this systematic design and construction method, the present invention successfully solves the technical problem of insufficient overall performance of traditional unitized curtain walls, enabling the curtain wall system to form an organic whole with highly unified structural performance, functional performance and environmental adaptability, providing a more reliable, efficient and sustainable external protection system solution for high-rise buildings. BRIEF DESCRIPTION OF THE DRAWINGS

[0019] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the following briefly introduces the drawings required for use in the description of the embodiments of the present invention. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying any creative labor.

[0020] Figure 1 This is a flow chart of a formwork-free suspended steel-wood composite formwork construction method;

[0021] Figure 2 This is a schematic diagram of the unit plate framework structure;

[0022] Figure 3 This is a schematic diagram of the installation of the sliding sunshade grille structure;

[0023] In the accompanying drawings, the components represented by the reference numerals are as follows:

[0024] 10. Unit panel frame; 11. Center column; 12. Diagonal support; 13. Side column; 14. Insert; 15. Aluminum alloy upper slide; 16. Aluminum alloy lower slide; 17. Aluminum alloy upper rail; 18. Aluminum alloy lower rail; 19. Sunshade decorative round tube. DETAILED DESCRIPTION

[0025] In order to make the purpose, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments 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] like Figure 1 FIG. 1 is a flow chart of a multifunctional green integrated unit curtain wall construction method provided by the present invention, and the method comprises the following steps:

[0027] S01. Based on the design requirements of the multifunctional green integrated unitized curtain wall, a curtain wall structural topology diagram was established. The stress transfer path was calculated using the minimum spanning tree algorithm. The overlapping areas of the curtain wall stress matrix, curtain wall stress concentration point matrix, and vulnerable area matrix were analyzed. The curtain wall panel specifications were determined to be 2650×4300 mm.

[0028] S02: Use thermal insulation profiles to assemble the unit panel frame. Calculate and optimize the support structure system using the curtain wall structural mechanics equations. Install diagonal supports on both sides of the center column at the upper grid diagonal. Analyze the stress state and deformation coordination of each node to ensure the overall structure meets safety and economic requirements. Finally, secure the connection with steel angle brackets and bolts on the inside of the side columns to form a stable and reliable support reinforcement structure.

[0029] S03. The crossbeam and window frame are designed to be integrated to reduce joint gaps and glue joints. After assembling the inward-hung window, install the panel into the frame so that the notch in the sub-frame corresponds to the lock position.

[0030] S04. Assemble the unit panel sunshade components. First, fix the vertical decorative round tubes and the horizontal sunshade aluminum alloy components to form a frame. Then install the cables. A spring device is set at the bottom of the cables to control the tension force according to the cable mechanical transmission equation. Finally, assemble and fix it with the inner glass unit.

[0031] S05. When assembling the sliding sunshade grille, fix the 80mm diameter aluminum profile sunshade decorative round tube to the aluminum alloy upper slide and aluminum alloy lower slide through the insert, and install the aluminum alloy upper rail and aluminum alloy lower rail on the horizontal decorative component of the unit plate with the fire rescue window;

[0032] S06. Measure and lay out to determine the curtain wall installation location and inspect the construction quality of the main structure. Weld the base adapter to the embedded parts of the main structure. Secure the unitized base with a T-shaped seam in the middle of the L-shaped steel piece to the base adapter with stainless steel bolts.

[0033] S07. Transport the unit panels to the floor edge of the installation location. Use a portal crane to transfer the unit panels from the panel storage rack to the launch flatbed truck. Then, use a winch to lift the panels and transport them to the installation location via the track and rail crane.

[0034] S08. When the unit panels are in place, first plug them in left and right, then lower them to plug in the upper and lower panels. During the plugging process, ensure that the rubber strips are in the normal position to avoid distortion and leakage.

[0035] S09. After the panels are plugged in, measure and check the installation accuracy of the panels, adjust the errors of the panels by adjusting the bolts, install aluminum alloy water trough materials at the top crossbeam position of each panel unit, and install waterproof film on the outside of the drainage cavity.

[0036] Among them, the curtain wall stress matrix refers to the stress distribution data set of each node of the unit curtain wall under wind load and earthquake action calculated by the finite element analysis method. It is used to evaluate the stress state of the overall structure of the curtain wall and ensure that the curtain wall design meets safety requirements.

[0037] Among them, the curtain wall stress concentration point matrix refers to the set of key nodes in the curtain wall structure where the stress values are significantly higher than those in the surrounding areas. These points mainly appear at the connection points of hangers, corner nodes, and the connection points between the central column and the beam. These points are potential failure starting points of the curtain wall structure.

[0038] Among them, the curtain wall vulnerable area matrix refers to the collection of areas in the curtain wall system that are prone to damage due to material properties or structural design reasons, including sealant joints, contact points between glass and frame, drainage system and spring cable mechanism.

[0039] Among them, the stress transfer path refers to the optimal route for the external load to be transferred from the action point through the structural components to the support point in the curtain wall structure. It is determined by the minimum spanning tree algorithm and is used to optimize the layout and connection methods of curtain wall components.

[0040] Among them, the cable mechanical transfer equation is used to calculate the tension equilibrium state in the cable-spring device. The input includes the cable linear density, the initial length of the cable, the spring stiffness coefficient, the spring compression amount and the ambient temperature coefficient. The output is the final tension of the cable system and the system stability state.

[0041] Cable linear density refers to the mass of the cable per unit length. This is obtained from the material specification and is used to calculate the effect of the cable's deadweight on the system's equilibrium. The initial cable length refers to the original length of the cable before installation. This is determined from the design drawings and is used to calculate the deformation of the cable after installation. The spring stiffness coefficient refers to the force required for unit deformation of the spring. This is obtained from the parameter table provided by the spring manufacturer and is used to determine the reaction force generated by the spring in a compressed state. The spring compression refers to the compressed length of the spring when the cable is tensioned. This is obtained through on-site measurements and is used to calculate the tension provided by the spring. The ambient temperature coefficient is a quantitative indicator of the effect of temperature changes on the thermal expansion of the cable material. This is obtained from material thermodynamic test data and is used to correct for changes in cable tension under different ambient temperatures. The final tension is the tension value when the cable system reaches equilibrium. This is calculated using the cable's mechanical transfer equation and is used to guide the force control of cable tensioning operations during construction. The system's stable state describes the state in which the cable and spring assembly remain in equilibrium under external load. This is determined through mechanical analysis and is used to determine whether the curtain wall cable system meets long-term service requirements. The curtain wall structural mechanics equations include static equilibrium equations, deformation coordination equations, constitutive relationship equations and boundary condition equations, which are used to optimize the design of the supporting structure system.

[0042] The static equilibrium equation ensures that each curtain wall component maintains equilibrium under external loads. Inputs include wind load, panel deadweight, seismic dynamic parameters, thermal deformation forces, and connection point reactions. Output is the internal force distribution at each node. The deformation coordination equation ensures the continuity and compatibility of the curtain wall system's deformation. Inputs include material elastic modulus, cross-sectional geometry, component length, temperature variation, and node constraints. Output is the displacement field of each component within the system. The constitutive equation describes the mechanical response of a material under stress. Inputs include yield strength, Poisson's ratio, thermal expansion coefficient, tensile strength, and shear modulus. Output is the material's stress-strain relationship. Boundary condition equations determine the connection characteristics between the curtain wall system and the building's primary structure. Inputs include hanger connection stiffness, displacement constraint parameters, friction coefficient, preload, and contact area. Output is the force-displacement relationship at the system's boundaries. Wind load refers to the wind pressure acting on the curtain wall surface. It is obtained through meteorological data and architectural wind engineering analysis and is used to calculate the stress state of the curtain wall under wind. Panel deadweight refers to the gravity of a curtain wall unit panel. It is calculated through material density and volume and is used to determine the impact of gravity loads on the curtain wall. Seismic dynamic parameters refer to the acceleration response characteristics of the curtain wall under earthquakes. They are obtained through seismic design specifications and dynamic analysis and are used to assess the safety performance of curtain walls under seismic conditions. Temperature deformation force refers to the internal force generated by the expansion or contraction of curtain wall materials due to temperature changes. It is obtained through thermodynamic calculations and is used to analyze the impact of temperature changes on the curtain wall structure. Connection point reaction force refers to the force acting at the connection between the curtain wall and the main structure. It is obtained through mechanical equilibrium calculations and is used to design the load-bearing capacity of the connection components. Internal force distribution refers to the distribution of axial force, shear force, and bending moment within the curtain wall structure. It is calculated using static equilibrium equations and is used to verify the strength requirements of curtain wall components. Material elastic modulus refers to an indicator of the material's ability to resist elastic deformation. It is obtained through material testing and is used to calculate the deformation of components under load. Sectional geometric parameters refer to the geometric properties of the component cross section, such as area and moment of inertia. They are determined from design drawings and are used to calculate the stiffness and strength of the component. Component length refers to the geometric length of each component of the curtain wall structure, which is determined through design drawings and is used to calculate the deformation of the component under load. Temperature change refers to the change in ambient temperature relative to the installation temperature, which is obtained through meteorological data and is used to analyze the impact of temperature change on curtain wall deformation. Node constraints refer to the displacement and rotation limits of each node in the curtain wall structure, which are determined through connection design and are used to establish the geometric boundary conditions of the system. The displacement field refers to the displacement distribution of each point in the curtain wall system under load, which is calculated through the deformation coordination equation and is used to evaluate the deformation performance of the curtain wall. The yield strength of the material refers to the stress threshold at which the material begins to produce plastic deformation. It is obtained through material testing and is used to determine the safe bearing limit of the component. Poisson's ratio refers to the ratio of lateral to axial strain when the material is subjected to unidirectional force. It is obtained through material performance testing and is used to calculate deformation under multi-directional stress states.The thermal expansion coefficient refers to the rate of change in length of a material caused by a unit temperature change. It is obtained through thermal performance testing and is used to calculate deformation and stress caused by temperature changes. Tensile strength refers to the maximum stress a material can withstand before tensile failure. It is determined through material testing and is used to evaluate the tensile properties of a component. The shear modulus is an indicator of a material's ability to resist shear deformation. It is obtained through material performance testing and is used to calculate deformation and stress under shear loads. The stress-strain relationship is the functional relationship between stress and strain in a material under external forces. It is determined through constitutive equations and is used to describe the mechanical behavior of the material. The hanger connection stiffness refers to the ability of the curtain wall hanger connection system to resist deformation. It is obtained through connector performance testing and is used to simulate the mechanical properties of the connection between the curtain wall and the main structure. The displacement constraint parameter is a quantitative description of the displacement limit at the boundary of the curtain wall system. It is determined through connection design and is used to establish the boundary conditions of the curtain wall system. The friction coefficient refers to the friction characteristic parameter between contacting surfaces. It is obtained through material friction testing and is used to calculate the shear resistance of the contact surface. The preload is the initial tightening force applied during connector installation. It is determined by the construction process and is used to ensure the stability and reliability of the connection. Contact area refers to the actual contact area between connected components. It is determined from design drawings and is used to calculate the stress distribution on the contact surface. The force-displacement relationship refers to the functional relationship between force and displacement at the system boundary. It is determined by boundary condition equations and is used to describe the mechanical interaction between the curtain wall and the main structure.

[0043] The specific implementation of the above steps is described in detail below. The specific implementation of step S01 is to first collect wind load data, seismic dynamic parameters, and curtain wall material characteristic parameters based on the building's exterior design and functional requirements, and establish a digital model of the curtain wall structure. Finite element analysis software is then used to perform a force analysis on the digital model, calculating the stress distribution of the curtain wall under various external loads and forming a curtain wall stress matrix. Based on the curtain wall stress matrix, points where stress values exceed 70% of the material design stress threshold are extracted to form a curtain wall stress concentration point matrix. Through material durability analysis and structural vulnerability assessment, vulnerable areas such as sealant joints and frame connection nodes are identified to form a vulnerable area matrix. The stress concentration point matrix and the vulnerable area matrix are superimposed and analyzed to identify overlapping areas. Within these overlapping areas, a minimum spanning tree algorithm is then used to optimize the force transfer path. The minimum spanning tree algorithm treats the curtain wall structure as a weighted graph in graph theory, where the weights between nodes represent the force transfer efficiency. The spanning tree with the smallest total weight is selected as the optimal stress transfer path. Based on the optimized structural design, the unit panel dimensions were determined to be 2650 x 4300 mm, thereby reducing the number of connection points, lowering the risk of water leakage, and improving overall installation efficiency. This step aims to optimize the curtain wall structural design through digital analysis methods, improving structural safety and construction efficiency.

[0044] The specific implementation method of step S02 is to first design the assembly of the unit panel frame according to the calculation results of the curtain wall structural mechanics equations based on the curtain wall structure topology diagram established in the early stage and the stress transfer path calculated by the minimum spanning tree algorithm. Prepare the thermal insulation aluminum alloy profiles, including column profiles, beam profiles and matching connectors, and check the surface quality of the profiles to ensure that there are no obvious defects. Use precision cutting equipment to cut the profiles according to the design dimensions, and the cutting accuracy is controlled within ±0.5 mm. Process connection holes, drainage holes and other functional openings on the profiles according to design requirements, and control the hole position accuracy within ±0.2 mm. Assemble the beams and columns into a frame structure using angle brackets. Use stainless steel self-tapping screws to fix the joints, and control the screw torque to 4.5 to 5.5 Nm. Install steel angle brackets on both sides of the center column, and connect the angle brackets to the inner side of the side columns with M6 stainless steel bolts to form fixed points. Install diagonal support angles on the unit panels at the diagonal lines of the grid. Connect the ends of the angles to the center and side columns with steel angle brackets to form a triangular support structure. Tighten the connecting bolts with a torque of 8 to 10 Nm to ensure a secure connection.

[0045] The assembly design steps for the unit panel frames, based on the calculation results of the curtain wall structural mechanics equations, are described as follows: High-quality thermally insulated aluminum alloy profiles were prefabricated in the factory, cut to a size of 2650 x 4300 mm, and then precision-machined using CNC technology to ensure precise dimensions at each connection point. Subsequently, based on the force distribution determined by static equilibrium equations, engineers assembled the profiles according to the design drawings, using jigs to ensure squareness within a ±1mm tolerance. Based on the results of the deformation coordination equations, diagonal supports were designed on both sides of the central column. The supports were precisely positioned at the diagonal of the upper grid, with a support angle of 38° ± 2° to maximize stress distribution and minimize concentrated stress points. The supports were constructed from high-strength aluminum alloy profiles with a cross-section of 60 x 40 mm and a wall thickness of 3 mm, anodized for improved weather resistance. Based on the material response characteristics calculated by the constitutive relationship equation, workers used special 304 stainless steel angle brackets (thickness 4mm) as connecting components, and fixed the diagonal supports to the inner sides of the side columns with M10 high-strength bolts (torque controlled at 25N·m) to ensure that the connection points can withstand the calculated maximum stress value. During the fixing process, a torque wrench is used to strictly control the tightening force, and anti-loosening gaskets and anti-loosening glue are set at key connection points. After completing the frame assembly, technicians use a laser measuring instrument to detect the geometric dimensions and flatness of the frame in accordance with the requirements of the boundary condition equation to ensure that the design deformation limit is met. At the same time, the overall support and reinforcement structure system is sampled and tested to confirm that it can meet the structural safety requirements under various working conditions such as design wind loads and earthquake effects, and finally form a support and reinforcement structure system with a balance of stiffness and toughness.

[0046] The specific implementation of step S02 involves first preparing the thermal insulation aluminum alloy profiles for the bridge according to the design drawings, including the column profiles, crossbeam profiles, and supporting connectors. The profiles' surface quality is then inspected to ensure there are no obvious defects. The profiles are cut to the designed dimensions using precision cutting equipment, with a cutting accuracy of ±0.5 mm. Connection holes, drainage holes, and other functional openings are machined into the profiles according to the design requirements, with hole positioning accuracy controlled within ±0.2 mm. The crossbeams and columns are assembled into a frame structure using angle brackets. The joints are secured with stainless steel self-tapping screws, with a torque of 4.5 to 5.5 Nm. Steel angle brackets are installed on both sides of the center column and connected to the inner sides of the side columns with M6 stainless steel bolts to form fixing points. Diagonal support angles are installed at the diagonal lines of the cell panels. The ends of the angles are connected to the center column and side columns via steel angle brackets to form a triangular support structure. The tightening torque of the connecting bolts is controlled at 8 to 10 Nm to ensure a secure connection. This step aims to enhance the integrity and deformation resistance of the unit panels by rationally arranging diagonal supports and utilizing the stability principle of triangular structures, thereby improving the safety performance of the curtain wall system under wind loads and earthquakes.

[0047] The specific implementation method of step S03 is to adopt an integrated design of the crossbeam and the opening window frame to reduce the number of gaps and glue joints at the joints of the profiles. The crossbeam profile adopts a broken bridge insulation hollow design, and the thermal conductivity coefficient is not more than 3.5 watts per square meter per Kelvin. When assembling the inner casement window frame, first accurately position the vertical components of the window frame and the integrated crossbeam, and fix them with stainless steel angle brackets. The angle brackets are fixed with M5 bolts with a tightening torque of 3 to 4 Newton meters. After the window frame is assembled, install the multi-point lock block and hinge. The multi-point lock block is accurately positioned at the position marked on the window frame frame, and the installation error does not exceed ±0.5 mm. Install a sealing strip on the contact surface between the window frame and the window sash. The strip is made of EPDM rubber with a hardness of 60 to 65 Shore A to ensure that the airtightness of the opening window meets the national standard. Place the tested tempered laminated double insulating glass panel on the frame, and place positioning pads around the panel and between the frame. The spacing between the pads is not more than 300 mm. After the glass panels are in place, the beading and sealing strips are installed to complete the sealing system. This step aims to reduce the number of connecting parts and sealant gaps through an integrated design, improve the airtightness and watertightness of the inward-hung casement window, reduce thermal bridging, and enhance the overall energy efficiency of the curtain wall.

[0048] The specific implementation method of step S04 is to first prepare the materials required for the curtain wall sunshade components, including aluminum alloy decorative round tubes, horizontal sunshade components, 316 stainless steel cables, spring devices and connectors to ensure that the materials meet the design specifications and quality requirements. On the workbench, install the vertical decorative round tubes on the positioning fixture according to the position of the design drawing. The aluminum alloy decorative round tubes with a diameter of 80 mm are fixedly connected to the unit frame by bolts. Install the horizontal sunshade aluminum alloy components on the vertical decorative round tubes to form a decorative sunshade frame structure. The tightening torque of all connecting bolts is controlled at 8 to 10 Nm. When installing the 316 stainless steel cable, fix the upper end of the cable to the horizontal sunshade component on the upper part of the unit panel, and install an adjustment mechanism with a spring at the lower end of the cable. The cable adjustment mechanism includes a stainless steel spring and an adjustment bolt, and the spring stiffness coefficient is 35 to 45 N per mm. The cable tension is calculated based on the cable mechanical transfer equation. This calculation takes into account a cable linear density of 0.15 to 0.20 kg per meter, an initial cable length of 3800 to 4000 mm, and an ambient temperature coefficient of 0.000016 to 0.000018 degrees Celsius. The spring compression is determined to be 15 to 20 mm, keeping the final tension within 180 to 220 Newtons. Once all cables are installed, the entire sunshade system is assembled and secured to the inner glass unit using stainless steel bolts. Three-dimensional directional errors are adjusted to ensure vertical deviations do not exceed 3 mm per floor height. This step aims to achieve automatic tension adjustment for the cable system by integrating sunshade and decorative functions with a spring adjustment mechanism, thereby improving the system's stability and durability.

[0049] The specific implementation of step S05 involves designing a sliding sunshade grille system based on fire rescue requirements, ensuring both effective sunshade performance and fire rescue functionality. Prepare the sliding sunshade grille components, including an aluminum alloy upper slide, an aluminum alloy lower slide, an aluminum alloy upper rail, an aluminum alloy lower rail, and an 80 mm diameter aluminum profile sunshade decorative circular tube. On a workbench, secure the aluminum profile sunshade decorative circular tube to the aluminum alloy upper and lower slides using internal inserts. The inserts are secured with M6 stainless steel bolts, with a tightening torque of 5-6 Nm. Attach the aluminum alloy upper and lower rails to the horizontal decorative members of the unit panels with fire rescue windows, ensuring that the horizontal deviation of the rails does not exceed 2 mm per meter. Install stainless steel stoppers, which utilize a latch design that extends through the aluminum alloy lower rail and the horizontal decorative member to provide a fixed position. The latch has a diameter of 10 mm and an insertion depth of at least 15 mm. To prevent accidental movement of the sliding grille during transportation, temporarily secure the latches with high-strength tape. After the sliding grille system is installed, a sliding test is performed to ensure that the sliding resistance is no greater than 40 Newtons. In an emergency, the grille can slide smoothly after the limit pin is pulled out, opening the fire rescue passage. This step aims to ensure the uniformity of the building's appearance while meeting fire safety requirements through the innovative sliding mechanism design, resolving the conflict between traditional fixed sunshade grilles and fire rescue needs.

[0050] The specific implementation method of step S06 is to use a total station or a laser rangefinder to perform precise measurements on the main structure of the building, lay out the lines to determine the reference line and elevation line for the curtain wall installation, and control the measurement accuracy within ±2 mm. Check the verticality and flatness of the main structure to ensure that it meets the curtain wall installation requirements. The verticality deviation of the floor does not exceed 5 mm, and the flatness deviation does not exceed 10 mm per 3 meters. Determine the installation position of the base adapter based on the measurement results, clean and inspect the embedded parts, and ensure that the embedded parts are firm and reliable. Put the base adapter in place, temporarily fix it by spot welding, and adjust the position to ensure that the horizontality and verticality meet the design requirements. Use a total station to detect the three-dimensional coordinate error of the base adapter to ensure that the position deviation of the adapter does not exceed ±5 mm. After confirming that the position is correct, use full welding to permanently connect the adapter to the embedded parts. The weld thickness is not less than 6 mm. A symmetrical welding method is used during the welding process to avoid thermal deformation. The unitized base, with a T-shaped seam in the middle of the L-shaped steel piece, is secured to the base adapter with M12 stainless steel bolts, tightening the bolts to a torque of 40 to 45 Nm. After the unitized base is installed, its horizontality and verticality are rechecked to ensure that it meets design requirements. This step ensures an accurate curtain wall installation benchmark through precise measurement and layout. Furthermore, through a rational connection design, a reliable connection between the curtain wall and the main structure is achieved, laying the foundation for subsequent unitized panel installation.

[0051] The specific implementation of step S07 involves transporting the unit panels from the storage area to the installation location floor according to the installation sequence. Protective measures are taken during transportation to prevent panel damage. When transporting the panels using a flatbed truck, a flexible protective pad is placed between the panels and the truck to prevent scratches on the panels. On the installation floor, a portal crane is used to transfer the unit panels from the truck to the launch truck. The lifting points are set at pre-set lifting holes on the panel frame, and the angle between the lifting rope and the horizontal plane is no less than 60 degrees to avoid lateral tension on the panels. The launch truck transports the panels to the lifting location, where they are lifted vertically by a rail-mounted crane. The rail-mounted crane utilizes a dual-wire design, each with a load capacity of no less than 1,000 kg, and a controlled lifting speed of 8 to 10 meters per minute. During the panel lifting process, two safety ropes are bolted to the bottom of the panel and tightened by on-site construction personnel to prevent the panel from rotating. The panel is lifted approximately 500 mm above the installation location, decelerated to 2 to 3 meters per minute, and precisely positioned by construction personnel. The panel rotation operation is completed by the rail crane operator in coordination with on-site construction personnel. The rotation process is slow and smooth to avoid impact loads. This step is designed to ensure the safe lifting and placement of the super-large curtain wall unit panels through scientific and reasonable lifting technology, reduce safety risks during the lifting process, and improve construction efficiency.

[0052] The specific implementation of step S08 is that after the unit panels arrive at the installation location, the construction personnel first insert the unit panels horizontally, aligning the connecting notches between the panels with the installed panels, with an insertion depth of no less than 25 mm. After the horizontal insertion is completed, the track crane slowly descends at a speed of 1 to 2 meters per minute to achieve vertical insertion between the upper and lower panels, with an insertion depth of no less than 30 mm. During the insertion process, the construction personnel closely observe the position of the sealing strips to ensure that the strips are in the designed position and are not twisted, deformed, or dislodged. Manual adjustments are made to the sealing strips in important areas to ensure they are in place and prevent leakage caused by strip deformation. During the vertical insertion of the upper and lower panels, the horizontality and verticality of the panels are ensured to meet the design requirements, with a horizontal deviation of no more than 3 mm per 3 meters and a vertical deviation of no more than 3 mm per floor height. After the panels are in place, the sealing of the connecting strips is checked to ensure there are no obvious gaps or deformation. After confirming that the panels are correctly positioned and the sealing strips are in good condition, the lifting equipment is removed, completing the installation of the unit panels. This step aims to ensure the normal operation of the sealing strips at the joints by carefully controlling the panel insertion process, reduce the risk of water leakage caused by construction quality problems, and improve the overall sealing performance of the curtain wall system.

[0053] The specific implementation method of step S09 is to use a total station or a laser rangefinder to measure and check the installation accuracy of the panels after the unit panels are plugged in. The measurement points include the four corners and the middle position of the panels to ensure that the measurement points cover the key positions of the panels. The measurement content includes the horizontality, verticality, flatness and the width of the gap between adjacent panels. The collected data is input into the construction quality management system for analysis. For panels that exceed the allowable deviation, fine-tuning is performed by adjusting the adjustment bolts on the unit base. The adjustment range includes ±20 mm for the in and out position, ±10 mm for the left and right position, and ±15 mm for the high and low position. After the adjustment is completed, measure again to ensure that the installation accuracy after adjustment meets the design requirements and specifications. Aluminum alloy water trough material is installed at the top crossbeam position of each layer of panel unit. The water trough adopts a T-shaped structure design, with a thickness of not less than 2 mm and a length the same as the width of the panel. The overlap length between adjacent water troughs is not less than 200 mm, and the overlap is sealed with a weather-resistant sealant with a thickness of 8 to 10 mm. A waterproof film, made of EPDM rubber, is installed on the outside of the drainage cavity. It should be 1.2-1.5 mm thick and 150-200 mm wide. A high-performance weather-resistant sealant, at least 5 mm thick, is used to seal the film around the edges, ensuring a reliable waterproof barrier between the film and the drainage cavity. This step aims to ensure the installation accuracy and waterproof performance of the curtain wall system through precise adjustment and effective waterproofing measures, reducing the risk of subsequent leaks and improving project quality.

[0054] The mathematical model or calculation process involved in the present invention is described in detail below.

[0055] In step S01, it involves the overlap analysis of the curtain wall structure topology diagram, the minimum spanning tree algorithm, the curtain wall stress matrix, the curtain wall stress concentration point matrix and the vulnerable area matrix.

[0056] The curtain wall stress matrix can be expressed as:

[0057] σ={σ ij} m×n ;

[0058] Where, σ is the curtain wall stress matrix; σ ij is the stress value of the curtain wall structure at position (i, j), in MPa; m and n represent the number of discrete units of the curtain wall in the horizontal and vertical directions, respectively. The specific values are determined according to the finite element analysis mesh division, and usually m and n range from 50 to 200.

[0059] The curtain wall stress matrix is obtained through finite element analysis. The calculation process includes:

[0060] K·u=F;

[0061] Where K is the stiffness matrix, which is constructed by the material elastic modulus and structural geometric parameters; u is the displacement vector; and F is the external force load vector, including wind load, seismic action, and temperature deformation.

[0062] The curtain wall stress concentration point matrix can be expressed as:

[0063] C={c ij} m×n ;

[0064] Where C is the stress concentration point matrix; c ij is a binary variable, when σ ij >0.7σ limit When c ij =1, otherwise c ij =0;σ limit is the material design stress threshold. For commonly used aluminum alloy profiles, σ limit It is 120~160MPa.

[0065] The curtain wall vulnerable area matrix can be expressed as:

[0066] V={v ij} m×n ;

[0067] Where V is the vulnerable area matrix; v ij is a binary variable. When the position (i, j) is in a vulnerable area such as a sealant seam or a frame connection node, v ij =1, otherwise v ij =0.

[0068] The overlap matrix can be calculated using the following formula:

[0069] O=C⊙V;

[0070] Where O is the matrix of the overlapping region; ⊙ represents the Hadamard product operation of the corresponding matrix elements; in the overlapping region, if o ij =1, it means that the area is both a stress concentration point and a vulnerable area.

[0071] The minimum spanning tree algorithm is used to optimize the stress transfer path, and its mathematical expression is:

[0072] MST=argmin T ∑ (u，v)∈T w(u, v);

[0073] Where MST is the minimum spanning tree; T is the set of all possible spanning trees of the curtain wall structure; (u, v) is an edge, representing the component connecting node u and node v in the structure; w(u, v) is the weight of the edge (u, v), representing the force transmission efficiency, and its value is calculated by the following formula:

[0074]

[0075] Where, L uv is the length of the component, in mm; σ uv is the average stress of the component, in MPa; A uv is the cross-sectional area of the component, in mm 2 The smaller the weight w(u, v) value is, the higher the force transmission efficiency is.

[0076] In step S04, the cable mechanical transfer equation is involved. The cable mechanical transfer equation is used to calculate the tension of the cable system, and its expression is:

[0077]

[0078] Where F is the final tension of the cable, in N, usually controlled between 180 and 220 N; F0 is the initial cable tension, in N, generally between 100 and 150 N; k is the spring stiffness coefficient, in N / mm, ranging from 35 to 45 N / mm; ΔL is the spring compression, in mm, ranging from 15 to 20 mm; α is the linear thermal expansion coefficient of the cable material, in 1 / °C. For 316 stainless steel cables, α is 0.000016 to 0.000018 / °C; E is the elastic modulus of the cable material, in MPa. For 316 stainless steel, E is 193,000 to 200,000 MPa; A is the cross-sectional area of the cable, in mm 2, calculated based on the cable diameter; ΔT is the temperature change, in °C, determined according to the design conditions, usually considering a temperature range of -20°C to +50°C; ρ is the linear density of the cable, in kg / m, ranging from 0.15 to 0.20 kg / m; g is the acceleration due to gravity, taken as 9.81 m / s 2 ; L is the initial length of the cable, in mm, ranging from 3800 to 4000 mm; ε is the error term, which takes into account factors such as material heterogeneity and measurement error, and the range is ±5N.

[0079] Item 4 This term represents the drooping effect of the cable under its own weight. It is derived from catenary theory. When the cable is in tension, its own weight causes it to form a near-parabolic shape, thus affecting the actual tension. This term accounts for the reduction in tension caused by the cable's own weight.

[0080] The conditions for determining the system's stable state are:

[0081] |F new -F old |<δ;

[0082] Where, F new is the cable tension force after iterative calculation; F old is the cable tension in the previous iteration; it is not a convergence threshold and is taken as 1 N. When this condition is met, the cable system is considered to have reached a stable state.

[0083] Various mechanical analyses are involved in the static equilibrium equations, deformation coordination equations, constitutive relationship equations and boundary condition equations.

[0084] The static equilibrium equation can be expressed as:

[0085]

[0086] Where, F i is the i-th external load vector, including wind load, snow load, etc.; W is the plate self-weight vector; S is the seismic force vector; T is the temperature deformation force vector; R is the connection point reaction vector; and n is the number of external loads.

[0087] The wind load calculation formula is:

[0088] F w =μ s μ z μ a ·w0·A;

[0089] Where, F w is the wind load, in N; μ s is the wind load shape coefficient, ranging from 0.8 to 1.5; μz is the wind pressure height variation coefficient, which is related to the building height and ranges from 1.0 to 2.5; μ a is the wind pressure angle coefficient, with a value range of 1.0 to 1.8; w0 is the basic wind pressure, in kPa, determined according to local meteorological conditions, generally 0.3 to 0.7 kPa; A is the windward area of the curtain wall, in m 2 .

[0090] The formula for calculating the plate's deadweight is:

[0091]

[0092] Where W is the weight of the plate, in N; ρ j is the density of the jth material, in kg / m 3 ; V j is the volume of the jth material, in m 3 ; g is the acceleration due to gravity, which is 9.81m / s 2 ; m is the number of types of materials that make up the plate.

[0093] The formula for calculating earthquake force is:

[0094] S=γ·α max W;

[0095] Where S is the earthquake force, in N; γ is the structural importance coefficient, ranging from 0.85 to 1.3; α max is the maximum value of the earthquake influence coefficient, ranging from 0.05 to 0.3, which is related to the local earthquake intensity; W is the plate weight, in N.

[0096] The calculation formula of temperature deformation force is:

[0097] T=α T ·E·A·ΔT·β c ;

[0098] Where, T is the temperature deformation force, unit is N; α T is the linear thermal expansion coefficient of the material, in 1 / °C; E is the elastic modulus of the material, in MPa; A is the cross-sectional area of the component, in mm 2 ; ΔT is the temperature change, in °C; β c is the constraint coefficient, which ranges from 0.3 to 0.8 and reflects the degree of constraint at the connection.

[0099] The deformation compatibility equation is expressed as:

[0100] ε=B·u;

[0101] Where ε is the strain vector; B is the geometric matrix, which is determined by the geometric characteristics of the structure; and u is the displacement vector.

[0102] The displacement field calculation formula is:

[0103] u=K -1 ·F;

[0104] Where u is the displacement field vector; K -1 is the inverse matrix of the stiffness matrix; F is the external force vector.

[0105] The calculation formula of stiffness matrix K is:

[0106]

[0107] Where n e is the number of finite elements; B e is the unit geometry matrix; D e is the unit elastic matrix; V e is the unit volume.

[0108] The constitutive relationship equation is expressed as:

[0109] σ=D·(ε-ε T -ε0);

[0110] Where σ is the stress vector; D is the elastic matrix, which is determined by the elastic modulus and Poisson's ratio of the material; ε is the total strain vector; ε T is the temperature strain vector; ε0 is the initial strain vector.

[0111] For isotropic materials, the elastic matrix D is expressed as:

[0112]

[0113] Where E is the elastic modulus of the material, in MPa; v is the Poisson's ratio. For aluminum alloy materials, the value range of v is 0.30 to 0.33.

[0114] Temperature strain vector ε T The calculation formula is:

[0115] ε T =α T ·ΔT·[1,1,1,0,0,0] T ;

[0116] Where, α T is the linear thermal expansion coefficient of the material, in 1 / °C; ΔT is the temperature change, in °C.

[0117] The boundary condition equation is expressed as:

[0118] ub =u0+R K ·F b ;

[0119] Where u b is the boundary displacement vector; u0 is the initial displacement vector, usually the zero vector; R K is the boundary flexibility matrix, and its inverse matrix is the boundary stiffness matrix; F b is the boundary force vector.

[0120] Pendant connection stiffness matrix K c Expressed as:

[0121]

[0122] Where k x 、k y 、k z are the stiffness coefficients of the pendant in the x, y, and z directions, respectively, in N / mm; for commonly used curtain wall pendants, k x 、k y 、k z The value ranges are 1000~3000N / mm, 1000~3000N / mm and 5000~8000N / mm respectively.

[0123] The formula for calculating the contact surface friction force is:

[0124] F f =μ·N;

[0125] Where, F f is the friction force, in N; μ is the friction coefficient. For the contact surface between aluminum alloy and steel, μ ranges from 0.30 to 0.45; N is the normal contact force, in N, which is equal to the preload force or the force at the connection.

[0126] The formula for calculating the preload force is:

[0127]

[0128] Where N p is the preload force in N; T is the tightening torque in N·m; K is the torque coefficient. For stainless steel bolts, the value range of K is 0.15 to 0.20; d is the nominal diameter of the bolt in m.

[0129] The contact stress calculation formula is:

[0130]

[0131] Where, σ c is the contact stress, in MPa; N is the normal contact force, in N; A cis the effective contact area, in mm 2 .

[0132] Furthermore, each tensor component in the strain vector is:

[0133] Where, ε ij is the strain tensor component; u i and u j are the components of the displacement vector; u i，j and u j，i They represent the partial derivatives of the displacement components with respect to the coordinates. This equation ensures the continuity and compatibility of the deformation of the curtain wall system.

[0134] Furthermore, the specific implementation of the minimum spanning tree algorithm can adopt Prim's algorithm.

[0135] Furthermore, the cable mechanical transfer equation can also include the temperature elongation calculation formula to take into account the length change caused by temperature change:

[0136] ΔL T =α·L·ΔT;

[0137] Where ΔL T is the length change caused by temperature change, in mm; α is the linear thermal expansion coefficient of the cable material, in 1 / °C; L is the initial length of the cable, in mm; ΔT is the temperature change, in °C.

[0138] Furthermore, in the static equilibrium equation, the specific internal force distribution calculation formula can also be considered:

[0139]

[0140] Where, N is the axial force, unit is N; V y and V z is the shear force, in N; M x is the torque, the unit is N·mm; M y and M z is the bending moment, in N·mm; E is the elastic modulus, in MPa; G is the shear modulus, in MPa; A is the cross-sectional area, in mm 2 ; A y and A z is the effective shear area, in mm 2 ; J is the torsional inertia moment, unit is mm 4 ;I y and I z is the moment of inertia of the section, in mm 4 ; ε x is the axial strain; γ xy and γxz is the shear strain; θ x ′、θ y ′ and θ z ′ is the torsion and bending curvature.

[0141] Furthermore, for the stress-strain relationship in the constitutive equation, the complete expression considering the temperature effect can also be obtained:

[0142] σ=D·(ε-α T ·ΔT·I);

[0143] Where σ is the stress vector; d is the elastic matrix; ε is the total strain vector; α T is the linear thermal expansion coefficient, in 1 / °C; ΔT is the temperature change, in °C; I is the identity matrix. For three-dimensional problems, I = [1, 1, 1, 0, 0, 0] T .

[0144] The above equations constitute the core calculation system for the design and construction of multifunctional green integrated unitized curtain walls. The introduction of curtain wall stress matrix, stress concentration point matrix and vulnerable area matrix makes the curtain wall structure design more accurate and scientific. The minimum spanning tree algorithm optimizes the force transmission path, reduces the number of connecting components, and improves structural efficiency. The cable mechanical transmission equation takes into account the cable's own weight, temperature changes and spring characteristics, and realizes the precise control of the tension of the cable system. The static equilibrium equation, deformation coordination equation, constitutive relationship equation and boundary condition equation constitute a complete curtain wall structural mechanics analysis system, providing a theoretical basis for curtain wall design. The power relationship and reciprocal relationship in these equations reflect the laws of physics. For example, the quadratic power term in the cable's own weight influence term reflects the nonlinear characteristics in the catenary theory, and the fractional form in the elastic matrix reflects the constitutive characteristics of the material.

[0145] Specifically, the core technical principle of this invention lies in comprehensively improving the overall performance of unitized curtain walls through a systematic design approach and an integrated structural system. First, the invention uses a minimum spanning tree algorithm to calculate stress transfer paths. This algorithm can find the spanning tree with the smallest total weight in a complex network. When applied to curtain wall structural design, it can establish an optimal structural force transfer network, making the entire curtain wall system an organic whole rather than a simple combination of components.

[0146] Secondly, this invention innovatively incorporates three matrix analysis methods: a curtain wall stress matrix to assess the overall stress state; a stress concentration matrix to identify critical nodes; and a vulnerable area matrix to pinpoint weak links. Through cross-analysis of these three matrices, key factors influencing the curtain wall's overall performance are precisely identified, providing a scientific basis for system optimization. This matrix-based approach enables systematic design from the local to the global level, ensuring synergistic performance improvements across all components.

[0147] In terms of structural design, this invention utilizes thermally insulated profiles to improve thermal insulation performance, a diagonal support reinforcement system enhances overall rigidity, and the integrated design of the crossbeam and window frame reduces joints and improves air and water tightness. These measures work together to form an integrated system with excellent structural performance. Furthermore, the cable-type force transmission system, through a spring mechanism, enables active adaptation to environmental changes. The cable-type force transmission equation ensures the system's stability and reliability under various conditions.

[0148] Furthermore, this invention constructs a complete theoretical system of curtain wall mechanics using equations for static equilibrium, deformation coordination, constitutive relations, and boundary conditions, transforming curtain wall design from empirical to scientific and systematic. The comprehensive application of these mechanical principles ensures coordination among the various components of the curtain wall, transforming it from a collection of discrete components into a functional system with integrated performance.

[0149] This method, in line with the principles of systems engineering, significantly improves the overall performance of unitized curtain walls by combining overall design with local optimization. These innovative measures work together to form an integrated, structurally safe, functionally integrated, and environmentally friendly system, resolving the core technical issue of the traditional unitized curtain wall's overall performance limitations.

[0150] A specific embodiment 1 of the present invention is provided below. The specific implementation of each step in this embodiment 1 is described in detail as follows.

[0151] The specific implementation of step S01 is to first collect wind load data, earthquake dynamic parameters and curtain wall material characteristic parameters according to the building appearance design and functional requirements, and establish a curtain wall structure digital model. Finite element analysis software is used to perform force analysis on the digital model, calculate the stress distribution of the curtain wall under various external loads, and form a curtain wall stress matrix σ = {σ ij} m×n , where σ is the curtain wall stress matrix; σ ij is the stress value of the curtain wall structure at position (i, j), in MPa; m and n represent the number of discrete units of the curtain wall in the horizontal and vertical directions, respectively. The specific values are determined according to the finite element analysis mesh division. Usually, m and n range from 50 to 200. The stress calculation follows the basic finite element equation K·u=F, where K is the stiffness matrix, which is constructed by the elastic modulus of the material and the structural geometric parameters; u is the displacement vector; and F is the external force load vector, including wind load, earthquake action, and temperature deformation. According to the curtain wall stress matrix, the points where the stress value exceeds 70% of the material design stress threshold are extracted to form the curtain wall stress concentration point matrix C={c ij} m×n , where C is the stress concentration point matrix; c ijis a binary variable, when σ ij >0.7σ limit When c ij =1, otherwise c ij =0;σ limit is the material design stress threshold. For commonly used aluminum alloy profiles, σ limit The vulnerable areas such as sealant seams and frame connection nodes are determined through material durability analysis and structural vulnerability assessment, forming a vulnerable area matrix V = {v ij} m×n , where V is the vulnerable area matrix; v ij is a binary variable. When the position (i, j) is in a vulnerable area such as a sealant seam or a frame connection node, v ij =1, otherwise v ij = 0. The stress concentration point matrix and the vulnerable area matrix are superimposed and analyzed to identify the overlapping area O = C⊙V, where O is the overlapping area matrix; ⊙ represents the Hadamard product operation of multiplying the corresponding elements of the matrix; in the overlapping area, if o ij =1, it means that the area is both a stress concentration point and a vulnerable area. The minimum spanning tree algorithm is used to optimize the force transfer path in the overlapping area. The minimum spanning tree algorithm is defined as MST=argmin T ∑ (u，v)∈T w(u, v), where MST is the minimum spanning tree; T is the set of all possible spanning trees of the curtain wall structure; (u, v) is an edge, which represents the component connecting node u and node v in the structure; w(u, v) is the weight of the edge (u, v), which represents the force transmission efficiency, through Calculation shows that, where L uv is the length of the component, in mm; σ uv is the average stress of the component, in MPa; A uv is the cross-sectional area of the component, in mm 2 Based on the optimized structural design, the unit panel dimensions were determined to be 2650 x 4300 mm, thereby reducing the number of connection points, lowering the risk of water leakage, and improving overall installation efficiency. This step aims to optimize the curtain wall structural design through digital analysis methods, improving structural safety and construction efficiency.

[0152] The specific implementation of steps S02-S03 is the same as above and will not be repeated here.

[0153] The specific implementation method of step S04 is to first prepare the materials required for the curtain wall sunshade components, including aluminum alloy decorative round tubes, horizontal sunshade components, 316 stainless steel cables, spring devices and connectors to ensure that the materials meet the design specifications and quality requirements. On the workbench, install the vertical decorative round tubes on the positioning fixture according to the position of the design drawing. The aluminum alloy decorative round tubes with a diameter of 80 mm are fixed to the unit frame by bolts. Install the horizontal sunshade aluminum alloy components on the vertical decorative round tubes to form a decorative sunshade frame structure, and control the tightening torque of all connecting bolts to 8 to 10 Nm. When installing the 316 stainless steel cable, fix the upper end of the cable to the upper horizontal sunshade component of the unit panel, and install an adjustment mechanism with a spring at the lower end of the cable. The cable adjustment mechanism includes a stainless steel spring and an adjustment bolt, and the spring stiffness coefficient is 35 to 45 N per mm. According to the cable mechanical transfer equation Calculate the cable tension, where F is the final cable tension in N, usually controlled between 180 and 220 N; F0 is the initial cable tension in N, usually between 100 and 150 N; k is the spring stiffness coefficient in N / mm, ranging from 35 to 45 N / mm; ΔL is the spring compression in mm, ranging from 15 to 20 mm; α is the linear thermal expansion coefficient of the cable material, in 1 / °C. For 316 stainless steel cables, α is 0.000016 to 0.000018 / °C; E is the elastic modulus of the cable material in MPa. For 316 stainless steel, E is 193,000 to 200,000 MPa; A is the cross-sectional area of the cable, in mm 2 , calculated based on the cable diameter; ΔT is the temperature change, in °C, determined according to the design conditions, usually considering a temperature range of -20°C to +50°C; ρ is the linear density of the cable, in kg / m, ranging from 0.15 to 0.20 kg / m; g is the acceleration due to gravity, taken as 9.81 m / s 2 ; L is the initial length of the cable, in mm, ranging from 3800 to 4000 mm; ε is the error term, taking into account factors such as material inhomogeneity and measurement error, and the range is ±5N. The judgment condition for the system to be stable is |F new -F old |<δ, where F new is the cable tension force after iterative calculation; F old is the cable tension from the previous iteration; δ is the convergence threshold, set at 1 N. The spring compression is determined to be 15 to 20 mm, keeping the final tension between 180 and 220 N. After all cables are installed, the entire sunshade system is assembled and secured to the inner glass unit using stainless steel bolts. Three-dimensional directional errors are adjusted to ensure that the verticality deviation does not exceed 3 mm per floor height. This step aims to achieve automatic tension adjustment of the cable system by integrating sunshade and decorative functions with a spring adjustment mechanism, thereby improving the system's stability and durability.

[0154] The specific implementation of steps S05-S09 is the same as above and will not be repeated here.

[0155] In this embodiment, for the curtain wall structural mechanics analysis, the static equilibrium equation can be expressed as Where, F i is the i-th external load vector, including wind load, snow load, etc.; W is the plate self-weight vector; S is the earthquake force vector; T is the temperature deformation force vector; R is the connection point reaction vector; n is the number of external loads. The wind load calculation formula is F w =μ s μ z μ a ·w0·A, where F w is the wind load, in N; μ s is the wind load shape coefficient, ranging from 0.8 to 1.5; μ z is the wind pressure height variation coefficient, which is related to the building height and ranges from 1.0 to 2.5; μ a is the wind pressure angle coefficient, with a value range of 1.0 to 1.8; w0 is the basic wind pressure, in kPa, determined according to local meteorological conditions, generally 0.3 to 0.7 kPa; A is the windward area of the curtain wall, in m 2 The formula for calculating the plate's deadweight is: Where W is the weight of the plate, in N; ρ j is the density of the jth material, in kg / m 3 ; V j is the volume of the jth material, in m 3 ; g is the acceleration due to gravity, which is 9.81m / s 2 ; m is the number of materials that make up the plate. The formula for calculating earthquake force is S = γ·α max W, where S is the earthquake force in N; γ is the structural importance factor, ranging from 0.85 to 1.3; α max is the maximum value of the earthquake influence coefficient, ranging from 0.05 to 0.3, which is related to the local earthquake intensity; W is the plate weight, in N. The temperature deformation force calculation formula is T = α T ·E·A·ΔT·β c , where T is the temperature deformation force, unit is N; α T is the linear thermal expansion coefficient of the material, in 1 / °C; E is the elastic modulus of the material, in MPa; A is the cross-sectional area of the component, in mm 2 ; ΔT is the temperature change, in °C; β cis the constraint coefficient, which ranges from 0.3 to 0.8 and reflects the degree of constraint at the connection.

[0156] In this embodiment, the deformation coordination equation is expressed as ε=B·u, where ε is the strain vector; B is the geometric matrix determined by the geometric characteristics of the structure; and u is the displacement vector. Each tensor component in the strain vector is Where, ε ij is the strain tensor component; u i and u j are the components of the displacement vector; u i，j and u j，i They represent the partial derivatives of the displacement components with respect to the coordinates. The displacement field calculation formula is u=K -1 ·F, where u is the displacement field vector; K -1 is the inverse matrix of the stiffness matrix; F is the external force vector. The calculation formula of the stiffness matrix K is Where n e is the number of finite elements; B e is the unit geometry matrix; D e is the unit elastic matrix; V e is the unit volume.

[0157] In this embodiment, the constitutive relationship equation is expressed as σ=D·(ε-ε T -ε0), where σ is the stress vector; D is the elastic matrix, which is determined by the elastic modulus and Poisson's ratio of the material; ε is the total strain vector; ε T is the temperature strain vector; ε0 is the initial strain vector. The complete expression considering the temperature effect is σ=D·(ε-α T ·ΔT·I), where σ is the stress vector; D is the elastic matrix; ε is the total strain vector; α T is the linear thermal expansion coefficient, in 1 / °C; ΔT is the temperature change, in °C; I is the identity matrix. For three-dimensional problems, I = [1, 1, 1, 0, 0, 0] T .

[0158] In this embodiment, the boundary condition equation is expressed as u b =u0+R K ·F b , where u b is the boundary displacement vector; u0 is the initial displacement vector, usually the zero vector; R K is the boundary flexibility matrix, and its inverse matrix is the boundary stiffness matrix; F b is the boundary force vector. The stiffness matrix K of the pendant connection c Expressed as Where k x 、k y 、k zare the stiffness coefficients of the pendant in the x, y, and z directions, respectively, in N / mm; for commonly used curtain wall pendants, k x 、k y 、k z The value ranges are 1000~3000N / mm, 1000~3000N / mm and 5000~8000N / mm respectively.

[0159] In this embodiment, the internal force distribution calculation formula is:

[0160]

[0161] Where, N is the axial force, unit is N; V y and V z is the shear force, in N; M x is the torque, the unit is N·mm; M y and M z is the bending moment, in N·mm; E is the elastic modulus, in MPa; G is the shear modulus, in MPa; A is the cross-sectional area, in mm 2 ; A y and A z is the effective shear area, in mm 2 ; J is the torsional inertia moment, unit is mm 4 ;I y and I z is the moment of inertia of the section, in mm 4 ; ε x is the axial strain; γ xy and γ xz is the shear strain; θ x ′、θ y ′ and θ z ′ is the torsion and bending curvature.

[0162] In this embodiment, the calculation formula of the contact surface friction force is F f =μ·N, where F f is the friction force, in N; μ is the friction coefficient, for the contact surface between aluminum alloy and steel, μ ranges from 0.30 to 0.45; N is the normal contact force, in N, which is equal to the preload or the force at the connection. The preload calculation formula is Where N p is the preload force, in N; T is the tightening torque, in N·m; K is the torque coefficient. For stainless steel bolts, the K value range is 0.15 to 0.20; d is the nominal diameter of the bolt, in m. The contact stress calculation formula is: Where, σ c is the contact stress, in MPa; N is the normal contact force, in N; A cis the effective contact area, in mm 2 .

[0163] This embodiment achieves efficient installation and excellent performance of the curtain wall system by combining digital design with precise construction. The structural design is optimized using stress matrix analysis and the minimum spanning tree algorithm, the tension force is controlled by the cable mechanics transfer equation, and a complete curtain wall structural mechanics analysis system is used to ensure the safety, durability, and energy efficiency of the curtain wall system. The comprehensive application of innovative technologies such as the diagonal support reinforcement structure system, integrated opening window design, automatically adjustable cable system, and sliding sunshade grilles effectively solves the safety, waterproofing, energy saving, and maintenance issues of traditional curtain walls, providing a reliable construction method for the promotion and application of green integrated unitized curtain walls.

[0164] It should be noted that the variables involved in the present invention are explained in detail as shown in Table 1 below.

[0165] Table 1 Variable explanation table

[0166]

[0167]

[0168]

[0169] A specific embodiment 2 of the present invention is provided below. The specific implementation of each step in this embodiment 2 is described in detail as follows.

[0170] The first step is to assemble the unit panel frame:

[0171] like Figure 2 As shown, in the unit panel frame 10, diagonal braces 12 are designed on both sides of the center column 11. These diagonal braces 12 are located at the upper grid diagonal of the unit panel. Steel angle brackets are bolted to both sides of the center column 11 and the inside of the side columns 13. The diagonal brace angles are connected through steel angle brackets to form a support and reinforcement system.

[0172] Center column top and bottom connection: The top and bottom ends of the center column are connected to the aluminum alloy sleeve core through screws, and the upper and lower center column inserts are each fixed to the crossbeam through 4 M6x50mm stainless steel bolts.

[0173] During assembly, apply 1mm thick sealant to the ends of the horizontal frames (where they contact the sides of the vertical frames). Assemble the frames according to the assembly drawing. First, inject an appropriate amount of sealant into the nail holes, then tighten them. Finally, seal the nail caps with glue to ensure that the screws are prevented from loosening and the nail holes are watertight.

[0174] The unit panels are hung with two connecting supports, and there is no need to set a central support. The aluminum hangers are assembled correctly in the left and right sides according to the diagram. When assembling, sealant must be applied to the contact surface with the column, and glue must also be applied when installing the screws to ensure the waterproof performance of the panel.

[0175] When assembling the frame, pay attention to the flatness of the joints of the horizontal and vertical frames (mainly the inner surface), and no step difference is allowed; the tolerance of the plate's external dimensions is ±1mm, and the diagonal dimension tolerance is controlled within ±3mm.

[0176] It should be noted that the surface of the profile where glue is applied must be cleaned with a grease-soluble, decontamination-resistant, and highly volatile cleaning agent (such as acetone, industrial alcohol, etc.) before gluing.

[0177] Step 2: Assemble the inner casement window and panel:

[0178] Inward casement window assembly: The crossbeam and opening window frame are integrated into one design, which reduces the processing and splicing of the horizontal window frame and the injection of sealant. The quality of the integrated crossbeam opening frame and vertical window frame assembly is guaranteed.

[0179] Select the components according to the control panel's detailed window frame assembly number and assemble according to the assembly drawing. Place everything flat within the frame. First, secure the two side frames with screws, then connect them to the horizontal frame. Pay attention to the nail caps and apply glue to the nail heads to ensure a watertight seal around the nail holes. Ensure a clean and aesthetically pleasing finish.

[0180] After the frame assembly is fixed, the glue groove formed by the frame perimeter and the horizontal and vertical frames is sealed with glue to ensure that the inner view is beautiful and clean. After the glue grooves in the vertical frame grooves on both sides of the front are placed with foam rods and sealed with glue, the openings at both ends are plugged with foam rods and then sealed with glue. Compare the center position of the lock block on the frame in the multi-point lock assembly diagram, and place the lock block against the positioning boss. Install the adjustment pins on both sides first; install the middle set screw after the glass opening window assembly is adjusted to the correct position.

[0181] Step 3: Panel assembly:

[0182] In order to prevent the subsequent gluing process from contaminating the profile, masking tape should be applied to the easily contaminated areas before the glass panels are installed, and double-sided tape should be applied according to the location and thickness of the glue seams.

[0183] First of all, before installing the glass panel, the glass plate must be carefully inspected in front of a large light box to see if there are defects such as cracks, bubbles, spots, etc.

[0184] Select glass according to the number of the detailed glass panels for the control group and assemble according to the assembly drawing. Place the entire panel flat within the frame, aligning the notches in the subframe with the latches. Push the panel downwards into place. Install the retaining angle pieces and seal the nail caps with glue.

[0185] Step 4: Assemble the sunshade components:

[0186] A 316 stainless steel cable is installed between the lower and upper sections of the unit's horizontal sunshade aluminum alloy decorative moldings. A stainless steel spring is mounted on the lower bolt of the cable, and a fixing bolt is installed at the upper end. To assemble the decorative cable, first assemble the unit's vertical decorative circular tubes. These tubes and the horizontal sunshade aluminum alloy components form a frame. Next, install the cable. The upper bolt of the cable secures it to the upper horizontal decorative component of the unit. Tighten the lower bolt of the cable to compress the spring and maintain a reasonable tension. Then, assemble the remaining cables according to the above steps.

[0187] After the sunshade components are assembled, they are assembled with the inner glass unit. Stainless steel bolts are used to assemble and fix the sunshade components and the glass panels. After they are in place, the three-dimensional direction errors are adjusted. After verification, they are finally tightened and fixed to complete the final assembly of the panels.

[0188] Step 5: Assemble the sliding sunshade grille:

[0189] like Figure 3 As shown, the sliding sunshade grille consists of an aluminum alloy upper slide 15, an aluminum alloy lower slide 16, an aluminum alloy upper rail 17, and an aluminum alloy lower rail 18. An 80mm diameter aluminum profile sunshade decorative circular tube 19 is secured to the upper and lower slides via inserts. The upper and lower rails are attached to the horizontal decorative members of the unit panels with fire rescue windows. The entire sliding sash is held in place by stainless steel stoppers, which are latches that extend through the lower rails and horizontal decorative members. To prevent the sliding grille from slipping or the latches from falling during transportation, the latches are secured with adhesive tape after the sliding grille is secured in place.

[0190] Step 6: Measure and lay out:

[0191] Before construction, make full preparations for the project's technical data, tools, equipment, materials, personnel, machinery, and temporary facilities. Re-inspect all raw materials used.

[0192] When conducting technical briefings for construction personnel, a sample should be made first, and the personnel should be organized to enter the site after approval by the company's quality control department and technical department.

[0193] Review the construction quality of the main structure against the curtain wall system design. This is because the quality of the main structure significantly impacts the positioning of the frame. In particular, structural flatness deviations will affect the flatness of the entire curtain wall. Therefore, before laying out the lines, check the construction quality of the main structure. Finally, adjust the connection between the main structure and the curtain wall based on the main structure's progress to ensure a smooth installation.

[0194] Step 7: Unit base installation:

[0195] The embedded parts are designed to be embedded on the side. The installation of the unit base adapter and the base will be carried out by setting up a track-type hanging basket on the track.

[0196] The base adapter is fixed to the embedded parts of the main structure by welding. During installation, the adapter is initially positioned and adjusted, and temporarily fixed by spot welding. After measuring and verifying the three-dimensional error, the final full welding is performed. Symmetrical welding is used for full welding to avoid distortion caused by local overheating.

[0197] The unitized base adopts an L-shaped steel part with a T-shaped notch in the middle. The base notch is matched with the unitized hanger to meet the needs of plate fixation and error adjustment. The base is fixed to the adapter through stainless steel bolts and matched with the hanger notch to meet the needs of plate angle adjustment. The connector fully considers the inter-layer displacement of the plate to meet the up and down displacement of the plate, and the left and right displacement of the plate is controlled by limiting bolts.

[0198] When installing the base, you need to first find the base installation position, and then use the oblong hole of the base to adjust the in and out position and the left and right position deviation through measurement and verification. Only after confirming that it is accurate can you finally tighten and fix it.

[0199] Step 8: Plate hoisting:

[0200] Preparation before lifting:

[0201] Before hoisting, the unit panels should be transported to the edge of the installation location floor with a flatbed truck, and placed in a balanced manner according to the hoisting sequence. The unit panels or profiles should not be deformed, and flexible materials should be placed between the trolley and the panels to protect the panels.

[0202] The electronic control equipment of the rail crane must ensure that it can stop suddenly and automatically cut off the power in the event of an accident to ensure safe lifting.

[0203] The lifting points and hanging points should meet the design requirements. There should be no less than 2 lifting points. The lifting equipment must be checked regularly and replaced in time if it is found to be worn.

[0204] The hook must be installed firmly and in place, and the lifting signal can only be issued after inspection.

[0205] When installing the unit panels, a portal crane is used in the panel storage area to transfer the unit panels from the panel storage rack to the launch flatbed truck, and then the launch flatbed truck is pushed to the lifting position.

[0206] Formal hoisting:

[0207] The outdoor surface of the unit panel faces upward, and the indoor surface faces downward. A dedicated winch (cantilever) lowers the lifting rope, and the hoisting personnel secure the rope to the unit panel. The command personnel instruct the dedicated winch operator to slowly lift and hoist, strictly controlling the lifting speed to prevent the unit panel from colliding with the structure and causing surface damage.

[0208] The construction workers on the panel lifting floor tighten the traction rope pre-tethered to the bottom of the panel (which serves as a safety rope to prevent the panel from shaking during transportation). After lifting it to the installation location, the construction workers on the installation floor must rotate the panel 180 degrees, so that the decorative surface of the panel faces outward, and then install it in place. Each panel is marked with a production certificate and the panel number and specifications. Construction workers install it according to the panel number diagram. The overall panel lifting process follows this process.

[0209] After the unit panels are hoisted out of the floor, they will be transported to the upper part of the installation position via the track and the track crane, and then slowly lowered to the installation position. When the panels are lowered to about 300mm from the lower panels, the track crane will cooperate with the construction personnel to plug the panels in and out. After the left and right plugging of the panels is completed, they will slowly descend to plug in the upper and lower panels. During the plugging process, it is necessary to pay attention to the normal position of the rubber strips to avoid the distortion of the rubber strips and the hidden danger of water leakage. The track crane will slowly lift the panels, and fasten the two sides of the bottom of the panels with two safety ropes. During the lifting process, two people will tighten them to prevent the panels from rotating. There should be 2 to 3 people on the floor where the panels are located to protect them to prevent damage. There must be 2 to 3 people above the panels to greet them. All operators must wear safety belts and other safety protection equipment.

[0210] After the panels are plugged in, the installation accuracy of the panels will be measured and checked. If the elevation and installation accuracy do not meet the requirements, the panels will be adjusted by adjusting the bolts to make final error adjustments to meet the design and specification requirements.

[0211] After the panels are adjusted and fixed, aluminum alloy water trough materials are installed at the top crossbeam position of each panel unit, and waterproof films with a length of about 200mm are installed on the outside of the drainage cavity. At the same time, weather-resistant glue is injected around the films to seal them.

[0212] The above description is only a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any technician familiar with this technical field can easily think of changes or replacements within the technical scope disclosed by the present invention, which should be covered by the scope of protection of the present invention.

Claims

1. A multifunctional green integrated unit curtain wall construction method, characterized in that: include: According to the design requirements of the multifunctional green integrated unitized curtain wall, a curtain wall structure topology diagram is established, the stress transfer path is calculated by the minimum spanning tree algorithm, the overlapping area of the curtain wall stress matrix, the curtain wall stress concentration point matrix and the vulnerable area matrix is analyzed, and the specifications of the curtain wall panels are determined; based on the calculation results of the curtain wall structural mechanics equation group, the unit panel frame is assembled with thermal insulation profiles, and inclined supports are set to fix the connection with the side columns to form a support and reinforcement structure system; the opening windows and panels are assembled; the unit panel sunshade components are assembled, and cables and spring devices are set to control the tension force; the sliding sunshade grille is assembled; the base adapter and the base are fixed; the unit panels are transported and installed; the panels are plugged in and the precision is adjusted, and the waterproof system is installed; wherein, the curtain wall structural mechanics equation group includes static equilibrium equations, deformation coordination equations, constitutive relationship equations and boundary condition equations, which are used to optimize the design of the support structure system.

2. A multifunctional green integrated unit curtain wall construction method according to claim 1, characterized in that: The curtain wall stress matrix refers to a collection of stress distribution data at each node of a unitized curtain wall under wind loads and earthquakes, calculated using the finite element analysis method. It is used to assess the stress state of the curtain wall's overall structure and ensure that the curtain wall design meets safety requirements.

3. A multifunctional green integrated unit curtain wall construction method according to claim 2, characterized in that: The curtain wall stress concentration point matrix refers to the set of key nodes in the curtain wall structure where the stress values are significantly higher than those in the surrounding areas. These points mainly appear at the connection points of hangers, corner nodes, and the connection points between central columns and beams. These points are potential failure starting points of the curtain wall structure.

4. A multifunctional green integrated unit curtain wall construction method according to claim 3, characterized in that: The curtain wall vulnerable area matrix refers to the collection of areas in the curtain wall system that are prone to damage due to material properties or structural design, including sealant joints, contact points between glass and frame, drainage system and spring cable mechanism.

5. A multifunctional green integrated unit curtain wall construction method according to claim 4, characterized in that: The stress transfer path refers to the optimal route for external loads to be transferred from the point of action through the structural components to the support points in the curtain wall structure. It is determined by the minimum spanning tree algorithm and is used to optimize the layout and connection methods of curtain wall components.

6. A multifunctional green integrated unit curtain wall construction method according to claim 5, characterized in that: The cable mechanical transfer equation is used to calculate the tension equilibrium state in the cable-spring device. The input includes the cable linear density, the initial cable length, the spring stiffness coefficient, the spring compression, and the ambient temperature coefficient. The output is the final tension of the cable system and the system stability state.

7. A multifunctional green integrated unit curtain wall construction method according to claim 6, characterized in that: The static equilibrium equation is used to ensure that the curtain wall components remain in equilibrium under the action of external loads. The input includes wind load, plate deadweight, seismic dynamic parameters, temperature deformation force and connection point reaction force, and the output is the internal force distribution of each node.

8. A multifunctional green integrated unit curtain wall construction method according to claim 7, characterized in that: The deformation coordination equation is used to ensure the continuity and compatibility of the deformation of the curtain wall system. The input includes the material elastic modulus, cross-sectional geometric parameters, component length, temperature change, and node constraints. The output is the displacement field of each component in the system.

9. The multifunctional green integrated unit curtain wall construction method according to claim 8, characterized in that: The constitutive relationship equation is used to describe the mechanical response characteristics of a material under stress. The input includes the material's yield strength, Poisson's ratio, temperature expansion coefficient, tensile strength, and shear modulus, and the output is the material's stress-strain relationship.

10. A multifunctional green integrated unit curtain wall construction method according to claim 9, characterized in that: The boundary condition equations are used to determine the connection characteristics between the curtain wall system and the main building structure. The inputs include the hanger connection stiffness, displacement constraint parameters, friction coefficient, preload force, and contact area. The output is the relationship between force and displacement at the system boundary.

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