High-altitude cantilever surrounding type temporary supporting measure structure

Abstract

The utility model relates to a high-altitude overhanging surrounding type temporary supporting measure structure which is used for being matched with a plurality of structural columns between high-altitude building floors to form an overhanging supporting system, and the high-altitude overhanging supporting structure comprises a double-layer F-shaped counter-force frame and a connecting rod piece. The double-layer F-shaped counter-force frames are in one-to-one correspondence with the structural columns and are connected with the structural columns, and the sides, away from the connecting structural columns, of the double-layer F-shaped counter-force frames extend out of the outer vertical face of the high-altitude building; the connecting rod pieces are connected with the two adjacent double-layer F-shaped reaction frames, and a horizontal supporting surface is formed above the double-layer F-shaped reaction frames through the connecting rod pieces; the counter-force frame is used for being connected with the structural columns in the high-altitude building, dispersing and bearing loads of the overhanging part, after the counter-force frame and the structural columns are connected into a whole through the connecting rod pieces, a stable supporting structure is formed outside the outer vertical face of the high-altitude building, and the high-altitude overhanging supporting requirement is met; the problems that the construction and installation space of a high-altitude special-shaped curved surface large-span space structure is narrow, the cantilever span is large, and stability is insufficient are solved.

Description

Technical Field

[0001] This utility model relates to the field of building construction, and specifically refers to a high-altitude cantilevered, circular temporary support structure. Background Technology

[0002] In recent years, with the rapid development of economic level and construction technology, various new structural systems have emerged, such as ultra-high cantilever, large curvature irregular structure, and large span spatial structure, which have greatly increased the difficulty of construction. Traditional construction methods are difficult to meet the construction and installation requirements, and innovation of unconventional construction technology is required.

[0003] For large cantilever structures, traditionally, support frames are often used as a construction measure for installation. However, for ultra-high cantilever structures, the limited construction space of the attached high-rise building structure makes it impossible to arrange support frames. Even if operating space is found, the large number of frames and the long cantilever length make it difficult to ensure stability during construction and the time required is also very long. Furthermore, current construction technology lacks construction support structures for structural systems with large high-altitude cantilever construction areas and large cantilever spans.

[0004] Therefore, there is an urgent need for a high-altitude cantilevered, circular temporary support structure to solve the problems of limited construction and installation space, large cantilever span, and insufficient stability of high-altitude irregular curved surface large-span spatial structures. Utility Model Content

[0005] The purpose of this utility model is to overcome the defects of the prior art and provide a high-altitude cantilevered ring-type temporary support structure to solve the problems of limited construction and installation space, large cantilever span, and insufficient stability of high-altitude irregular curved surface large-span spatial structures in the prior art.

[0006] To achieve the above objectives, this utility model provides a high-altitude cantilevered ring-type temporary support structure, which is used to cooperate with multiple structural columns between the floor slabs of high-altitude buildings to form a cantilevered support system. The high-altitude cantilevered support structure includes a double-layer F-shaped reaction frame and connecting rods.

[0007] The double-layer F-shaped reaction frame corresponds to and is connected to the structural column one by one, and the side of the double-layer F-shaped reaction frame away from the connected structural column extends out of the facade of the high-rise building.

[0008] The connecting rods connect two adjacent double-layer F-shaped reaction frames and form a horizontal support surface above the double-layer F-shaped reaction frames.

[0009] By adopting this technical solution, a double-layer F-shaped reaction frame is used to connect with the structural columns inside the high-rise building to distribute and bear the load of the cantilevered parts. After being connected into a whole by connecting rods, a stable support structure is formed on the exterior of the high-rise building facade, which meets the support requirements for high-rise cantilevered structures and solves the problems of limited construction and installation space, large cantilever span, and insufficient stability of high-rise irregular curved surface large-span spatial structures.

[0010] Furthermore, the double-layer F-shaped reaction frame includes an upper chord, a middle chord, and a lower chord welded to the structural column, as well as a diagonal brace and a first vertical brace connecting the upper chord and the middle chord;

[0011] The upper end of the diagonal brace is connected to the end of the upper chord that is away from the structural column, and the lower end of the diagonal brace is connected to the end of the middle chord that is connected to the structural column.

[0012] The upper and lower ends of the first vertical brace are respectively connected to the end of the upper chord that is away from the structural column and the end of the middle chord that is away from the structural column;

[0013] The upper end of the lower chord is connected to the end of the middle chord away from the structural column.

[0014] By adopting this technical solution, the double-layer F-shaped reaction frame structure, which consists of an upper chord, a middle chord, a lower chord, diagonal braces, and a first vertical brace, generates three connection nodes with the structural columns. This not only ensures the stability of the connection between the double-layer F-shaped reaction frame and the structural columns, but also ensures the stability of the support provided by the structural columns through the structural composition and arrangement of the double-layer F-shaped reaction frame itself.

[0015] Furthermore, the double-layer F-shaped reaction frame also includes a first horizontal brace welded to the structural column, a second vertical brace connected to the first horizontal brace, and a second horizontal brace connected to the second vertical brace;

[0016] The lower end of the second vertical brace is connected to the end of the first horizontal brace away from the structural column, and the upper end of the second vertical brace is connected to the end of the middle chord away from the structural column.

[0017] One end of the second horizontal brace is fixed perpendicularly to the second vertical brace, and the other end of the second horizontal brace is connected to the lower chord.

[0018] By adopting this technical solution, the first horizontal brace is added to increase the connection span between the double-layer F-shaped reaction frame and the structural column. The second horizontal brace and the second vertical brace support the lower chord and the middle chord respectively to form a stable support system, thereby increasing the connection stability between the double-layer F-shaped reaction frame and the structural column and providing the basic prerequisites for the subsequent formation of a stable high-altitude cantilevered ring-type temporary support structure.

[0019] Furthermore, the high-altitude cantilever support structure also includes a first stiffening plate and a second stiffening plate;

[0020] The first stiffening plate and the second stiffening plate are disposed between the connection point of the double-layer F-shaped reaction frame and the structural column, and respectively connect the double-layer F-shaped reaction frame and the structural column.

[0021] By adopting this technical solution, the first and second stiffening plates increase the strength and stability of the connection between the double-layer F-shaped reaction frame and the structural column.

[0022] Furthermore, the first stiffening plate is welded to the four corner points where the upper chord connects to the structural column, the four corner points where the middle chord connects to the structural column, and the four corner points where the lower chord connects to the structural column, forming a semi-enclosure around the structural column, and is welded and fixed to the structural column respectively.

[0023] The second stiffening plate is welded to the upper and lower flanges of the upper chord, the upper and lower flanges of the middle chord, and the upper and lower flanges of the lower chord, and is respectively welded and fixed to the structural column.

[0024] By adopting this technical solution, the first stiffening plate and the second stiffening plate directly enhance the shear and bending resistance at the connection nodes of the upper chord and the structural column, the middle chord and the structural column, and the lower chord and the structural column, effectively transferring horizontal and vertical forces, reducing stress concentration at the connection nodes, and ensuring the reliability of the connection.

[0025] Furthermore, the high-altitude cantilever support structure also includes a third stiffening plate;

[0026] The third stiffening plate connects the two upper and lower first stiffening plates on one side of the upper chord, the two upper and lower first stiffening plates on one side of the middle chord, and the two upper and lower first stiffening plates on one side of the lower chord, and is welded and fixed to the structural column respectively.

[0027] By adopting this technical solution, a third stiffening plate is added to increase the stability of the first stiffening plate, thereby increasing the shear resistance and bending resistance provided by the first stiffening plate.

[0028] Furthermore, the connecting rod is installed on the outer side of the facade of the high-rise building, and its two ends are respectively bolted to two adjacent double-layer F-shaped reaction frames.

[0029] By adopting this technical solution, the goal of forming a highly stable cantilever support on the exterior of a high-rise building facade can be achieved.

[0030] Compared with the prior art, this utility model has the following advantages:

[0031] 1. Through the unique F-shaped reaction frame structure design and reasonable component selection, the F-shaped reaction frame is welded to the structural column, which disperses and bears the load of the cantilever part, enhances the overall structural stability, effectively reduces the risk of deformation and collapse, and solves the problem of unstable large-span spatial structures with irregular curved surfaces at high altitudes.

[0032] 2. By utilizing the structural columns between the floor slabs of high-rise buildings for support construction, precise positioning is achieved under limited conditions, improving the overall utilization rate of the construction site and solving the problem of limited construction and installation space for high-rise irregular curved surface large-span spatial structures.

[0033] 3. By shortening the cantilever span through multiple reaction frames, the construction difficulty and cost are relatively low, construction efficiency is improved, construction quality and safety are guaranteed, and the problem of large cantilever spans in high-altitude irregular curved surface large-span spatial structures is solved. Attached Figure Description

[0034] Figure 1 This is a schematic diagram of the installation of the double-layer F-shaped reaction frame for the high-altitude cantilevered circular temporary support structure and construction method of this utility model.

[0035] Figure 2 This is a top view of the connection position between the upper chord and the structural column of the high-altitude cantilevered ring-type temporary support structure and construction method of this utility model.

[0036] Figure 3 This is a top-view cross-sectional view of the connection position between the upper chord and the structural column of the high-altitude cantilevered ring-type temporary support structure and construction method of this utility model.

[0037] Figure 4 This is a top view of the connection position between the upper chord and the structural column when double F-shaped reaction frames are connected to both sides of the structural column simultaneously in the high-altitude cantilevered ring-type temporary support structure and construction method of this utility model.

[0038] Figure 5 This is a schematic diagram showing the connection position between the middle chord and the structural column in the high-altitude cantilevered circular temporary support structure and construction method of this utility model.

[0039] Figure 6 This is a top view of the connection position between the middle chord and the structural column when double F-shaped reaction frames are simultaneously connected to both sides of the structural column in the high-altitude cantilevered ring-type temporary support structure and construction method of this utility model.

[0040] Figure 7 This is a schematic diagram showing the connection position between the lower chord and the structural column of the high-altitude cantilevered ring-type temporary support structure and construction method of this utility model.

[0041] Figure 8This is a top view of the connection position between the lower chord and the structural column when double F-shaped reaction frames are simultaneously connected to both sides of the structural column in the high-altitude cantilevered ring-type temporary support structure and construction method of this utility model.

[0042] Figure 9 This is a schematic diagram of the installation and distribution of the double-layer F-shaped reaction frame for the high-altitude cantilevered surrounding temporary support structure and construction method of this utility model.

[0043] Figure 10 This is a top view of the double-layer F-shaped reaction frame of the ground jack support in the high-altitude cantilevered ring-type temporary support structure and construction method of this utility model;

[0044] Figure 11 This is a schematic diagram of the overall structure of the high-altitude cantilever support structure formed by the double-layer F-shaped reaction frame of the high-altitude cantilevered ring-type temporary support measure structure and construction method of this utility model.

[0045] Figure 12 This is a schematic diagram of the "7"-shaped reaction frame of the high-altitude cantilevered circular temporary support structure and construction method of this utility model.

[0046] Figure 13 This is a side view of the horizontal support frame installation in the high-altitude cantilevered circular temporary support structure and construction method of this utility model;

[0047] Figure 14 This is a front view schematic diagram of the horizontal support frame installation in the high-altitude cantilevered circular temporary support structure and construction method of this utility model;

[0048] Figure 15 This is a flowchart illustrating the hoisting process of the "7"-shaped reaction frame in the high-altitude cantilevered circular temporary support structure and construction method of this utility model.

[0049] Figure 16 This is a schematic diagram of the overall structure of the high-altitude cantilever support formed by the "7"-shaped reaction frame of the high-altitude cantilevered ring-type temporary support measure structure and construction method of this utility model.

[0050] Explanation of reference numerals in the attached diagram: 1. Floor slab; 2. Structural column; 3. Double-layer F-shaped reaction frame; 31. Top chord; 32. Middle chord; 33. Bottom chord; 34. Diagonal brace; 35. First vertical brace; 36. First horizontal brace; 37. Second vertical brace; 38. Second horizontal brace; 4. First stiffening plate; 5. Second stiffening plate; 6. Third stiffening plate; 7. "7" shaped reaction frame; 71. Top chord beam; 72. Bottom chord beam; 73. Diagonal beam; 74. Vertical beam; 8. Fourth stiffening plate; 9. Fifth stiffening plate; 10. Ground jack; 11. Horizontal support frame; 111. Vertical pole; 112. Base plate; 12. Support rod. Detailed Implementation

[0051] The present invention will be further described below with reference to the accompanying drawings and specific embodiments.

[0052] Example 1:

[0053] Please refer to the appendix. Figure 1 , 9 According to Article 11, this invention provides a high-altitude cantilevered ring-type temporary support structure and construction method, which is used to cooperate with multiple structural columns 2 between the floor slabs 1 of a high-altitude building to form a cantilevered support system. The high-altitude cantilevered support structure includes a double-layer F-shaped reaction frame 3 and connecting rods; the double-layer F-shaped reaction frame 3 corresponds one-to-one with the structural column 2 and is connected, and the side of the double-layer F-shaped reaction frame 3 away from the connected structural column extends out of the facade of the high-altitude building; the connecting rods connect two adjacent double-layer F-shaped reaction frames 3 and form a horizontal support surface above the double-layer F-shaped reaction frames 3 through the connecting rods;

[0054] The double-layer F-shaped reaction frame 3 is connected to the structural column 2 inside the high-rise building to distribute and bear the load of the cantilever part. After being connected into a whole by connecting rods, it forms a stable support structure on the exterior of the high-rise building facade, which meets the support requirements of high-rise cantilever and solves the problems of small construction and installation space, large cantilever span and insufficient stability of high-rise irregular curved surface large-span spatial structures.

[0055] Furthermore, the double-layer F-shaped reaction frame 3 includes an upper chord 31, a middle chord 32, and a lower chord 33 welded to the structural column 2, as well as a diagonal brace 34 and a first vertical brace 35 connecting the upper chord 31 and the middle chord 32; wherein the upper end of the diagonal brace 34 is connected to the end of the upper chord 31 away from the structural column 2, and the lower end of the diagonal brace 34 is connected to the end of the middle chord 32 connected to the structural column 2; the upper and lower ends of the first vertical brace 35 are respectively connected to the ends of the upper chord 31 and the middle chord 32 away from the structural column 2; the upper end of the lower chord 33 is connected to the end of the middle chord 32 away from the structural column 2.

[0056] The double-layer F-shaped reaction frame 3, consisting of the upper chord 31, middle chord 32, lower chord 33, diagonal brace 34, and first vertical brace 35, forms a double-layer F-shaped reaction frame 3 structure. It generates three connection nodes with the structural column 2, which not only ensures the stability of the connection between the double-layer F-shaped reaction frame 3 and the structural column 2, but also ensures the stability of the support provided by the double-layer F-shaped reaction frame 3 through its own structural composition and arrangement in coordination with the structural column 2.

[0057] Furthermore, the double-layer F-shaped reaction frame 3 also includes a first horizontal brace 36 welded to the structural column 2, a second vertical brace 37 connected to the first horizontal brace 36, and a second horizontal brace 38 connected to the second vertical brace 37; wherein the lower end of the second vertical brace 37 is connected to the end of the first horizontal brace 36 away from the connecting structural column 2, and the upper end of the second vertical brace 37 is connected to the end of the middle chord 32 away from the connecting structural column 2; one end of the second horizontal brace 38 is vertically fixed to the second vertical brace 37, and the other end of the second horizontal brace 38 is connected to the lower chord 33;

[0058] Adding a first horizontal brace 36 directly connected to the structural column 2, in addition to working with the second vertical brace 37 and the second horizontal brace 38 to maintain the structural strength and stability of the double-layer F-shaped reaction frame 3 itself, also increases the number of connection nodes between the double-layer F-shaped reaction frame 3 and the structural column 2, thereby increasing the connection span between the double-layer F-shaped reaction frame 3 and the structural column 2, and thus increasing the stability after the double-layer F-shaped reaction frame 3 is connected to the structural column 2. In addition, the connection nodes of the double-layer F-shaped reaction frame 3 can be distributed to the interior of adjacent floor spaces and connected to the same structural column 2 respectively, which can not only ensure the connection stability, but also avoid the problem of positional conflict between the double-layer F-shaped reaction frame 3 and the floor slab.

[0059] For further details, please refer to the appendix. Figure 2 , 3 7. The high-altitude cantilever support structure also includes a first stiffening plate 4 and a second stiffening plate 5; the first stiffening plate 4 and the second stiffening plate 5 are set between the connection point of the double-layer F-shaped reaction frame 3 and the structural column 2, and respectively connect the double-layer F-shaped reaction frame 3 and the structural column 2.

[0060] Furthermore, the first stiffening plate 4 is welded to the four corner points where the upper chord 31 connects to the structural column 2, the four corner points where the middle chord 32 connects to the structural column 2, and the four corner points where the lower chord 33 connects to the structural column 2, forming a semi-encirclement around the structural column 2, and is welded and fixed to the structural column 2 respectively; the second stiffening plate 5 is welded to the upper and lower flanges of the upper chord 31, the upper and lower flanges of the middle chord 32, and the upper and lower flanges of the lower chord 33, and is welded and fixed to the structural column 2 respectively.

[0061] The first stiffening plate 4 and the second stiffening plate 5 directly enhance the shear and bending resistance at the connection nodes of the upper chord 31 and the structural column 2, the middle chord 32 and the structural column 2, and the lower chord 33 and the structural column 2, effectively transmitting horizontal and vertical forces, reducing stress concentration at the connection nodes, and ensuring the reliability of the connection.

[0062] For further details, please refer to the appendix. Figure 4 , 6And 8, adapting to the situation of temporary support measures structure at the corner of high-rise building, when the double-layer F-shaped reaction frame 3 is connected to both sides of the same structural column 2, the high-rise cantilever support structure should also include a fourth stiffening plate 8 and a fifth stiffening plate 9, the fourth stiffening plate 8 and the fifth stiffening plate 9 are used to replace the first stiffening plate 4;

[0063] Specifically, taking the connection between the upper chord 31 and the structural column 2 in the double-layer F-shaped reaction frame 3 as an example, two fourth stiffening plates 8 are provided, distributed at the upper and lower positions of the angle formed by the upper chord 31 on both sides of the structural column 2, and are welded and fixed to the two upper chord 31 respectively; the fifth stiffening plates 9 are connected to the side of the two upper chord 31 that is not connected to the fourth stiffening plate 8, and two plates are welded to each upper chord 31 corresponding to the fourth stiffening plate 8; the ends of the fifth stiffening plates 9 connected to the two upper chord 31 on both sides of the structural column 2 abut and are welded together, forming an enclosure for the structural column 2, and the fifth stiffening plates 9 are welded and fixed to the structural column 2;

[0064] Based on this, when the double-layer F-shaped reaction frame 3 is simultaneously connected to both sides of the same structural column 2, the arrangement of the fourth stiffening plate 8 and the fifth stiffening plate 9 between the middle chord 32 and the structural column 2 and between the lower chord 33 and the structural column 2 is the same as the arrangement of the fourth stiffening plate 8 and the fifth stiffening plate 9 between the upper chord 31 and the structural column 2.

[0065] Furthermore, the high-altitude cantilever support structure also includes a third stiffening plate 6; the third stiffening plate 6 connects the two upper and lower first stiffening plates 4 on one side of the upper chord 31, the two upper and lower first stiffening plates 4 on one side of the middle chord 32, and the two upper and lower first stiffening plates 4 on one side of the lower chord 33, and is welded and fixed to the structural column 2 respectively; the addition of the third stiffening plate 6 increases the stability of the first stiffening plate 4, thereby increasing the shear resistance and bending resistance provided by the first stiffening plate 4;

[0066] When the double-layer F-shaped reaction frame 3 is simultaneously connected to both sides of the same structural column 2, the third stiffening plate 6 is also used to connect the fourth stiffening plate 8 and the fifth stiffening plate 9 distributed vertically on both sides of the same structural column 2. This also increases the stability of the fourth stiffening plate 8 and the fifth stiffening plate 9, thereby increasing their shear and bending resistance. Further details are provided in the appendix. Figure 5 Since the diagonal brace 34 is connected to the end of the middle chord 32 near the structural column 2, it may affect the connection of the second stiffening plate 5 at that position. The connection position on the middle chord 32 can be changed to accommodate the position of the diagonal brace 34.

[0067] For example, the second stiffening plate 5 at this position is placed in the gap formed between the diagonal brace 34, the middle chord 32 and the structural column 2, and is simultaneously welded to the diagonal brace 34, the middle chord 32 and the structural column 2 to ensure the connection stability at this position and the shear and bending resistance effect brought by the second stiffening plate 5.

[0068] The connecting rods are installed on the outside of the facade of the high-rise building, and their two ends are respectively bolted to two adjacent double-layer F-shaped reaction frames; to achieve the purpose of forming a highly stable cantilever support on the outside of the facade of the high-rise building.

[0069] When constructing a high-altitude cantilevered ring-type temporary support structure with a double-layer F-shaped reaction frame 3 as the main body, the following steps should be followed: S1. Perform overall modeling and analysis of the double-layer F-shaped reaction frame 3 to determine the lifting points; S2. Use a high-altitude construction tower crane to lift the double-layer F-shaped reaction frame 3; S3. Adjust the position of the double-layer F-shaped reaction frame 3 and weld it to the structural column 2; S4. Install connecting rods on the double-layer F-shaped reaction frame 3 to form a high-altitude cantilevered ring-type temporary support structure.

[0070] Furthermore, before lifting the double-layer F-shaped reaction frame 3 in step S2, a hand-operated hoist is also installed on the lifting wire rope of the double-layer F-shaped reaction frame 3 on the side closest to the high-altitude building.

[0071] For further details, please refer to the appendix. Figure 10 In step S3, adjusting the position of the double-layer F-shaped reaction frame 3 includes setting up a ground jack 10 inside the high-rise building to support and move the double-layer F-shaped reaction frame 3, and using a hand-operated hoist to adjust the double-layer F-shaped reaction frame 3 to the position connected to the structural column 2.

[0072] Furthermore, two ground jacks 10 are provided, and several support rods 12 are supported on the two ground jacks 10 together. The support rods 12 together support the bottom of the double-layer F-shaped reaction frame 3 to increase the support stability of the double-layer F-shaped reaction frame 3.

[0073] Example 2:

[0074] The difference between this embodiment and Embodiment 1 is that the double-layer F-shaped reaction frame 3 is adjusted to a "7"-shaped reaction frame 7. Based on this, please refer to the appendix. Figure 12 and 16 A high-altitude cantilevered, circular temporary support structure is provided for use in conjunction with multiple structural columns 2 within a single-story space of a high-altitude building floor slab 1 to form a cantilevered support system. The high-altitude cantilevered support structure includes a "7"-shaped reaction frame 7 and connecting rods. The "7"-shaped reaction frame 7 corresponds to and is connected to the structural columns 2 one by one. The side of the "7"-shaped reaction frame 7 away from the connected structural columns extends out of the exterior facade of the high-altitude building. The connecting rods connect two adjacent "7"-shaped reaction frames 7 and form a horizontal support surface above the "7"-shaped reaction frames 7 through the connecting rods.

[0075] The “7”-shaped reaction frame 7 is connected to the structural column 2 inside the high-rise building to distribute and bear the load of the cantilevered part. After being connected into a whole by connecting rods, it forms a stable support structure on the exterior of the high-rise building facade, which meets the support requirements of high-rise cantilever and solves the problems of limited construction and installation space, large cantilever span and insufficient stability of high-rise irregular curved surface large-span spatial structures.

[0076] Furthermore, the “7”-shaped reaction frame 7 includes an upper chord beam 71 and a lower chord beam 72 welded to the structural column 2, as well as an inclined beam 73 and a vertical beam 74 connecting the upper chord beam 71 and the lower chord beam 72; wherein the upper end of the lower chord beam 72 is connected to the end of the upper chord beam 71 away from the structural column 2; the upper end of the inclined beam 73 is connected to the end of the upper chord beam 71 connected to the structural column 2, and the lower end of the inclined beam 73 is connected to the middle of the lower chord beam 72; the lower end of the vertical beam 74 is connected to the connection node of the inclined beam 73 and the lower chord beam 72, and the upper end of the vertical beam 74 is fixed vertically to the upper chord beam 71;

[0077] The “7”-shaped reaction frame 7 structure, consisting of upper chord beam 71, lower chord beam 72, inclined beam 73 and vertical beam 74, generates two connection nodes with the structural column 2, and forms a stable support structure through its own structural composition and arrangement, which can meet the high-strength support requirements.

[0078] Furthermore, the connection structure between the upper chord beam 71 and the lower chord beam 72 of the “7”-shaped reaction frame 7 and the structural column 2 is exactly the same as the connection structure between the upper chord 31 and the structural column 2 in the double-layer F-shaped reaction frame 3 of Embodiment 1.

[0079] Specifically, at the four corners where the upper chord beam 71 and lower chord beam 72 of the "7"-shaped reaction frame 7 connect to the structural column 2, first stiffening plates 4 are connected to form a semi-encirclement of the structural column 2 and are welded and fixed to the structural column 2 respectively; second stiffening plates 5 are connected to the upper and lower flanges of the upper chord beam 71 and lower chord beam 72 at the end where they connect to the structural column 2, and the second stiffening plates 5 are also welded and fixed to the structural column 2; in addition, a third stiffening plate 6 is welded between the two corresponding first stiffening plates 4 on the upper chord beam 71 and lower chord beam 72 of the "7"-shaped reaction frame 7 to increase the stability of the first stiffening plates 4, thereby increasing the shear resistance and bending resistance provided by the first stiffening plates 4.

[0080] Based on the above content, when constructing the high-altitude cantilevered, circular temporary support structure with the "7"-shaped reaction frame as the main body, please refer to the appendix. Figure 15The construction should be carried out according to the following steps: S1. Perform overall modeling and analysis of the "7"-shaped reaction frame 7 to determine the lifting points; S2. Use a high-altitude construction tower crane to lift the "7"-shaped reaction frame 7; S3. Adjust the position of the "7"-shaped reaction frame 7 and weld it to the structural column 2; S4. Install connecting rods on the "7"-shaped reaction frame 7 to form a high-altitude cantilevered ring-type temporary support structure.

[0081] Furthermore, before lifting the “7”-shaped reaction frame 7 in step S2, a hand-operated hoist is also installed on the lifting wire rope of the “7”-shaped reaction frame 7 on the side closest to the high-altitude building.

[0082] For further details, please refer to the appendix. Figure 13-14 Before lifting the “7”-shaped reaction frame 7 in step S2, a horizontal support frame 11 is installed at the bottom of the “7”-shaped reaction frame 7.

[0083] Furthermore, the horizontal support frame 11 is composed of a base plate 112 and uprights 111. The base plate 112 is placed horizontally, and the uprights 111 are evenly distributed on the top of the base plate 112 and connected to several of them. The tops of the several uprights 111 together form an inclined surface that adapts to the bottom surface of the "7"-shaped reaction frame 7.

[0084] Furthermore, in step S3, adjusting the position of the “7”-shaped reaction frame 7 includes setting up a ground jack 10 inside the high-rise building to support and move the bottom horizontal support frame 11 of the “7”-shaped reaction frame 7, and using a hand chain hoist to adjust the “7”-shaped reaction frame 7 to the position connected to the structural column 2.

[0085] The present invention has been described in detail above with reference to the accompanying drawings and embodiments. Those skilled in the art can make various modifications to the present invention based on the above description. Therefore, certain details in the embodiments should not be construed as limiting the present invention, and the scope of protection of the present invention shall be defined by the appended claims.

Claims

1. A high-altitude cantilevered, circular temporary support structure, used in conjunction with multiple structural columns between floor slabs of a high-altitude building to form a cantilevered support system, characterized in that... The high-altitude cantilever support structure includes a double-layer F-shaped reaction frame and connecting rods; The double-layer F-shaped reaction frame corresponds to and is connected to the structural column one by one, and the side of the double-layer F-shaped reaction frame away from the connected structural column extends out of the facade of the high-rise building. The connecting rods connect two adjacent double-layer F-shaped reaction frames and form a horizontal support surface above the double-layer F-shaped reaction frames.

2. The high-altitude cantilevered, circular temporary support structure according to claim 1, characterized in that: The double-layer F-shaped reaction frame includes an upper chord, a middle chord, and a lower chord welded to the structural column, as well as a diagonal brace and a first vertical brace connecting the upper chord and the middle chord; The upper end of the diagonal brace is connected to the end of the upper chord that is away from the structural column, and the lower end of the diagonal brace is connected to the end of the middle chord that is connected to the structural column. The upper and lower ends of the first vertical brace are respectively connected to the end of the upper chord that is away from the structural column and the end of the middle chord that is away from the structural column; The upper end of the lower chord is connected to the end of the middle chord away from the structural column.

3. The high-altitude cantilevered, circular temporary support structure according to claim 2, characterized in that: The double-layer F-shaped reaction frame also includes a first horizontal brace welded to the structural column, a second vertical brace connected to the first horizontal brace, and a second horizontal brace connected to the second vertical brace; The lower end of the second vertical brace is connected to the end of the first horizontal brace away from the structural column, and the upper end of the second vertical brace is connected to the end of the middle chord away from the structural column. One end of the second horizontal brace is fixed perpendicularly to the second vertical brace, and the other end of the second horizontal brace is connected to the lower chord.

4. The high-altitude cantilevered, circular temporary support structure according to claim 2, characterized in that: The high-altitude cantilever support structure also includes a first stiffening plate and a second stiffening plate; The first stiffening plate and the second stiffening plate are disposed between the connection point of the double-layer F-shaped reaction frame and the structural column, and respectively connect the double-layer F-shaped reaction frame and the structural column.

5. The high-altitude cantilevered, circular temporary support structure according to claim 4, characterized in that: The first stiffening plate is welded to the four corner points where the upper chord is connected to the structural column, the four corner points where the middle chord is connected to the structural column, and the four corner points where the lower chord is connected to the structural column, forming a semi-enclosure around the structural column, and is welded and fixed to the structural column respectively. The second stiffening plate is welded to the upper and lower flanges of the upper chord, the upper and lower flanges of the middle chord, and the upper and lower flanges of the lower chord, and is respectively welded and fixed to the structural column.

6. The high-altitude cantilevered circular temporary support structure according to claim 5, characterized in that: The high-altitude cantilever support structure also includes a third stiffening plate; The third stiffening plate connects the two upper and lower first stiffening plates on one side of the upper chord, the two upper and lower first stiffening plates on one side of the middle chord, and the two upper and lower first stiffening plates on one side of the lower chord, and is welded and fixed to the structural column respectively.

7. The high-altitude cantilevered circular temporary support structure according to claim 1, characterized in that: The connecting rod is installed on the outer side of the facade of the high-rise building, and its two ends are respectively bolted to the two adjacent double-layer F-shaped reaction frames.

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