Construction method of high-altitude cantilever cast-in-place structure formwork supporting system
By using cantilevered steel sections to be fixedly connected to concrete side beams in the cantilever platform, and combining them with diagonal braces and columns to form an elastic structure, the problem of difficult control of on-site assembly errors of steel structures is solved, achieving a balance between construction safety and economy, and being able to cope with dynamic changes such as high-altitude wind vibration and temperature stress.
Patent Information
- Application Number
- CN202511011139.0
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-07-22
- Publication Date
- 2025-11-04
AI Technical Summary
In existing cantilever platform construction, steel structures rely on factory prefabrication, making it difficult to control on-site assembly errors. Furthermore, it is difficult to cope with high-altitude wind vibration, temperature stress, and dynamic changes in construction loads, resulting in high construction costs and an inability to balance safety and economy.
The structure employs cantilevered steel sections fixedly connected to concrete side beams, combined with diagonal braces and columns to form an elastic structure that can be slightly compressed or stretched. Deformation is controlled through detailed analysis, and with the addition of shims and reinforcing steel sections, the installation stability and ability to cope with dynamic changes are improved.
It improves the safety and reliability of cantilever platform construction, reduces the difficulty of the process, and can effectively cope with the dynamic changes of high-altitude wind vibration, temperature stress and construction load, achieving a balance between economy and safety.
Smart Images
Figure CN120889414A_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The present application relates to the technical field of building construction, and in particular to a high-altitude overhanging cast-in-place structure formwork support system construction method. BACKGROUND
[0002] The overhanging platform at the top of a high-rise building refers to a functional structural part extending outward from the top of the building, which is usually located outside the main body of the building and achieves the overhanging effect through a cantilever structure or a special support system. This kind of platform plays an important role in building functions, design, or space utilization, and is commonly used in roof viewing platforms, equipment layers, sky gardens, or commercial activity spaces. The overhanging platform is a typical embodiment of "form following function" in high-rise buildings, which not only meets the practical needs but also gives the building a landmark appearance.
[0003] In the past, the overhanging platform has been constructed using the "full-floor landing type support scaffold" or "changing cast-in-place structure into steel structure" construction method. However, these methods have certain limitations in use. For example, the full-floor scaffold relies on empirical erection and lacks real-time deformation monitoring. The steel structure relies on factory prefabrication, and the assembly error is difficult to control. Both methods are difficult to cope with adverse conditions such as high-altitude wind vibration, temperature stress, and dynamic changes in construction load. At the same time, the repeated erection and dismantling of the scaffold is wasteful, and the maintenance cost of the steel structure is high, which cannot achieve a balance between economy and safety. The use of non-elastic compression deformation in the full-support formwork support frame joint and the high process maintenance difficulty of the steel structure system result in natural defects in the use of the above two methods at the top of high-rise buildings. SUMMARY
[0004] In view of the deficiencies in the prior art, the present application provides a high-altitude overhanging cast-in-place structure formwork support system construction method to solve the problem that the steel structure in the overhanging platform relies on factory prefabrication and the assembly error is difficult to control during the construction of the existing overhanging platform.
[0005] To achieve the above purpose, the basic scheme of the present application is as follows: a high-altitude overhanging cast-in-place structure formwork support system construction method, comprising the following steps:
[0006] A cantilevered steel is fixedly installed at the concrete edge beam, a gasket is installed between the edge of the concrete edge beam and the cantilevered steel, and a gasket is fixedly installed between the cantilevered steel and the concrete edge beam at the middle part of the cantilevered steel close to the edge of the concrete edge beam;
[0007] A first connecting plate and a second connecting plate are installed on the front end of the cantilevered steel away from the concrete edge beam, and a first inclined pull rod is fixed between the first connecting plate and the upper frame beam;
[0008] An interlayer steel beam is horizontally installed between the concrete edge beam and the upper frame beam;
[0009] A plurality of vertical columns are fixedly installed between the interlayer steel beam and the concrete side beam in the vertical direction;
[0010] A second inclined pull rod is fixedly installed between the second connecting plate and the interlayer steel beam, and the second inclined pull rod is located on the side of the first inclined pull rod close to the concrete side beam;
[0011] A tail pull rod is fixedly installed between the end of the cantilevered steel away from the first inclined pull rod and the second inclined pull rod and the interlayer steel beam.
[0012] The technical principle of the present application is that the fixing between the cantilevered steel and the concrete side beam is preferentially completed in the overall process, which provides stable support for the installation of the first inclined pull rod and the second inclined pull rod, and improves the safety and reliability during subsequent installation. The setting of the gasket can effectively prevent local deformation of the end of the cantilevered steel from causing damage to the edge of the concrete side beam, and can improve the matching degree of the cantilevered steel and the concrete side beam. At the same time, the gasket can provide an upward warping for the cantilevered steel girder, which is beneficial to controlling the deflection deformation of the cantilevered girder, and further reduces the pressure on the edge of the concrete side beam when the cantilevered steel locally deforms.
[0013] In the subsequent process, the interlayer steel beam and the vertical column are cooperatively installed, so that the interlayer steel beam and the vertical column provide stable tension for the second inclined pull rod and the tail pull rod. The elastic structure formed between the first inclined pull rod, the second inclined pull rod, the vertical column, the tail pull rod and the cantilevered steel can be slightly compressed or stretched. Through fine analysis of the pull rod, the deformation control of the cantilevered steel is fully considered. When supporting, there is also a deformation allowance, which provides protection for the deflection deformation control of the upper cantilevered structure during the construction process. The process error can also provide a certain allowance, which reduces the process difficulty. At the same time, during the subsequent use of the cantilevered platform, due to the elastic structure formed between the first inclined pull rod, the second inclined pull rod, the vertical column, the tail pull rod and the cantilevered steel, the cantilevered platform has the ability to cope with high-altitude wind vibration, temperature stress, construction load dynamic changes and the like.
[0014] Further, anchor bolts are installed at the middle part of the cantilevered steel close to the edge of the concrete side beam and the concrete side beam. The anchor bolts pass through the installation gasket and are fixed to the concrete side beam.
[0015] Through the above setting, the anchor bolts can cooperate with the installation gasket to fix the cantilevered steel to the concrete side beam while synchronously and stably installing the installation gasket between the concrete side beam and the cantilevered steel, so that the deflection deformation of the installation gasket under the support of the cantilevered steel remains in a relatively stable state.
[0016] Further, a plurality of pairs of pull bolts are installed at the end of the cantilevered steel away from the edge of the concrete side beam and the concrete side beam.
[0017] Through the above setting, the several pairs of pull bolts can fix the one end of the cantilevered steel away from the edge of the concrete side beam, so that the end of the cantilevered steel can be stably installed on the concrete side beam, and the end of the cantilevered steel also supports the first inclined pull rod, the second inclined pull rod, the column and the tail pull rod stably.
[0018] Further, the connection between the tail pull rod and the cantilevered steel is located between the several pairs of pull bolts.
[0019] Through the above setting, the connection between the tail pull rod and the cantilevered steel is reinforced by the several pairs of pull bolts, and the tension of the tail pull rod can be more stably transmitted to the concrete side beam through the several pairs of pull bolts, so that the structure of the whole cantilevered platform is more stable.
[0020] Further, the third connecting plate is installed on the cantilevered steel and fixedly connected with the tail pull rod.
[0021] Through the above setting, the third connecting plate can provide a stable and precise support installation position for the installation of the tail pull rod, so that the installation of the tail pull rod is more precise and convenient.
[0022] Further, the fourth connecting plate is installed on the cantilevered steel and fixedly connected with the column.
[0023] Through the above setting, the fourth connecting plate can position the installation position of the column, so that the column can be more reliably matched with the interlayer steel beam, and also facilitate cooperation with the second inclined pull rod and the tail pull rod.
[0024] Further, the first inclined pull rod and the second inclined pull rod are both first double-spliced channel steels, the grooves of the first double-spliced channel steels are oppositely arranged, a pre-buried piece is installed at the upper frame beam, and the upper end of the first inclined pull rod is fixedly connected with the pre-buried piece.
[0025] Through the above setting, the pre-buried piece can be more precisely cooperated and installed with the upper end of the first inclined pull rod, and also facilitate more reliable installation of the first inclined pull rod between the upper frame beam and the cantilevered steel; the structure of the first double-spliced channel steel allows the spacing cooperation between the first inclined pull rod and the second inclined pull rod to be adjusted according to actual conditions, and a certain allowance can be provided on the process error, thereby reducing the construction difficulty.
[0026] Further, a plurality of first filling plates are fixedly installed on the side walls of the first double-spliced channel steels, and the spacing between the two first filling plates on a single first double-spliced channel steel is 1100-750mm.
[0027] Through the above setting, the first filling plate can cover and fill the gap between the first double-spliced channel steels, so that the structure of the first inclined pull rod and the second inclined pull rod is more stable, and the installation cooperation is more convenient.
[0028] Further, two second filling plates are further included, the column is a second double-spliced channel steel, the grooves of the second double-spliced channel steel are oppositely arranged, the two second filling plates are located on the two opposite sides of the two second double-spliced channel steels, one side of the surface of the second filling plate is welded with the outer wall of the one side second double-spliced channel steel, and the other side of the surface of the second filling plate is welded with the outer wall of the other side second double-spliced channel steel.
[0029] Through the above arrangement, the second filling plate can cover and fill the gap between the second double-spliced channel steels, so that the structure of the column is more stable, and the installation and cooperation are more convenient.
[0030] Further, a plurality of reinforcing steels are further included, the plurality of reinforcing steels are all arranged in parallel, and the reinforcing steels are all fixedly installed on the cantilevered steels and are all located outside the concrete boundary beam range.
[0031] Through the above arrangement, the reinforcing steels can further reinforce the cantilevered steels located outside the concrete boundary beam, so that the end part of the cantilevered steel is more stable. BRIEF DESCRIPTION OF DRAWINGS
[0032] Figure 1 It is a structure schematic view in the overhead cantilever cast-in-place structure formwork support system construction method.
[0033] Figure 2 It is a side view of a single support system in the overhead cantilever cast-in-place structure formwork support system construction method.
[0034] Figure 3 It is a connection view of the middle interlayer steel beam. Figure 2
[0035] It is a view of the right end of the cantilevered steel. Figure 4 Figure 2 It is a longitudinal section view of the right end of the cantilevered steel.
[0036] Figure 5 Figure 4 It is a longitudinal section view of the right end of the cantilevered steel.
[0037] Figure 6 It is a section view of the first and second inclined rods. Figure 2
[0038] It is a horizontal section view of the column. Figure 7 Figure 2 It is a horizontal section view of the column.
[0039] Figure 8 It is a view of A. Figure 2
[0040] In the above figure: concrete edge beam 10, cantilevered steel 20, rubber gasket 201, protrusions 202, grooves 203, mounting pads 203, anchor bolts 30, tension bolts 401, wooden wedges 402, structural beam plate 50, bottom rib plate 501, frame beam 502, first connecting plate 601, second connecting plate 602, third connecting plate 603, upper frame beam 70, embedded part 701, interlayer steel beam 80, column 801, second double-spliced channel steel 811, second filler plate 812, first inclined pull rod 901, second inclined pull rod 902, first double-spliced channel steel 903, tail pull rod 904. DETAILED DESCRIPTION
[0041] The technical solutions in the present application will be further described below with reference to the drawings and examples.
[0042] Example 1
[0043] This example is basically as shown in Figure 1 , Figure 2 , Figure 3 , Figure 4 , Figure 5 , Figure 6 , Figure 7 and Figure 8 , the present application proposes a high-altitude cantilever cast-in-place formwork support system construction method, comprising the following steps:
[0044] Weld cantilevered steel 20 at concrete edge beam 10, as shown in Figure 2 , Figure 3 , Figure 4 and Figure 8 , a gasket is installed between the edge of the concrete edge beam 10 and the cantilevered steel 20, the gasket is a 300mm*200mm*10mm rubber gasket 201, the upper surface of the rubber gasket 201 is integrally formed with a plurality of protrusions 202 near one side of the center of the concrete edge beam 10, and the lower surface of the cantilevered steel 20 is provided with grooves 203 for the protrusions 202 to be embedded; a mounting pad 203 is welded between the cantilevered steel 20 near the middle of the edge of the concrete edge beam 10 and the concrete edge beam 10, the mounting pad 203 is a 300mm*200mm*10mm steel plate pad; five groups of tension bolts 401 are installed at the right end of the cantilevered steel 20 and the concrete edge beam 10; anchor bolts 30 are installed at the cantilevered steel 20 near the middle of the edge of the concrete edge beam 10 and the concrete edge beam 10, the anchor bolts 30 are a U-shaped anchor bolt 30 of A16, and the anchor bolts 30 are fixed with the concrete edge beam 10 after passing through the mounting pad 203; a plurality of reinforcing steels are used, the reinforcing steels are all arranged in parallel, and the reinforcing steels are all welded on the cantilevered steel 20 and are all located outside the range of the concrete edge beam 10;
[0045] Wherein, the tension bolts 401 are installed as follows:Figure 4 And Figure 5 As shown in , the number of the pair of bolts 401 is two, and the two pair of bolts 401 are symmetrically arranged along the vertical plane of the longitudinal section of the cantilevered steel 20. The pair of bolts 401 are fixed by nuts after passing through the structure beam plate 50 in the concrete edge beam 10 and the two side edges of the cantilevered steel 20. The pair of bolts 401 are all B-grade bolts with a diameter of 24mm. The gap between the side wall of the cantilevered steel 20 and the side wall of the pair of bolts 401 is provided with a wooden wedge 402 embedded therein to wedge the cantilevered steel 20 and the pair of bolts 401 laterally. The horizontal distance between the two adjacent groups of pair of bolts 401 is 150mm. The lower end of the pair of bolts 401 is provided with a bottom rib plate 501. The lower side of the structure beam plate 50 is integrally formed with a frame beam 502, which is located between the second group of pair of bolts 401 and the third group of pair of bolts 401, and the minimum horizontal distance between the side wall of the frame beam 502 and the adjacent pair of bolts 401 is 200mm.
[0046] Figure 2 As shown in Figure 2 , the first connecting plate 601, the second connecting plate 602 and the third connecting plate 603 are sequentially welded from left to right on the upper surface of the cantilevered steel 20. The fourth connecting plate is located between the second connecting plate 602 and the third connecting plate 603, and the third connecting plate 603 vertically faces the frame beam 502.
[0047] As shown in , the first connecting plate 601 and the upper frame beam 70502 are welded with a first inclined pull rod 901, and the upper frame beam 70502 is provided with a pre-embedded part 701. The upper end of the first inclined pull rod 901 is welded with the pre-embedded part 701.
[0048] Figure 2 As shown in Figure 3 , a plurality of vertical columns 801 are vertically welded between the interlayer steel beam 80 and the concrete edge beam 10. The fourth connecting plate is welded with the vertical column 801, and the upper end of the vertical column 801 passes through the middle part of the interlayer steel beam 80. Figure 7As shown, two second fillers 812 are adopted, the column 801 is a second double-spliced channel steel 811, the model of the second double-spliced channel steel 811 is a common channel steel 12, the grooves 203 of the second double-spliced channel steel 811 are oppositely arranged, the two second fillers 812 are located on the opposite sides of the two second double-spliced channel steels 811, one side of the surface of the second filler 812 is welded with the outer wall of one side of the second double-spliced channel steel 811, the other side of the surface of the second filler 812 is welded with the outer wall of the other side of the second double-spliced channel steel 811, and the spacing between the two second double-spliced channel steels 811 in the column 801 is 400 mm;
[0049] As shown in Figure 2 and Figure 3 , the second inclined pull rod 902 is welded between the second connecting plate 602 and the interlayer steel beam 80, the upper right end of the second inclined pull rod 902 is synchronously welded with the column 801, and the second inclined pull rod 902 is located to the right of the first inclined pull rod 901 and to the left of the concrete edge beam 10; as shown in Figure 5 , the first inclined pull rod 901 and the second inclined pull rod 902 are both first double-spliced channel steels 903, the first double-spliced channel steel 903 of the first inclined pull rod 901 is a common channel steel 14a, and the first double-spliced channel steel 903 of the second inclined pull rod 902 is a light channel steel 5; as shown in Figure 5 , the first double-spliced channel steels 903 of the first inclined pull rod 901 and the second inclined pull rod 902 are oppositely arranged at the grooves 203; a plurality of first fillers are adopted, the first fillers are welded at the upper and lower side walls of the first double-spliced channel steels 903, the spacing between the two first double-spliced channel steels 903 in the first inclined pull rod 901 is 1100 mm, and the spacing between the two first double-spliced channel steels 903 in the second inclined pull rod 902 is 750 mm;
[0050] As shown in Figure 2 , Figure 3 and Figure 4 , the tail pull rod 904 is welded between the right end of the cantilevered steel 20 and the interlayer steel beam 80, the third connecting plate 603 is welded with the tail pull rod 904, and the upper left end of the tail pull rod 904 is also synchronously welded with the column 801, so that the connection between the tail pull rod 904 and the cantilevered steel 20 is located between the second pair of pull bolts 401 and the third pair of pull bolts 401.
[0051] The construction method of the high-altitude overhanging cast-in-place structure formwork support system in the embodiment has the advantages that in use, the fixing between the overhanging profile steel 20 and the concrete edge beam 10 is preferentially completed in the overall process, the installation of the reinforcing profile steel is simultaneously performed, stable support is provided for the installation of the first and second inclined pull rods 901 and 902, the safety and reliability during installation are improved, in this process step, the installation of the gaskets and the cushion blocks is performed, the gaskets are arranged to effectively prevent the local deformation of the end of the overhanging profile steel 20 from causing damage to the edge of the concrete edge beam 10, the protrusion 202 on the gasket and the groove 203 of the overhanging profile steel 20 are matched to improve the installation precision and stability of the gasket during installation and are not prone to horizontal slippage during or after installation, and the cushion blocks can provide an upward warping of the main beam of the overhanging profile steel 20, which is beneficial to controlling the deflection deformation of the overhanging main beam and further reducing the pressure on the edge of the concrete edge beam 10 when the local deformation of the overhanging profile steel 20 occurs.
[0052] The arrangement of the five groups of pull bolts 401 can stably connect the right end of the overhanging profile steel 20 and the structural beam plate 50 in the concrete edge beam 10, and improve the connection strength of the overhanging profile steel 20 and the concrete edge beam 10; the position opposite to the structural beam plate 50 and the frame beam 502 is left out to prepare for the installation of the subsequent tail pull rod 904, so that the subsequent tail pull rod 904 and the third connecting plate 603 are stably connected, and cooperate with the five groups of pull bolts 401 to further improve the stability of the installation of the tail pull rod 904.
[0053] During the installation of the first inclined pull rod 901, the first connecting plate 601 can provide an installation position for the first inclined pull rod 901, facilitating the installation of the first inclined pull rod 901, and the upper end of the first inclined pull rod 901 is stably welded with the embedded part 701 of the interlayer steel beam 80, so that the first inclined pull rod 901 is stably installed, and the first inclined pull rod 901 and the overhanging profile steel 20 have stable tension, so that the left end of the overhanging profile steel 20 is stably tensioned.
[0054] During the installation of the second inclined pull rod 902, the second inclined pull rod 902 cooperates with the interlayer steel beam 80 to further tensionally connect the left end of the overhanging profile steel 20 in cooperation with the first inclined pull rod 901, so that the left end of the overhanging profile steel 20 is further stably supported; at the same time, after the installation of the interlayer steel beam 80, a stand column 801 is arranged at the interlayer steel beam 80, the stand column 801 can support the interlayer steel beam 80, the interlayer steel beam 80 can disperse the tension on the interlayer structure of two layers, so that the tension effect is dispersed, and the overhanging arrangement of the left end of the overhanging profile steel 20 is more stable.
[0055] The second filling plate 812 can reinforce the stand column 801, and the stand column 801 is in a wrapped three-dimensional structure after the second double-spliced channel steel 811 and the second filling plate 812 are matched, so that the overall appearance of the stand column 801 is more neat and beautiful.
[0056] When the tail pull rod 904 is installed, the tail pull rod 904 can counteract the pulling force of the second inclined pull rod 902, so that the left end of the cantilevered steel 20 is more stable during installation. Meanwhile, the tail pull rod 904 cooperates with the fourth connecting plate, the cantilevered steel 20, the structural beam plate 50 and the frame beam 502, so that the stable pulling force of the tail pull rod 904 is transmitted to the structural beam plate 50 and the frame beam 502, and the pulling force is quickly dispersed, thereby improving the safety of the interlayer steel beam 80 and the reliability of the overall steel platform.
[0057] During the entire construction process, the installation points between the structures, the first inclined pull rod 901, the second inclined pull rod 902, the stand column 801, the tail pull rod 904 and the embedded part 701 are convenient for welding joint construction, and the welding seam detection is convenient. The elastic structure formed between the first inclined pull rod 901, the second inclined pull rod 902, the stand column 801, the tail pull rod 904 and the cantilevered steel 20 can be slightly compressed or stretched, and the deformation control of the cantilevered steel 20 is fully examined through fine analysis of the pull rod. When supporting, there is also a deformation allowance, which provides protection for the deflection deformation control of the upper cantilevered structure during the construction process, and also provides a certain allowance for process errors, thereby reducing the process difficulty. Meanwhile, during the subsequent use of the cantilevered platform, the elastic structure formed between the first inclined pull rod 901, the second inclined pull rod 902, the stand column 801, the tail pull rod 904 and the cantilevered steel 20 can be slightly compressed or stretched, so that the cantilevered platform has the ability to cope with high-altitude wind vibration, temperature stress, construction load dynamic change and the like.
[0058] Finally, it should be pointed out that the above embodiments are only used to illustrate the technical solutions of the present application and are not limiting. Although the present application has been described in detail with reference to the preferred embodiments, those skilled in the art should understand that the technical solutions of the present application can be modified or replaced by equivalents without departing from the purpose and scope of the present application, and they should be covered in the scope of the claims of the present application.
Claims
1. A construction method for a formwork support system for a high-altitude cantilevered cast-in-place structure, characterized in that, Includes the following steps: Cantilevered steel sections are fixedly installed at the concrete edge beams. Shims are installed between the edge of the concrete edge beams and the cantilevered steel sections. A pad is fixedly installed between the cantilevered steel sections and the concrete edge beams at the middle part of the cantilevered steel sections near the edge of the concrete edge beams. A first connecting plate and a second connecting plate are installed on the front end of the cantilever steel away from the concrete side beam, and a first diagonal tie rod is fixed between the first connecting plate and the upper frame beam; A horizontal inter-story steel beam is installed between the concrete edge beam and the upper frame beam; Several columns are vertically fixed between the inter-layer steel beams and the concrete edge beams; A second diagonal brace is fixedly installed between the second connecting plate and the interlayer steel beam. The second diagonal brace is located on the side of the first diagonal brace near the concrete side beam. A tail tie rod is fixedly installed between the end of the cantilevered steel section away from the first and second diagonal tie rods and the interlayer steel beam.
2. The construction method of the formwork support system for a high-altitude cantilever cast-in-place structure as described in claim 1, characterized in that, Anchor bolts are installed at the middle of the cantilever steel section near the edge of the concrete side beam, and the anchor bolts are fixed to the concrete side beam after passing through the mounting pads.
3. The construction method of the formwork support system for a high-altitude cantilevered cast-in-place structure as described in claim 2, characterized in that, Several tie bolts are installed at one end of the cantilevered steel section away from the edge of the concrete side beam and at the concrete side beam.
4. The construction method of the formwork support system for a high-altitude cantilever cast-in-place structure as described in claim 3, characterized in that, The connection between the tail tie rod and the cantilevered steel section is located between several tie bolts.
5. A construction method for a formwork support system for a high-altitude cantilevered cast-in-place structure as described in claim 4, characterized in that, A third connecting plate is installed on the cantilevered steel section, and the third connecting plate is fixedly connected to the tail tie rod.
6. A construction method for a formwork support system for a high-altitude cantilevered cast-in-place structure as described in claim 5, characterized in that, A fourth connecting plate is installed on the cantilevered steel section, and the fourth connecting plate is fixedly connected to the column.
7. A construction method for a formwork support system for a high-altitude cantilevered cast-in-place structure as described in claim 1, characterized in that, The first and second diagonal braces are both first double-channel steel, with the grooves of the first double-channel steel arranged opposite to each other. An embedded part is installed at the upper frame beam, and the upper end of the first diagonal brace is fixedly connected to the embedded part.
8. A construction method for a formwork support system for a high-altitude cantilevered cast-in-place structure as described in claim 7, characterized in that, It also includes several first filler plates, which are fixedly installed on the side wall of the first double-channel steel. The distance between the two first filler plates on a single first double-channel steel is 1100-750mm.
9. A construction method for a formwork support system for a high-altitude cantilevered cast-in-place structure as described in claim 1, characterized in that, It also includes two second filler plates. The column is a second double-channel steel. The grooves of the second double-channel steel are arranged opposite each other. The two second filler plates are located on opposite sides of the two second double-channel steel. One side of the surface of the second filler plate is welded to the outer wall of one side of the second double-channel steel, and the other side of the surface of the second filler plate is welded to the outer wall of the other side of the second double-channel steel.
10. A construction method for a formwork support system for a high-altitude cantilevered cast-in-place structure as described in any one of claims 1-8, characterized in that, It also includes several reinforcing steel sections, all of which are arranged in parallel, and are all fixedly installed on the cantilevered steel sections and are all located outside the range of the concrete side beam.