Method and structure for installing curtain wall glass under long cantilever steel wood structure deformation condition

Abstract

The application relates to the technical field of curtain wall buildings, and discloses a curtain wall glass mounting method and structure under long overhanging steel-wood structure deformation conditions, which comprises the following steps: S1: obtaining a steel structure deformation value; a specific deformation value is obtained by using a steel structure static load test method, a concentrated load weight is loaded at the end of a steel structure beam, the weight loading is continued until a set time, and the deflection value of the steel structure is measured; S2: mounting a curtain wall glass fixing structure; the upper part of the curtain wall glass: taking a pre-arching measure from both ends to the middle of curtain wall glass fixed corner codes; the lower part of the curtain wall glass: installing a fixed component on a sliding rail system, so that the fixed component can slide in the vertical direction. The pre-arching of the stainless steel clamps at different positions of the upper part of the glass eliminates the uneven problem of the lower opening of the glass caused by the structure deformation after the glass is mounted; the sliding rail system introduced at the fixed position of the lower part of the glass solves the glass breakage problem caused by the vertical deformation of the steel-wood structure.

Description

Technical Field

[0001] This invention relates to the technical field of curtain wall architecture, specifically to a method and structure for installing curtain wall glass under deformation conditions of long cantilevered steel-wood structures. Background Technology

[0002] Currently, for buildings with a reinforced concrete shear wall core, surrounding roofs cantilevered from the core using a steel-wood composite structure, and lightweight roofs, with glass curtain walls installed at the cantilevered ends of the steel-wood structure, the glass is typically installed by connecting the upper part of the glass to the structure via stainless steel clamps and the lower part via point-type connectors. The different deflection variations between the steel-wood roof and floor layers, and even different deflection values ​​at different locations on the same floor, cause problems with the appearance and quality of the curtain wall. This results in unevenness at the bottom of the installed glass, with a higher center and lower ends. Vertical deformation at the ends of the steel-wood cantilever structure causes changes in the relative positions of the connectors at the four perforated points on the glass, leading to uneven stress on the glass and ultimately, breakage. This application addresses these issues. Summary of the Invention

[0003] The purpose of this invention is to provide a method and structure for installing curtain wall glass under deformation conditions of long cantilevered steel and wood structures, in order to solve the problems of flatness during installation of curtain wall glass and easy breakage after installation under deformation conditions of long cantilevered steel and wood structures.

[0004] The present invention is achieved through the following technical solution.

[0005] The present invention provides a method for installing curtain wall glass under deformation conditions of long cantilevered steel-timber structures, comprising the following steps:

[0006] S1: Obtain the deformation value of the steel structure;

[0007] The specific deformation value is obtained by using the static load test method for steel structures. A concentrated load is applied to the end of the steel structure beam. After the load is applied for a set time, the deflection value of the steel structure is measured.

[0008] S2: Install the curtain wall glass fixing structure;

[0009] Upper part of the curtain wall glass: The fixing brackets of the curtain wall glass are pre-arched from both ends to the middle. After arching, the ends are high and the middle is low. The arching height is determined according to the static load test data of the steel structure.

[0010] The lower part of the curtain wall glass adopts point fixing, and the fixing components are installed on the sliding rail system, so that the fixing components can slide in the vertical direction;

[0011] S3: Install curtain wall glass.

[0012] Furthermore, in step S3, the installation sequence of the curtain wall glass is to first install the opposite sides, and when installing each side, reserve the glass at the corner, and install from both sides towards the middle.

[0013] Furthermore, in step S2, the arching measure for fixing the corner brackets of the curtain wall glass is as follows: after the continuous steel corner brackets are cut according to the glass size, they are installed according to the arching height.

[0014] Furthermore, in step S2, the arching height is greater than the maximum deflection of the steel structure.

[0015] Furthermore, in step S1, the static load test of the steel structure is divided into several loading cycles, with each loading cycle starting from the middle and moving towards both sides.

[0016] Furthermore, in step S1, the static load test of the steel structure is carried out in three stages: loading to 30%, 60%, and 100%, respectively. Except for the last stage of loading, the holding time after the loading ends is 10-15 minutes. After the holding time ends, the readings are taken. The holding time for the last stage of loading is more than 1 hour, and the deformation data of the component is measured every 15 minutes until the deformation value no longer increases significantly.

[0017] Furthermore, in step S1, in addition to applying a concentrated load, a pressure line load is also applied.

[0018] Furthermore, in the static load test of the steel structure, the weight loading was performed by suspending the heavy object.

[0019] Furthermore, step S1 is performed only on half of the adjacent sides of all sides. In this embodiment, the cross-section of the pavilion is tetrahedral, so only two adjacent sides need to be processed. If it is hexahedral, then it is performed on three adjacent sides.

[0020] The curtain wall glass installation structure under deformation conditions of a long cantilevered steel-wood structure, based on the above-mentioned curtain wall glass installation method under deformation conditions of a long cantilevered steel-wood structure, includes an upper fixed frame, upper glass connectors, a sliding rail assembly, and lower glass connectors. The upper fixed frame includes fixed corner brackets, which are pre-arched using the above-mentioned installation method. The upper part of the curtain wall glass is connected to the fixed corner brackets through the upper glass connectors. The lower glass connectors are connected to the sliding rail assembly, and the lower part of the curtain wall glass is connected to the lower glass connectors.

[0021] The beneficial effects of this invention are:

[0022] This scheme obtains the actual deformation value of the steel-wood structure of the waterside pavilion through a static load test in advance. By pre-cambering the stainless steel clamps at different positions on the upper part of the glass, the camber height is used to offset the deformation value of the steel beam after it bears the load.

[0023] This eliminates the problem of uneven bottom edges of the glass caused by structural deformation after installation; and solves the problem of glass breakage caused by vertical deformation of the steel-wood structure by introducing a sliding rail system at a fixed position at the bottom of the glass. Attached Figure Description

[0024] To more clearly illustrate the technical solutions in the embodiments of the invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0025] The present invention will be further described below with reference to the accompanying drawings and embodiments.

[0026] Figure 1 This is a schematic diagram of the overall structure of the waterside pavilion in this embodiment;

[0027] Figure 2 A schematic diagram of the upper connection structure of a traditional glass curtain wall;

[0028] Figure 3 A schematic diagram of the lower connection structure of a traditional glass curtain wall;

[0029] Figure 4 This is a sectional view of the waterside pavilion;

[0030] Figure 5 This is the floor plan of the second floor of the waterside pavilion;

[0031] Figure 6 This is a cross-sectional view of the corner steel beam;

[0032] Figure 7 This is a cross-sectional view of the cantilever steel beam;

[0033] Figure 8 This is a cross-sectional view of a non-cantilever steel beam;

[0034] Figure 9 This is a chart showing the analysis results of Case 1;

[0035] Figure 10 This is a graph showing the analysis results of Case 2;

[0036] Figure 11 This is a schematic diagram of the loading range;

[0037] Figure 12 A schematic diagram showing the layout of the dial indicator;

[0038] Figure 13 This is a schematic diagram of the load being applied.

[0039] Figure 14 A schematic diagram of the dial gauge layout on site;

[0040] Figure 15 A schematic diagram showing the installation of the water tank and dial indicator;

[0041] Figure 16 Diagram of the upper frame of the glass curtain wall;

[0042] Figure 17 Schematic diagram of fixed corner bracket disconnection processing;

[0043] Figure 18 A schematic diagram of the lower installation structure of the glass curtain wall;

[0044] Figure 19 This is a schematic diagram of the glass curtain wall after installation. Detailed Implementation

[0045] The following is combined Figure 1-19 The present invention will be described in detail below.

[0046] This embodiment takes the waterside pavilion in the Hangzhou National Library project as an example.

[0047] The waterside pavilion is located on the northeast side of the north area of ​​the Hangzhou National Library. Its structural form is a reinforced concrete shear wall core tube, with the surrounding buildings and roofs using a steel-wood composite structure cantilevered from the core tube. The roof employs a lightweight structure, and glass curtain walls are installed at the cantilevered ends of the steel-wood structure. The overall structure is as follows: Figure 1 As shown.

[0048] This solution, through theoretical calculations, determined that the maximum vertical deformation of the cantilevered end of the waterside pavilion's steel-wood structure is 48mm. Under this condition, there is a risk of glass breakage after the glass curtain wall system is installed, and the appearance of the facade cannot be guaranteed. To ensure quality control during the installation process and the final aesthetic effect, a static load test was conducted beforehand to obtain the actual deformation value of the waterside pavilion's steel-wood structure. By pre-arching the stainless steel clamps at different positions on the upper part of the glass, the problem of unevenness at the bottom of the glass caused by structural deformation after installation was eliminated. Furthermore, by introducing a sliding rail system at a fixed position on the lower part of the glass, the problem of glass breakage caused by vertical deformation of the steel-wood structure was solved.

[0049] Due to the unique structural system of the waterside pavilion, the curtain wall is a combination of a full glass curtain wall and a point-supported glass curtain wall, such as... Figure 2 , 3 The upper part of the glass is connected to the structure via stainless steel clamps, and the lower part is connected via point-type connecting claws. Vertical deformation at the ends of the steel-wood cantilever structure causes changes in the relative positions of the claws at the four perforated points on the glass, resulting in uneven stress on the glass and ultimately causing it to break.

[0050] In order to eliminate the adverse effects of vertical deformation at the free end of the steel-wood structure on the curtain wall glass, the specific deformation value needs to be obtained before construction, and corresponding construction technology solutions should be developed based on the deformation value to overcome the adverse factors.

[0051] 1. Calculation of steel-wood structure for waterside pavilion

[0052] 1.1 Analysis Object

[0053] This analysis selects the steel-wood frame portion of the waterside pavilion, focusing on the floor and roof with the longest cantilever lengths as the analysis objects. Figure 4 The area circled by 200 is marked in the center. To simplify the analysis model, considering that the analyzed object is geometrically mirror-symmetric, a quarter angle of the analyzed object is taken for finite element analysis, such as... Figure 5 The area circled by 201 is marked in the middle.

[0054] 1.2 Model Parameters

[0055] Abaqus was used for finite element analysis of the model, and Q390 steel was used for the steel beams. The root constraints of each steel beam supported on the core tube shear wall were defined as fixed ends. The steel beams between different floors were welded together, and the model used a "tie" relationship for simulation. When analyzing the roof layer, the roof load was considered as a dead load of 2.0 kN / m2 and a live load of 0.5 kN / m2, which was converted into a uniformly distributed surface load applied to the upper surface of each steel beam on the first floor. The curtain wall was suspended from the steel beams around the roof, and the load was considered as 1.5 kN / m2, which was converted into a concentrated load of 7.37 kN and applied to the ends of the peripheral cantilever beams. At the same time, the material's self-weight was converted into an equivalent uniformly distributed surface load acting on the upper surface of each steel beam. When analyzing the floor load, the dead load is considered to be 2.0 kN / m2, and the live load is considered to be 4.0 kN / m2. These are converted into a uniformly distributed surface load applied to the upper surface of each steel beam on the first floor. The material self-weight is converted into an equivalent uniformly distributed surface load of 1 / 4 acting on the upper surface of each steel beam. The curtain wall load is not considered for this floor.

[0056] 1.3 Load Derivation

[0057] 1.3.1 Roofing layer

[0058] Floor load: Consider dead load 2.0 kN / m, live load 0.5 kN / m

[0059] Converted to design load value Q = 1.3 x 2 + 1.5 x 0.5 = 3.35 kN / m

[0060] The calculated linear load on a single steel beam is q1 = 3.35 x 0.6 = 2.01 KN / m.

[0061] Design values ​​for the self-weight of a single timber frame and steel beam:

[0062] H180X100X16X30: q2=1.3kN / m

[0063] H180X100X10X20: q3=0.91kN / m

[0064] H180X100X8X14: q4=0.79 kN / m

[0065] Curtain wall load: The design value of the concentrated load derived to the end of the first-floor steel beam is F = 1.3 x 1.5 x 6.3 x 0.6 = 7.37 kN.

[0066] 1.3.2 Floor Level

[0067] Floor load: Considering dead load 2.0 kN / m and live load 4 kN / m

[0068] Converted to design load value Q = 1.3 x 2 + 1.5 x 4 = 8.6 kN / m

[0069] The calculated linear load on a single steel beam is q1 = 8.6 x 0.6 = 5.16 KN / m.

[0070] Design values ​​for the self-weight of a single timber frame and steel beam:

[0071] H180X100X16X30: q2=1.3kN / m

[0072] H180X100X10X20: q3=0.91kN / m

[0073] H180X100X8X14: q4=0.79 kN / m

[0074] 1.4 Case Analysis

[0075] Case 1 (Analysis of the floor plan): The corner cantilever beam uses an H180X100X16X30 ( Figure 6 The cantilever beams in other parts are H180X100X10X20 ( Figure 7 All non-cantilever beams are H180X100X8X14 ( Figure 8 The load considerations are as follows: dead load 2.0 kN / m², live load 4.0 kN / m².

[0076] Based on the analysis results ( Figure 9 The Mises stress values ​​at the corners of the four steel beams at the external corners are relatively high. Among them, the Mises stress values ​​are the highest at the sharp corners of steel beams #1 and #2, but the distribution range is small, which is considered to be a local stress concentration phenomenon. Excluding stress concentration, the stress at the four corner steel beams is the highest, with a maximum value of 295 MPa. The Mises stress values ​​of the cantilever beams in other parts are all less than 250 MPa (stress ratio less than 0.76); the stress values ​​of the steel beams in the non-cantilevered parts are all less than 200 MPa (stress ratio less than 0.61).

[0077] Case 2 (Analysis of the roof): The cross-section of the wooden steel beam is the same as in Case 1. The loads considered are 2.0kN / m2 for dead load and 0.5kN / m2 for live load, and the curtain wall load (applied to the perimeter steel beams, 7.37kN per beam) is also considered.

[0078] Based on the analysis results ( Figure 10 The Mises stress values ​​at the corners of the four steel beams at the external corners are relatively high. Among them, the Mises stress values ​​are the highest at the sharp corners of steel beams #1 and #2, but the distribution range is small, which is considered to be a local stress concentration phenomenon. Excluding stress concentration, the stress at the four corner steel beams is the highest, with a maximum value of 274 MPa. The Mises stress values ​​of the cantilever beams in other locations are all less than 240 MPa (stress ratio less than 0.73); the stress values ​​of the steel beams in non-cantilever locations are all less than 200 MPa (stress ratio less than 0.61).

[0079] 1.5 Summary of Results

[0080] The results of the two cases are summarized below:

[0081] Case Study 1 (Analysis of Floor Plans) 295 0.89 47.7 Case Study 2 (Analysis of Roof) 274 0.83 48.4

[0082] Table 1 (Analysis Results of Floor and Slab Structures)

[0083] Calculations show that the maximum vertical deformation at the end of the steel-wood structure installed on the glass curtain wall is 48.4 mm, and the deflection values ​​are different for the floor and roof layers.

[0084] 2 Static load test of steel-wood structure for waterside pavilion

[0085] The areas of the waterside pavilion structure that experience the greatest stress and deformation are the cantilevered steel structures at the four corners of the second-floor roof. Based on the theoretical calculations mentioned above, the maximum vertical deformation at the ends of the steel beams in these areas is approximately 48.4 mm, exceeding the allowable deformation limit for curtain wall glass installation. To minimize the impact of steel structure deformation on the curtain wall, it is necessary to accurately determine the actual deformation value of the steel beams. This project employs a static load test method for the steel structure to obtain the specific deformation values.

[0086] 2.1 Loading Devices and Testing Methods

[0087] Based on the actual site conditions, a water tank was used to simulate the concentrated load on the glass, and I-beams were used to simulate the line load. A 12# channel steel formwork was used to simulate the surface load on the roof. A total of 21 dial gauges were used on site to measure the deflection of the cantilever components.

[0088] 2.2 On-site loading

[0089] Based on the drawings and relevant calculation data, the on-site water tank loading layout range is as follows: Figure 11 As shown in mark 203, the layout diagram of the dial gauge on site is as follows. Figure 12 As shown in mark 204, a water tank is suspended at 1m intervals from the transverse square steel pipes at the west and north ends of each beam on the second-floor roof, simulating a concentrated load of 6.21kN on the curtain wall. A line load of q = 0.5kN / m is applied to the surface of the uppermost steel beam, arranged as follows. Figure 13 As shown, the vertical deformation values ​​at each beam end were measured.

[0090] The on-site loading was carried out in three stages: 30%, 60%, and 100%, with each stage loading from the center outwards (refer to the actual installation sequence of the curtain wall glass). Each stage of loading was held for 10-15 minutes, and readings were taken after each stage (if staged loading was not feasible on-site, a single-stage loading method was used). The final stage of loading was held for at least 1 hour, with component deformation data measured every 15 minutes until the deformation value no longer showed a significant increase.

[0091] Line load was simulated using steel with a cross-sectional area of ​​191 cm², and the line load was 1.5 kN / m. Concentrated load was applied using suspended water tanks. The tank dimensions were: length × width × height = 1.2m × 1m × 1.15m. Each tank had markings on its outer side: 0.30m / 0.6m / 1.0m / 1.1m. Water was added to 1m above the markings, and the total weight met the concentrated load requirements (excluding the tank weight). A total of 41 tanks were prepared. Deflection was measured on-site using dial gauges fixed to scaffolding (dial gauge distribution is shown in [link]). Figure 14 ), to perform deflection measurement ( Figure 15 ).

[0092] 2.3 Static Load Test Results

[0093] Based on the actual field test results, the actual data are as follows:

[0094] 0 7.16 13.99 23.73 -0.59 1 5.16 10.02 17.97 -0.60 2 3.30 6.62 11.11 -0.41 3 2.08 4.26 7.20 -0.39 4 1.17 2.54 4.26 -0.39 5 0.87 1.82 2.99 -0.40 6 0.92 1.88 3.02 -0.40 7 1.99 3.00 4.00 0.00 8 1.71 3.25 5.10 0.01 9 1.56 4.47 6.81 -0.39 10 2.19 5.60 8.75 -0.30

[0095] Table 2 Deflection (mm) at the north measuring point

[0096] 0 7.16 13.99 23.73 -0.59 1 4.69 9.39 15.95 -0.40 2 2.1 5.23 9.59 -0.39 3 2.85 4.77 7.73 -0.39 4 1.13 2.52 4.36 -0.31 5 0.84 1.95 3.45 -0.31 6 0.87 2.22 3.68 -0.37 7 1.17 3.88 4.75 -0.60 8 1.45 3.75 6.30 -1.30 9 1.95 5.04 8.16 -0.52 10 1.43 5.15 9.92 /

[0097] Table 3 Deflection (mm) at the measuring point on the west side

[0098] Note: Downward deflection is positive; / indicates abnormal data.

[0099] Based on the above measured data, the maximum deflection of the steel-wood structure of the second-floor roof of the waterside pavilion is 23.73 mm (corner) and the minimum is 2.99 mm (middle part), and the deflection values ​​are different in different parts.

[0100] 3. Technical Measures for Curtain Wall Glass Installation

[0101] To address the issues that affect the appearance and quality of the curtain wall caused by the different deflection variations between the steel-wood structure roof and floor layers, as well as the different deflection values ​​at different locations on the same floor, different measures were taken to resolve these problems.

[0102] 3.1 Measures for the upper part of the curtain wall glass

[0103] According to the static load test data, if the curtain wall installation follows the original design, the bottom edge of the glass will be higher in the middle and lower at both ends after installation. The original rectangular tube frame and steel angle brackets of the curtain wall were arranged horizontally along their entire length. To eliminate the influence of deflection changes in the steel-wood structure, the continuous steel angle brackets of the curtain wall were cut according to the size of the glass panels. The cutting method is as follows... Figure 17 As shown, pre-arching measures are taken from both ends to the middle (higher at the ends, lower in the middle). The arching height is 25mm after comprehensive consideration based on actual static load test data and other factors. The upper frame structure of the glass curtain wall is as follows. Figure 16 As shown.

[0104] 3.2 Measures for the lower part of the curtain wall glass

[0105] According to the original design, the upper part of the glass was suspended, and the lower part was fixed at points. Due to the different deflection changes of the roof and floor of the waterside pavilion, and the fact that the floor will also experience live loads in addition to dead loads during subsequent use, both of these factors will cause the positions of the four-point supports of the glass to change. This will cause the glass to be subjected to compression or tension transmitted from the structure to the fixed supports, resulting in changes in the internal stress of the glass and causing it to spontaneously shatter.

[0106] To avoid the aforementioned risks, the upper part of the glass remains unchanged, while the lower fixing method is changed from point fixing to point fixing with an added sliding rail system, such as... Figure 18 The introduction of the sliding rail system allows the point-type claws at the bottom of the glass to slide vertically, thereby eliminating the adverse effects of floor slab deflection.

[0107] 4. Quality control measures for curtain wall glass installation

[0108] The installation sequence of the waterside pavilion glass curtain wall is as follows: layout (positioning of sliding rails, frame, and corner brackets) → welding and installation of keel and segmented corner brackets → installation of sliding rail base → glass lifting → installation of glass F-type clamps → glass adjustment → installation of point supports and sliding rails.

[0109] 4.1 Installation of frame and slide rail system

[0110] Based on the on-site static load test data and the new technical measures, the upper fixed corner brackets of the glass were segmented and a sliding rail system was introduced.

[0111] Due to the uneven deformation of the steel-wood structure, the installation height of each glass panel needs to be adjusted, with a stepped arrangement from the center outwards, with a height difference of 25mm. To accurately determine the glass installation, the layout must be pre-arranged according to the drawings. Based on the arrangement of the steel angle brackets and pulley blocks in the drawings, the points are marked out on site and installed in place.

[0112] 4.2 Glass Installation Machinery

[0113] The glass specifications for the waterside pavilion curtain wall are 15mm (ultra-clear tempered) + 2.28SGP + 15mm (ultra-clear tempered) + 2.28SGP + 15mm (ultra-clear tempered), with dimensions of 1850mm*6750mm and a weight of approximately 1.6 tons. Due to the large size and weight of the glass, and the point-mounted installation method, high-precision installation machinery is required. To ensure precise glass positioning, a combination of heavy-duty electric remote-controlled suction cups and a heavy-duty crane is used for high-precision adjustment and installation. During installation and adjustment, the negative pressure value of the glass suction cups is closely monitored to prevent glass slippage.

[0114] 4.3 Glass Installation Sequence

[0115] As the roof load increases after the glass is installed, the uneven vertical deformation at the cantilevered ends of the steel-wood structure of the waterside pavilion will be exacerbated. To ensure that the structure deforms as uniformly as possible, the glass installation sequence needs to be adjusted.

[0116] The adjusted installation sequence is as follows: first install the east and west sides of the waterside pavilion, then install the north and south sides; reserve glass at the corners, and install it from both sides towards the middle. Installing the east and west sides first, followed by the north and south sides, aims to ensure symmetrical and even stress distribution on the overall steel-wood structure; reserving glass at the corners and installing it from both sides towards the middle is because the corner glass has greater adjustment flexibility and will be installed last. Installing the side glass first is because the deformation value of the steel-wood structure is greatest at these locations, and pre-installation facilitates overall glass adjustment.

[0117] In summary, after years of development, curtain wall glass panels have become larger and more sophisticated, and glass curtain wall installation technology has matured. However, due to the properties of glass, the installation of frameless glass requires that the structure not undergo significant deformation. For structures with elastic deformation, this solution introduces a guide rail system commonly used in the mechanical industry, thereby changing the lower part of the glass from a fixed end to a free end. This avoids the risk of glass breakage caused by deformation of the steel and wood structure, providing a reference for the design and construction of similar projects in the future.

[0118] The curtain wall glass installation structure under deformation conditions of a long cantilevered steel-wood structure, based on the above-mentioned curtain wall glass installation method under deformation conditions of a long cantilevered steel-wood structure, includes an upper fixed frame, an upper glass connector 101, a sliding rail assembly 102, and a lower glass connector 103. The upper fixed frame includes a fixed corner bracket 100, which is pre-arched using the above-mentioned installation method. The upper part of the curtain wall glass is connected to the fixed corner bracket 100 through the upper glass connector 101. The lower glass connector 103 is connected to the sliding rail assembly 102, and the lower part of the curtain wall glass is connected to the lower glass connector 103.

[0119] Specifically, such as Figure 16 As shown, the upper fixed frame also includes a rectangular tube 104. The rectangular tube 104 and the fixed corner bracket 100 are cut according to the size of the glass panel. The cut size is generally smaller than the width of the glass. Then, the rectangular tube 104 is welded to the end of the steel structure beam, and the fixed corner bracket 100 is welded to the rectangular tube 104 (position welding is performed according to the arching height at different positions). The upper glass connector 101 includes two connecting ends, one end of which is connected to the fixed corner bracket 100, and the other end of which is connected to the glass 105.

[0120] like Figure 18 As shown, the slide rail assembly 102 is mounted on the lower steel square tube. The lower glass connector 103 includes an adapter plate and glass connecting claws. A slider is installed in the slide rail assembly 102, and the slider is connected to the adapter plate. The glass connecting claws are mounted on the adapter plate and are offset from the slide rail assembly 102 to avoid occupying too much space. The glass connecting claws are connected to the glass. The lower glass connector 103 can move up and down along the slide rail assembly 102. The structure of the glass 105 after installation is as follows. Figure 19 As shown.

[0121] The above embodiments are only for illustrating the technical concept and features of the present invention, and are intended to enable those skilled in the art to understand and implement the present invention. They should not be construed as limiting the scope of protection of the present invention. All equivalent changes or modifications made in accordance with the spirit and essence of the present invention should be covered within the scope of protection of the present invention.

Claims

1. A method for installing curtain wall glass under deformation conditions of long cantilevered steel-timber structures, characterized in that: Includes the following steps: S1: Obtain the deformation value of the steel structure; The specific deformation value is obtained by using the static load test method for steel structures. A concentrated load is applied to the end of the steel structure beam. After the load is applied for a set time, the deflection value of the steel structure is measured. S2: Install the curtain wall glass fixing structure; Upper part of the curtain wall glass: The fixing brackets of the curtain wall glass are pre-arched from both ends to the middle. After arching, the ends are high and the middle is low. The arching height is determined according to the static load test data of the steel structure. The lower part of the curtain wall glass adopts point fixing, and the fixing components are installed on the sliding rail system, so that the fixing components can slide in the vertical direction; S3: Install curtain wall glass.

2. The method for installing curtain wall glass under deformation conditions of a long cantilevered steel-timber structure according to claim 1, characterized in that: In step S3, the installation sequence of the curtain wall glass is to first install the opposite sides, and when installing each side, reserve the glass at the corner, and install from both sides towards the middle.

3. The method for installing curtain wall glass under deformation conditions of a long cantilevered steel-timber structure according to claim 1 or 2, characterized in that: In step S2, the arching measure for fixing the corner brackets of the curtain wall glass is as follows: after cutting the full-length steel corner brackets according to the glass size, they are installed according to the arching height.

4. The method for installing curtain wall glass under deformation conditions of a long cantilevered steel-timber structure according to claim 3, characterized in that: In step S2, the arching height is greater than the maximum deflection of the steel structure.

5. The method for installing curtain wall glass under deformation conditions of a long cantilevered steel-timber structure according to any one of claims 1 and 2, characterized in that: In step S1, the static load test of the steel structure is divided into several loading cycles, with each loading cycle starting from the middle and moving towards both sides.

6. The method for installing curtain wall glass under deformation conditions of a long cantilevered steel-timber structure according to claim 5, characterized in that: In step S1, the static load test of the steel structure is carried out in three stages: loading to 30%, 60%, and 100%, respectively. Except for the last stage of loading, the holding time after the loading is completed is 10-15 minutes. After the loading is completed, the reading is taken. The holding time for the last stage of loading is more than 1 hour, and the deformation data of the component is measured every 15 minutes until the deformation value no longer increases significantly.

7. The method for installing curtain wall glass under deformation conditions of a long cantilevered steel-timber structure according to any one of claims 1 and 2, characterized in that: In step S1, in addition to applying a concentrated load, a pressure line load is also applied.

8. The method for installing curtain wall glass under deformation conditions of a long cantilevered steel-timber structure according to claim 7, characterized in that: In the static load test of the steel structure, the weight loading is carried out by suspending the heavy object.

9. The method for installing curtain wall glass under deformation conditions of a long cantilevered steel-timber structure according to claim 8, characterized in that: Step S1 is performed only on half of the adjacent sides of all sides.

10. A curtain wall glass installation structure under deformation conditions of a long cantilevered steel-timber structure, characterized in that: The system includes an upper fixed frame, an upper glass connector (101), a sliding rail assembly (102), and a lower glass connector (103). The upper fixed frame includes a fixed corner bracket (100), which is pre-arched. The upper part of the curtain wall glass is connected to the fixed corner bracket (100) through the upper glass connector (101). The lower glass connector (103) is connected to the sliding rail assembly (102), and the lower part of the curtain wall glass is connected to the lower glass connector (103).

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