A new type of MiC integrated curtain wall anti-seismic deformation performance test device

Abstract

The utility model discloses a novel MiC integrated curtain wall anti-seismic deformation performance testing device, including base frame and shear key, the utility model discloses a base frame, shear key, rigid column foot, end plate, square steel tube, stiffening rib, steel frame frame column, steel frame frame beam, stand, triangle restraint frame, counterforce frame, tension and pressure actuator, link beam, glass curtain wall main part, halogen tungsten lamp and reinforcing piece, namely, the base frame is firmly docked with the ground through the shear key of both sides, and the steel frame frame column is docked with the upper end bolt of base frame through the rigid column foot, at the same time, the steel frame frame column and rigid column foot weld joint place three -dimensional all welds have reinforcing piece, to strengthen the structural strength of weld joint, and the steel frame frame column can constitute the MiC steel structure frame with steel frame frame beam, to satisfy the installation use of subsequent different type glass curtain wall main part, and cooperate counterforce frame and triangle restraint frame's restraint effect to stand, can restrain steel frame stand out -of -plane displacement, to guarantee the stability of subsequent anti-seismic test.

Description

Technical Field

[0001] This utility model relates to the field of curtain wall seismic deformation performance testing technology, specifically a novel MiC integrated curtain wall seismic deformation performance testing device. Background Technology

[0002] As a non-structural component of a building, glass curtain walls deform along with the main structure. Excessive deformation can cause serious damage to the curtain wall during an earthquake, affecting the normal use of the building and even causing casualties. Therefore, it is necessary to assess the seismic deformation resistance of glass curtain walls.

[0003] Currently, glass curtain wall installation methods are divided into embedded and overhanging types, which have different seismic deformation resistance capabilities. To address this, a novel MiC integrated curtain wall seismic deformation performance testing device was designed to meet the high adaptability seismic testing requirements of both embedded and overhanging glass curtain walls, thereby improving the acquisition and efficiency of test data. Utility Model Content

[0004] The purpose of this invention is to provide a novel MiC integrated curtain wall seismic deformation performance testing device to solve the problems mentioned in the background art.

[0005] To achieve the above objectives, this utility model adopts the following technical solution: a novel MiC integrated curtain wall seismic deformation performance testing device, comprising a foundation frame, shear keys, rigid column bases, steel frame columns, steel frame beams, columns, triangular constraint frames, reaction frames, tension / compression actuators, connecting beams, glass curtain wall main body, halogen tungsten lamps, and reinforcing plates. The foundation frame is laid on the ground, and shear keys are installed on the sides of the foundation frame and fixed to the ground. Rigid column bases are bolted to both sides of the upper end of the foundation frame. Furthermore, the upper end of the rigid column base is welded to the steel frame column, and steel frame beams are welded to the upper and lower ends of the steel frame column. Columns are welded to both sides of the upper end of the steel frame beam. The outer side of the upper end of the column is connected to a triangular constraint frame. A reaction frame is provided on the side of the triangular constraint frame, and the reaction frame is bolted to the ground. The upper end of one side of the steel frame column is connected to a tension-compression actuator, and the left side of the tension-compression actuator is connected to a connecting beam, which is tightly connected to the wall. The main body of the glass curtain wall is installed between the steel frame column and the steel frame beam.

[0006] Preferably, the rigid column base includes an end plate bolted to the upper end of the foundation frame, a square steel pipe welded to the upper end of the end plate, and stiffening ribs uniformly welded to the outside of the square steel pipe, wherein the upper end of the square steel pipe is welded and fixed to the steel frame column.

[0007] Preferably, the front side of the base frame is also provided with halogen lamps, and the halogen lamps on both sides are symmetrically installed.

[0008] Preferably, the steel frame column further includes a reinforcing plate disposed on the outer side of the lower end.

[0009] Preferably, the main body type of the glass curtain wall is one of four types: embedded ordinary glass curtain wall, externally suspended ordinary glass curtain wall, embedded photovoltaic glass curtain wall, and externally suspended photovoltaic glass curtain wall.

[0010] Preferably, the triangular constraint frame is fixed to the upper end of the reaction frame by a horizontal tension, and the constraint surface of the triangular constraint frame is spot-welded with steel plates.

[0011] Preferably, the overall size of the reinforcing plate is 240mm×90mm×20mm, and the reinforcing plate is welded to the weld between the rigid column base and the steel frame column.

[0012] Compared with the prior art, the beneficial effects of this utility model are:

[0013] This utility model incorporates a foundation frame, shear keys, rigid column bases, end plates, square steel pipes, stiffening ribs, steel frame columns, steel frame beams, columns, triangular constraint frames, reaction frames, tension / compression actuators, connecting beams, glass curtain wall main body, halogen lamps, and reinforcing plates. The foundation frame is securely connected to the ground via shear keys on both sides, while the steel frame columns are bolted to the upper end of the foundation frame via rigid column bases. Reinforcing plates are welded to three sides of the weld joints between the steel frame columns and the rigid column bases to enhance the structural strength at the welds. The steel frame columns, together with the steel frame beams, form a MiC steel structure frame to accommodate the installation of different types of glass curtain wall main bodies. Furthermore, the reaction frames and triangular constraint frames effectively restrain the out-of-plane displacement of the steel frame columns, ensuring stability during subsequent seismic testing. Attached Figure Description

[0014] Figure 1 This is a schematic diagram of the test structure of the ordinary embedded glass curtain wall of this utility model;

[0015] Figure 2 This is a schematic diagram of the test structure for a conventional externally suspended glass curtain wall according to this utility model;

[0016] Figure 3 This is a schematic diagram of the experimental structure of the photovoltaic embedded glass curtain wall of this utility model;

[0017] Figure 4 This is a schematic diagram of the experimental structure of the photovoltaic cantilevered glass curtain wall of this utility model;

[0018] Figure 5 This is a top view schematic diagram of the test structure of the ordinary embedded glass curtain wall of this utility model;

[0019] Figure 6 This is a top view schematic diagram of the test structure of the ordinary externally suspended glass curtain wall of this utility model;

[0020] Figure 7This is a top view schematic diagram of the experimental structure of the photovoltaic embedded glass curtain wall of this utility model;

[0021] Figure 8 This is a top view schematic diagram of the experimental structure of the photovoltaic cantilevered glass curtain wall of this utility model;

[0022] Figure 9 This is a front view schematic diagram of the rigid column base structure of this utility model;

[0023] Figure 10 This is a top view schematic diagram of the rigid column base structure of this utility model;

[0024] Figure 11 This utility model Figure 1 Enlarged structural diagram at point A in the middle;

[0025] Figure 12 This is a schematic diagram of the displacement gauge arrangement of this utility model;

[0026] Figure 13 This is a schematic diagram showing the arrangement of the externally suspended glass panes of this utility model;

[0027] Figure 14 This is a schematic diagram showing the distribution of the embedded glass strain gauges of this utility model;

[0028] Figure 15 This is a schematic diagram of the arrangement of photometric measurement points for this utility model.

[0029] In the diagram: Foundation frame-1, Shear key-2, Rigid column base-3, End plate-31, Square steel tube-32, Stiffening rib-33, Steel frame column-4, Steel frame beam-5, Column-6, Triangular restraint frame-7, Reaction frame-8, Tension and compression actuator-9, Connecting beam-10, Glass curtain wall main body-11, Halogen tungsten lamp-12, Reinforcing plate-13. Detailed Implementation

[0030] To further explain the technical solution of this utility model, a detailed description is provided below through specific embodiments.

[0031] Please see Figure 1-11This utility model provides a novel MiC integrated curtain wall seismic deformation performance testing device, including a base frame 1, shear keys 2, rigid column feet 3, steel frame columns 4, steel frame beams 5, columns 6, triangular constraint frames 7, reaction frames 8, tension-compression actuators 9, connecting beams 10, glass curtain wall body 11, halogen tungsten lamps 12, and reinforcing plates 13. The base frame 1 is laid on the ground, and shear keys 2 are installed on both sides of the base frame 1, and both shear keys 2 are fixed to the ground to ensure the overall support stability of the base frame 1. Rigid column feet 3 are bolted to the upper left and right sides of the base frame 1, and the upper ends of both rigid column feet 3 are welded to the steel frame columns 4, and the bolts are high-strength M20 bolts. Steel frame beams 5 are horizontally welded between the upper and lower ends of the steel frame columns 4 on both sides. Thus, the MiC steel structure frame can be formed by welding the steel frame columns 4 and the steel frame beams 5. Columns 6 are vertically welded to the upper left and right sides of the steel frame beams 5. The outer side of the upper end of the column 6 is connected to the triangular constraint frame 7, which constrains the outward displacement of the steel frame columns 4 and steel frame beams 5. The side of the triangular constraint frame 7 is provided with a reaction frame 8, and the reaction frame 8 is bolted to the ground. The upper end of one side of the steel frame column 4 is connected to the tension-compression actuator 9, and the left side of the tension-compression actuator 9 is connected to the connecting beam 10, and the connecting beam 10 is tightly connected to the wall. The glass curtain wall body 11 is installed between the steel frame columns 4 and the steel frame beams 5.

[0032] As shown in Table 1, the rigid column base 3 includes an end plate 31 bolted to the upper end of the foundation frame 1, a square steel pipe 32 welded to the upper end of the end plate 31, and stiffening ribs 33 uniformly welded to the outside of the square steel pipe 32. The upper end of the square steel pipe 32 is welded and fixed to the steel frame column 4. The tensile bearing capacity at the upper weld of the column base and the bending bearing capacity of the lower bolt connection are verified by the following formula.

[0033]

[0034]

[0035]

[0036]

[0037] Among them, two 1000W halogen lamps 12 are also installed on the front side of the base frame 1, and the halogen lamps 12 on both sides are symmetrically installed. The halogen lamps 12 serve as a constant light source to simulate sunlight, and the voltage sampling frequency is 1Hz. At the same time, the halogen lamp light radiation wavelength is 350-2500nm, which is close to the sunlight radiation wavelength of 300-2500nm.

[0038] As shown in Table 1, the glass curtain wall body 11 has four types: embedded ordinary glass curtain wall, externally suspended ordinary glass curtain wall, embedded photovoltaic glass curtain wall, and externally suspended photovoltaic glass curtain wall.

[0039] Table 1 List of glass curtain wall specimens to be tested

[0040] Specimen Number Specimen type Glass parameter configuration / mm Curtain wall unit width / mm Loading method 1-NGC-E Standard recessed glass curtain wall 5 glass + 1.52 PVB + 3.2 glass + 1.52 PVB + 5 glass 950 Loop loading 2-NGC-O Ordinary externally suspended glass curtain wall 5 glass + 1.52 PVB + 3.2 glass + 1.52 PVB + 5 glass 950 Loop loading 3-PGC-E Photovoltaic embedded glass curtain wall 5-glass + 1.52PVB + 3.2-cadmium telluride glass + 1.52PVB + 5-glass 1200 Loop loading 4-PGC-O Photovoltaic external glass curtain wall 5-glass + 1.52PVB + 3.2-cadmium telluride glass + 1.52PVB + 5-glass 1200 Loop loading

[0041] Among them, the triangular constraint frame 7 is fixed to the upper end of the reaction frame 8 by horizontal tension, and the constraint surface of the triangular constraint frame 7 is spot-welded with steel plates. In addition, since the column surface and the constraint surface are relatively large, steel plates are spot-welded on the constraint surface for adjustment, and finally a gap of 1-2mm is reserved. Furthermore, in order to reduce the friction between the column and the constraint surface, a 1mm thick mirror stainless steel plate is pasted between them for friction reduction treatment.

[0042] The steel frame column 4 also includes a reinforcing plate 13 located on the outer side of the lower end. The overall size of the reinforcing plate 13 is 240mm×90mm×20mm. The reinforcing plate 13 is welded to the three weld seams of the rigid column base 3 and the steel frame column 4. This significantly improves the structural strength of the welded end between the rigid column base 3 and the steel frame column 4 and avoids premature weld fracture.

[0043] Among them, both the steel frame column 4 and the steel frame beam 5 are made of Q345 steel pipe. The column section is 200.0mm×150.0mm×8.0mm (length×width×wall thickness), and the beam section is 200.0mm×150.0mm×6.0mm.

[0044] Secondly, such as Figure 12 As shown, a total of 13 displacement gauges were arranged on the specimen in the experiment. Eleven displacement gauges were used to measure the in-plane horizontal displacement of the specimen, and two displacement gauges were used to monitor the out-of-plane displacement of the specimen. δ1 and δ2 were used as a group to measure the inter-story displacement with a range of ±25mm up to the 0.5% loading level. δ2 was used to measure the inter-story displacement with a range of ±200mm up to the 0.5% loading level. δ3 to δ6 were used to measure the rigid body displacement of the bottom beam. The inter-story displacement angle θd can be calculated by the following formula. Since the boundary condition of the lower part of the curtain wall unit is without horizontal constraint and only out-of-plane constraint, the curtain wall unit may slide during the lateral loading process. Therefore, displacement gauges δ7 and δ8 were arranged as a group, and δ9 and δ10 were arranged as a group to measure the in-plane horizontal displacement of the top and bottom of the curtain wall unit, respectively. The displacement gauge range of the two groups was ±200mm. δ11 was used to measure whether the foundation beam slipped.

[0045] The displacements measured in the experiment were all relative to the ground. The displacement gauges were fixed by steel brackets on the laboratory floor. In addition, except for displacement gauges δ1 and δ2, δ7 and δ8 which were connected to the measurement points by wires, the other displacement gauges were directly pressed against the measurement points.

[0046]

[0047] Secondly, such as Figure 13 and 14 As shown, two strain gauges were placed in the tension and compression zones at 1 / 3 and 2 / 3 heights of the two steel columns, and one strain gauge was placed in the web section of each steel column to record the plastic development of the steel columns. In addition, for the cantilevered curtain wall, each specimen had three curtain wall units, each unit containing three glass panels, symmetrically distributed from left to right. Strain rosettes were placed at 1 / 2 height and width of each glass panel of the curtain wall unit on one side and in the middle position to record the strain changes of the glass panels during loading. For the embedded curtain wall, each specimen had three curtain wall units, each unit containing two glass panels. Strain rosettes were placed at 1 / 2 height and width of each glass panel to record the strain changes of the glass panels during loading. Thus, the principal stress at the measuring point can be calculated by observing the strain of the strain rosettes in directions 1, 2, and 3 during the test, and according to the following formula. The elastic modulus and Poisson's ratio of the glass were taken as 72 GPa and 0.22, respectively.

[0048]

[0049] Secondly, such as Figure 15 As shown, each specimen has three curtain wall units. Since the boundary conditions at the bottom of the curtain wall units lack horizontal restraints and only have out-of-plane constraints, compression or separation may occur between the units during lateral loading. Simultaneously, to monitor the out-of-plane displacement of the glass panels, photogrammetry points were placed at the middle and corners of the glass panels. However, due to limitations in photographic conditions, the photographic area was mainly concentrated on the lower half of the specimen. High-definition photography was used to record the translational displacement of each point in three directions throughout the entire loading process, measuring the relative displacement between units. After each loading stage, the failure mode of the specimen was photographed and recorded.

[0050] The working principle is as follows:

[0051] The test procedure consists of the following steps:

[0052] First, the device is assembled and the glass curtain wall body 11 to be tested is installed inside the MiC steel structure frame composed of steel frame columns 4 and steel frame beams 5. After the installation is completed, the tension and compression actuator 9 can be driven to perform reciprocating tension and compression actions on the steel frame columns 4 and steel frame beams 5. In this way, in conjunction with the external displacement gauge, pressure plate and high-speed camera, the test data of the glass curtain wall body 11 can be efficiently collected.

[0053] Secondly, if the photovoltaic glass curtain wall is to be used in activities, halogen tungsten lamps 12 on both sides need to be installed to simulate constant amplitude irradiation of sunlight;

[0054] Third, subsequent experiments will be conducted by loading step by step according to the loading regime. Photos will be taken at the positive and negative peak displacements of the specimen in each revolution and at the point where the displacement returns to zero. The experimental phenomena will be recorded, including whether the specimen is damaged, such as: panel cracking or falling off, connector damage or falling off, or obvious irreversible deformation or functional impairment of the metal frame or metal panel, such as opening and closing dysfunction, or rubber strip falling off.

[0055] Fourth, after each loading cycle, replace the test labels for each stage;

[0056] Fifth, when the displacement returns to zero after each loading stage, perform a window opening test. Open and close the operable part of the specimen five times, then close it tightly and check whether the window opens normally.

[0057] Sixth, the test is terminated when the load-bearing capacity of the specimen drops to 80% of the peak value, or when the specimen cracks and the cracks expand severely, or other situations may occur that may lead to brittle failure of the specimen. In this way, the seismic deformation performance test of various types of glass curtain wall main bodies can be realized.

[0058] Seventh, during the assembly of the device, in order to ensure the stability of the structural strength, the lower three sides of the steel frame column 4 are reinforced with reinforcing plates 13 and welded to the rigid column base 3 to strengthen the structural strength at the frame weld.

[0059] The above description is merely a preferred embodiment of the present utility model and is not intended to limit the present utility model. Although the present utility model has been described in detail with reference to the foregoing embodiments, those skilled in the art can still modify the technical solutions described in the foregoing embodiments or make equivalent substitutions for some of the technical features. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present utility model should be included within the protection scope of the present utility model.

Claims

1. A novel MiC integrated curtain wall seismic deformation performance testing device, characterized in that: The structure includes a foundation frame (1), shear keys (2), rigid column feet (3), steel frame columns (4), steel frame beams (5), columns (6), triangular constraint frames (7), reaction frames (8), tension and compression actuators (9), connecting beams (10), glass curtain wall main body (11), halogen lamps (12), and reinforcing plates (13). The foundation frame (1) is laid on the ground. Shear keys (2) are installed on the sides of the foundation frame (1) and are fixed to the ground. Rigid column feet (3) are bolted to both sides of the upper end of the foundation frame (1), and the upper end of the rigid column feet (3) is welded to the steel frame columns (4). The upper and lower ends of the steel frame column (4) are welded with steel frame beams (5). The upper ends of the steel frame beams (5) are welded with columns (6). The upper outer side of the column (6) is connected to the triangular constraint frame (7). The side of the triangular constraint frame (7) is provided with a reaction frame (8), and the reaction frame (8) is bolted to the ground. The upper end of one side of the steel frame column (4) is connected to the tension and compression actuator (9), and the left side of the tension and compression actuator (9) is connected to the connecting beam (10). The connecting beam (10) is tightly connected to the wall. The glass curtain wall body (11) is installed between the steel frame column (4) and the steel frame beam (5).

2. The novel MiC integrated curtain wall seismic deformation performance testing device according to claim 1, characterized in that: The rigid column base (3) includes an end plate (31) bolted to the upper end of the foundation frame (1), a square steel pipe (32) welded to the upper end of the end plate (31), and stiffening ribs (33) uniformly welded to the outside of the square steel pipe (32). The upper end of the square steel pipe (32) is welded and fixed to the steel frame column (4).

3. The novel MiC integrated curtain wall seismic deformation performance testing device according to claim 1, characterized in that: The base frame (1) is also provided with halogen lamps (12) on the front side, and the halogen lamps (12) on both sides are symmetrically installed.

4. The novel MiC integrated curtain wall seismic deformation performance testing device according to claim 1, characterized in that: The steel frame column (4) also includes a reinforcing plate (13) located on the outer side of the lower end.

5. The novel MiC integrated curtain wall seismic deformation performance testing device according to claim 1, characterized in that: The glass curtain wall body (11) has four types: embedded ordinary glass curtain wall, externally suspended ordinary glass curtain wall, embedded photovoltaic glass curtain wall, and externally suspended photovoltaic glass curtain wall.

6. The novel MiC integrated curtain wall seismic deformation performance testing device according to claim 1, characterized in that: The triangular constraint frame (7) is fixed to the upper end of the reaction frame (8) by horizontal tension, and the constraint surface of the triangular constraint frame (7) is spot-welded with steel plates.

7. The novel MiC integrated curtain wall seismic deformation performance testing device according to claim 1, characterized in that: The overall dimensions of the reinforcing plate (13) are 240mm×90mm×20mm, and the reinforcing plate (13) is welded to the weld between the rigid column base (3) and the steel frame column (4).

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