Large-span steel bar truss floor support plate non-support concrete pouring system and construction method

Abstract

The present application relates to a kind of large-span steel bar truss floor support plate unbraced concrete pouring system and construction method, including the operation mode of post-dismantling bracket support system, temporary inclined strut system, shaped preformed pipeline box, beam-column joint reinforcement system, frame beam cable-stayed hanging system and beam surface column draw knot reinforcement system.The beneficial effects of the present application are: when steel bar truss floor support plate is connected with shear wall, post-dismantling bracket support system is used, and shear wall bar embedded sleeve and floor support plate steel bar connection are set, which improves the construction quality of joint;When cantilever floor support plate is constructed, temporary inclined strut system is used, and adjustable inclined strut is used for support, which improves the installation and construction quality of cantilever section;Beam-column joint reinforcement technology is used at steel frame column position, and leakage prevention plate is set, which ensures that concrete pouring is not prone to leakage and other phenomena, thereby improving the construction quality of the entire floor.

Description

Technical Field

[0001] This invention belongs to the field of construction of large-span steel truss floor decks, and particularly relates to an unsupported concrete pouring system and construction method for large-span steel truss floor decks. Background Technology

[0002] With the rapid development of steel structure buildings, engineering construction has placed higher demands on the construction period. The factory production of steel structure components has met the project requirements. At the same time, ordinary concrete floor slabs have been gradually replaced by steel truss floor slabs. The standardized factory production process allows for fast on-site installation, which greatly shortens the construction period, saves labor input, and ensures construction quality. It is also a mature application of the floor slab demolition-free construction process.

[0003] However, in recent years, due to high-altitude and edge-prone operations during construction, as well as other factors such as the load-bearing capacity of the slab, concrete pouring has resulted in leakage and slab deformation, leading to various safety and quality problems.

[0004] To prevent collapse and instability during construction and to effectively ensure the construction quality of truss slabs, it is necessary to innovate the unsupported concrete pouring system and construction methods for large-span steel truss floor slabs based on summarizing traditional construction methods. This will improve the construction quality of steel truss floor slabs and provide practical reference for the construction of floor slabs in subsequent steel structure projects. Summary of the Invention

[0005] The purpose of this invention is to overcome the shortcomings of the prior art and provide a large-span steel truss floor slab unsupported concrete pouring system and construction method.

[0006] This large-span steel truss floor deck unsupported concrete casting system includes floor decks, shear walls, I-beam main beams, temporary diagonal bracing system, beam-column joint reinforcement system, frame beam diagonal suspension system, and beam-column tie-in reinforcement system. A post-removal corbel support system is provided on one side of the shear wall for installing the floor deck. This post-removal corbel support system includes I-beam distribution beams, with corbel supports below the I-beam distribution beams. Pre-embedded sleeves for shear wall reinforcement are installed within the shear wall corresponding to the floor deck.

[0007] The floor decking is cantilevered on one side of the I-beam main beam by a temporary diagonal bracing system, or supported on the I-beam main beam. The beam-column joint reinforcement system is set at the intersection of the two I-beam main beams and the steel frame column. The beam-column tie-up reinforcement system is set above the I-beam main beam, and the beam-column tie-up reinforcement system is connected to the floor decking on both sides of the I-beam main beam by suspension ropes.

[0008] Before the floor deck is poured, a standardized pre-installed conduit box is installed on the floor deck. The steel bars of the floor deck pass through the standardized pre-installed conduit box. The floor deck is connected to the upper I-beam main beam through the frame beam inclined suspension system.

[0009] Preferably, shear wall reinforcement is provided within the shear wall, and shear wall reinforcement pre-embedded sleeves are provided at the ends of the shear wall reinforcement for connecting the post-tied reinforcement on the floor deck. Anchor plates are pre-embedded within the shear wall, and pre-embedded anchor rods are provided behind the anchor plates. There are four anchor plates in total. I-beam distribution beams are provided on the upper two anchor plates, and corbel supports are provided on the lower two anchor plates. Small lattice columns are provided between the I-beam distribution beams and the corbel supports. Tensile diagonal braces connect the outer ends of the I-beam distribution beams and the corbel supports. Tensioning devices are provided in the middle of the tensionable diagonal braces. Channel steel load-bearing beams are provided on the upper part of the I-beam distribution beams, and floor decks are provided on the channel steel load-bearing beams.

[0010] Preferably, the temporary diagonal bracing system is installed on one side of the I-beam main beam for installing the cantilevered floor deck. An L-shaped connecting plate is provided at the bottom of the upper flange of the I-beam main beam, and a pre-embedded arc-shaped diagonal brace support is provided at the junction of the lower flange and web on the same side. Temporary reinforcing diagonal braces are provided on the portion of the L-shaped connecting plate extending beyond the I-beam main beam. The bottom of the temporary reinforcing diagonal brace has a multi-segment arc-shaped limiting groove. An adjustable diagonal brace is provided on the side of the multi-segment arc-shaped limiting groove facing the I-beam main beam, and the bottom end of the adjustable diagonal brace rests on the pre-embedded arc-shaped diagonal brace support on the I-beam main beam. On the seat, a horizontal connecting truss is set between adjacent temporary reinforcing diagonal braces. The truss arc supports are set on both sides of the temporary reinforcing diagonal braces. The ends of the horizontal connecting trusses are set on the truss arc supports of the temporary reinforcing diagonal braces. The floor deck is placed on the top surface of the temporary reinforcing diagonal braces. Corner bracing connecting plates are set at the four corners of the steel frame columns. Reinforcing angle steel is set between the two I-beam main beams. Double T-shaped corner braces are set between the reinforcing angle steel and the corner bracing connecting plates. Grooved sleeves are set at the connection between the I-beam main beams and the reinforcing angle steel. Foldable short struts are set inside the grooved sleeves. Leakage-proof reinforcing plates are set between the two I-beam main beams.

[0011] Preferably, the pre-formed pre-reserved pipeline box is provided with side stiffening plates on both sides, pre-reserved steel bar through holes at both ends, a removable cover plate on the top surface, lifting rings at both ends of the removable cover plate, a counterweight block in the middle, a limit groove on the outside of the counterweight block, and a cavity inside the pre-formed pre-reserved pipeline box, with an airbag inside the cavity.

[0012] Preferably, in the frame beam cable-stayed suspension system, the lower flange of the upper I-beam main beam is provided with limiting short ribs, and a suspension auxiliary component is fixed between the two limiting short ribs with auxiliary fixing bolts. The lower part of the suspension auxiliary component is provided with a suspension reserved hole, and a steel strand is installed in the suspension reserved hole. A floor deck is provided on the I-beam main beam, and a suspension reinforcing rib is provided on the floor deck. A lifting ring connecting rib is provided on the suspension reinforcing rib at a position corresponding to the suspension auxiliary component. A lifting ring is provided on the lifting ring connecting rib. One end of the steel strand is connected to a turnbuckle, and the end of the turnbuckle is provided with a double C-shaped pull ring, which is connected to the lifting ring.

[0013] Preferably, the beam-column bracing reinforcement system includes a gusseted column stirrup, which is mounted on the I-beam main beam. A tie-up I-beam base is located at the bottom of the gusseted column stirrup. The tie-up I-beam base and the gusseted column stirrup are connected by bolts. A tie-up I-beam is mounted on the tie-up I-beam base, and a lifting lug is mounted on the tie-up I-beam. The lifting lug is connected to the top of the lifting rope via an upper turnbuckle. A turnbuckle is located at the bottom of the lifting rope. A floor deck embedded lifting ring is mounted on the floor deck, and turnbuckles connect the floor deck embedded lifting ring. A lower-bearing truss is mounted between the two tie-up I-beams. A replaceable extension section is located in the middle of the lower-bearing truss. Truss support plates are located at both ends of the lower-bearing truss. A stiffening I-beam is located on the web of the tie-up I-beam, and the truss support plates are installed on the stiffening I-beams on the tie-up I-beams.

[0014] The construction method for this large-span reinforced truss floor slab unsupported concrete pouring system includes the following operational methods: post-removal of corbel support system, temporary diagonal bracing system, standardized pre-installed conduit boxes, beam-column joint reinforcement system, frame beam diagonal suspension system, and beam-column tie-in reinforcement system.

[0015] The construction method for dismantling the corbel support system is as follows: Shear wall reinforcement is pre-installed within the shear wall, bent towards the side where the floor slab is installed, and anchor plates are pre-embedded on the same side of the shear wall. After the shear wall is poured, pre-embedded sleeves are installed at the ends of the shear wall reinforcement. Corbel supports are then welded onto the pre-embedded anchor plates. Small lattice columns are then installed on the corbel supports, and I-beam distribution beams are installed on the top surface of the small lattice columns. The I-beam distribution beams are fixed to the pre-embedded anchor plates. Tensile bracing is then installed between the corbel supports and the I-beam distribution beams, and the elevation is adjusted using a tensioning device. Finally, the floor slab is installed.

[0016] As a preferred method, the operation of the standardized pre-reserved conduit box is as follows: the standardized pre-reserved conduit box is installed on the floor deck, the steel bars of the floor deck pass through the standardized pre-reserved conduit box, an airbag is inserted into the box from the top, a removable cover is installed, a counterweight is placed on the removable cover, and finally the airbag is inflated and the concrete of the floor deck is poured.

[0017] As a preferred method, the operation of the frame beam cable-stayed suspension system is as follows: install suspension reinforcing bars on the steel bars of the floor deck, install lifting ring connecting bars on the suspension reinforcing bars, and install lifting rings. Then install the floor deck, install limiting short bars on the upper I-beam main beam, then install suspension auxiliary components between the two limiting short bars, then install steel strand connecting rings and suspension auxiliary components, and finally tie the upper steel bars of the floor deck and pour concrete.

[0018] As a preferred option, the operation method of the beam-column tie reinforcement system is as follows: install the stirrups of the gusseted column on the I-beam main beam and install the tie I-beams. Set the under-bearing truss between the two tie I-beams. The under-bearing truss has a replaceable extension section in the middle. The length of the replaceable extension section is determined according to the floor deck spacing and installed. Install the under-bearing truss on the stiffening I-beam inside the tie I-beam. Set the floor deck embedded lifting ring on the floor deck. Set the lifting lug on the tie I-beam. The lifting lug is connected to the lifting rope. The other end of the lifting rope is installed with a turnbuckle and hooked to the floor deck embedded lifting ring on the floor deck.

[0019] The beneficial effects of this invention are:

[0020] 1) When the steel truss floor deck is connected to the shear wall, a post-removal corbel support system is adopted, and shear wall reinforcement pre-embedded sleeves are set to connect with floor deck reinforcement, which improves the construction quality of the joint.

[0021] 2) A temporary diagonal bracing system was used during the construction of the cantilevered floor slab. Adjustable diagonal bracing was used for support, which improved the installation and construction quality of the cantilevered section.

[0022] 3) Beam-column joint reinforcement technology was adopted at the steel frame column location, and anti-leakage reinforcement plates were installed to ensure that grout leakage was not likely to occur during concrete pouring, thereby improving the overall construction quality of the floor slab.

[0023] 4) A beam-column bracing system was used to reinforce the floor decking steel bars on both sides of the I-beam main beam during the installation of the large-span floor decking. This system ensured that the floor decking had a good support system to assist construction even without full-span scaffolding at the bottom, thus ensuring the stability of the entire structure and the safety of construction. Attached Figure Description

[0024] Figure 1 This is a three-dimensional schematic diagram of the installation of the corbel support for the floor deck;

[0025] Figure 2 This is a three-dimensional schematic diagram of the corbel support frame;

[0026] Figure 3 This is an elevation view of the corbel bracing system supporting the floor decking installation.

[0027] Figure 4 This is a three-dimensional schematic diagram of a temporary diagonal bracing system;

[0028] Figure 5 This is the elevation view of the temporary diagonal bracing system;

[0029] Figure 6 It is a three-dimensional schematic diagram of a standardized pre-installed pipeline box;

[0030] Figure 7 It is a standardized elevation view of the pre-installed pipeline box;

[0031] Figure 8 This is a schematic diagram of the beam-column joint reinforcement system;

[0032] Figure 9 This is a three-dimensional structural diagram of a frame beam cable-stayed suspension system;

[0033] Figure 10 This is an elevation view of the frame beam cable-stayed suspension system;

[0034] Figure 11 This is an enlarged view of the hanging auxiliary components;

[0035] Figure 12 This is a three-dimensional schematic diagram of the beam-column tie reinforcement system;

[0036] Figure 13 This is an elevation view of the beam-column tie-up reinforcement system;

[0037] Figure 14 This is a side view of the beam-column tie-up reinforcement system.

[0038] Among them: 1. Floor decking 2. Shear wall 3. Shear wall reinforcement embedded sleeve 4. Shear wall reinforcement 5. Channel steel load-bearing beam 6. I-beam distribution beam 7. Tensile diagonal brace 8. Tensioning device 9. Small lattice column 10. Corbel support 11. Embedded anchor rod 12. Support base 13. Anchor plate 14. I-beam main beam 15. Temporary reinforcement diagonal brace 16. Diagonal brace beam fixing bolt 17. L-shaped connecting plate 18. Horizontal connecting truss 19. Truss arc support 20. Adjustable diagonal brace 21. Embedded arc diagonal brace support 22. Diagonal brace multi-segment arc limiting groove 23. Side stiffening plate 24. Standardized reserved pipeline box 25. Removable cover plate 26. Lifting ring 27. Counterweight block 28. Reserved reinforcement through hole 29. Airbag 3 0. Steel frame column 31. Corner brace connecting plate 32. Double T-shaped corner brace 33. Grooved sleeve 34. Foldable short strut 35. Reinforcing angle steel 36. Leak-proof reinforcing plate 37. Hanging reinforcing rib 38. Steel strand 39. Upper I-beam main beam 40. Hanging auxiliary parts 41. Limiting short rib 42. Auxiliary part fixing bolt 43. Hook reserved hole 44. Turnbuckle 45. Double C-shaped pull ring 46. Lifting ring 47. Lifting ring connecting rib 48. Floor deck embedded lifting ring 50. Lifting rope 51. Stirrup for gusseted column 52. Tie I-beam base 53. Upper turnbuckle 54. Tie I-beam 55. Lifting lug 56. Under-bearing truss 57. Replaceable extension section 58. Truss support plate 59. Stiffened I-beam. Detailed Implementation

[0039] The present invention will be further described below with reference to embodiments. The description of the embodiments below is only for the purpose of helping to understand the present invention. It should be noted that those skilled in the art can make several modifications to the present invention without departing from the principle of the present invention, and these improvements and modifications also fall within the protection scope of the claims of the present invention.

[0040] Example 1

[0041] As one example, such as Figures 1 to 14 As shown, the large-span steel truss floor deck unsupported concrete pouring system includes floor deck 1, shear wall 2, I-beam main beam 14, temporary diagonal bracing system, beam-column joint reinforcement system, frame beam diagonal suspension system, and beam-column tie reinforcement system; a post-removal corbel support system for installing floor deck 1 is provided on one side of shear wall 2, which includes I-beam distribution beam 6, corbel support 10 is provided below I-beam distribution beam 6, and shear wall steel reinforcement embedded sleeves 3 are provided in shear wall 2 corresponding to floor deck 1;

[0042] The floor deck 1 is cantilevered on one side of the I-beam main beam 14 by a temporary diagonal bracing system, or supported on the I-beam main beam 14. The beam-column joint reinforcement system is set at the intersection of the two I-beam main beams 14 and the steel frame column 30. The beam-column tie-up reinforcement system is set above the I-beam main beam 14. The beam-column tie-up reinforcement system is connected to the floor deck 1 on both sides of the I-beam main beam 14 by the suspension rope 50.

[0043] The floor deck 1 is connected to the upper I-beam main beam 39 via a frame beam inclined suspension system.

[0044] Shear wall 2 is provided with shear wall reinforcement 4, and shear wall reinforcement embedded sleeve 3 is provided at the end of shear wall reinforcement 4 for connecting the post-tied reinforcement on the floor deck 1. Anchor plate 13 is embedded in shear wall 2, and embedded anchor rod 11 is provided behind anchor plate 13. There are four anchor plates 13 in total. I-beam distribution beams 6 are provided on the upper two anchor plates 13, and corbel supports 10 are provided on the lower two anchor plates 13. Small lattice columns 9 are provided between I-beam distribution beams 6 and corbel supports 10. Tensile diagonal braces 7 connect the outer ends of I-beam distribution beams 6 and corbel supports 10. Tensile diagonal braces 7 are provided in the middle position of tensioning device 8. Channel steel load-bearing beams 5 are provided on the upper part of I-beam distribution beams 6, and floor deck 1 is provided on channel steel load-bearing beams 5.

[0045] The temporary diagonal bracing system is installed on one side of the I-beam main beam 14 for installing the cantilevered floor deck 1. An L-shaped connecting plate 17 is provided at the bottom of the upper flange of the I-beam main beam 14. An embedded arc-shaped diagonal brace support 21 is provided at the junction of the lower flange and the web on the same side. A temporary reinforcing diagonal brace 15 is provided on the part of the L-shaped connecting plate 17 that extends out of the I-beam main beam 14. The bottom of the temporary reinforcing diagonal brace 15 is provided with a multi-segment arc-shaped limiting groove 22 for the diagonal brace. An adjustable diagonal brace 20 is provided on the side of the groove 22 facing the I-beam main beam 14. The bottom end of the adjustable diagonal brace 20 is placed on the pre-embedded arc-shaped diagonal brace support 21 on the I-beam main beam 14. A horizontal connecting truss 18 is provided between adjacent temporary reinforcing diagonal braces 15. A truss arc-shaped support 19 is provided on both sides of the temporary reinforcing diagonal brace 15. The end of the horizontal connecting truss 18 is placed on the truss arc-shaped support 19 of the temporary reinforcing diagonal brace 15. The floor deck 1 is placed on the top surface of the temporary reinforcing diagonal brace 15.

[0046] The steel frame column 30 is provided with corner bracing connecting plates 31 at its four corners. A reinforcing angle steel 35 is provided between the two I-beam main beams 14. A double T-shaped corner brace 32 is provided between the reinforcing angle steel 35 and the corner bracing connecting plates 31. A grooved sleeve 33 is provided at the connection between the I-beam main beam 14 and the reinforcing angle steel. A foldable short support rod 34 is provided inside the grooved sleeve 33. A grout leakage prevention reinforcing plate 36 is provided between the two I-beam main beams 14.

[0047] The frame beam cable-stayed suspension system has a limiting short rib 41 on the lower flange of the upper I-beam main beam 39. A suspension auxiliary component 40 is fixed between the two limiting short ribs 41 by auxiliary fixing bolts 42. The lower part of the suspension auxiliary component 40 has a suspension reserved hole 43, and a steel strand 38 is installed in the suspension reserved hole 43. A floor deck 1 is installed on the I-beam main beam 14. A suspension reinforcing rib 37 is installed on the floor deck 1. A lifting ring connecting rib 47 is installed on the suspension reinforcing rib 37 at the corresponding position of the suspension auxiliary component 40. A lifting ring 46 is installed on the lifting ring connecting rib 47. One end of the steel strand 38 is connected to a basket pull rod 44. The end of the basket pull rod 44 is provided with a double C-shaped pull ring 45, which is connected to the lifting ring 46.

[0048] The beam-column bracing reinforcement system includes a gusseted column stirrup 51, which is mounted on the I-beam main beam 14. A tie-in I-beam base 52 is located at the bottom of the gusseted column stirrup 51. The tie-in I-beam base 52 and the gusseted column stirrup 51 are bolted together. A tie-in I-beam 54 is mounted on the tie-in I-beam base 52, and a lifting lug 55 is mounted on the tie-in I-beam 54. The lifting lug 55 is connected to the top of a lifting rope 50 via an upper turnbuckle 53. The bottom of the lifting rope 50 is... A turnbuckle 44 is provided, and a floor deck 1 is provided with a floor deck embedded lifting ring 48. The turnbuckle 44 is connected to the floor deck embedded lifting ring 48. A lower-bearing truss 56 is provided between the two tie-beams 54. A replaceable extension section 57 is provided in the middle of the lower-bearing truss 56. Truss support plates 58 are provided at both ends of the lower-bearing truss 56. A stiffening I-beam 59 is provided on the web of the tie-beam 54. The truss support plate 58 is installed on the stiffening I-beam 59 on the tie-beam 54.

[0049] Example 2

[0050] As another embodiment, this embodiment two proposes a large-span steel truss floor deck unsupported concrete pouring system based on embodiment one. Before pouring the floor deck 1, a standardized reserved pipeline box 24 is provided on the floor deck 1, and the steel bars of the floor deck 1 pass through the standardized reserved pipeline box 24.

[0051] The standardized pre-reserved pipeline box 24 is provided with side stiffening plates 23 on both sides, and pre-reserved steel bar through holes 28 at both ends. A removable cover plate 25 is provided on the top surface. Lifting rings 26 are provided at both ends of the removable cover plate 25. A counterweight block 27 is provided in the middle. A limit groove is provided on the outside of the counterweight block 27. The standardized pre-reserved pipeline box 24 has a cavity inside, and an airbag 29 is provided in the cavity.

[0052] It should be noted that the parts in this embodiment that are the same as or similar to those in Embodiment 1 can be referred to each other, and will not be repeated in this application.

[0053] Example 3

[0054] As another embodiment, this embodiment three proposes a construction method for a large-span steel truss floor slab unsupported concrete pouring system based on embodiments one and two. This includes the operation methods of the following: post-removal of corbel support system, temporary diagonal bracing system, standardized pre-reserved conduit boxes 24, beam-column joint reinforcement system, frame beam diagonal suspension system, and beam-column tie-in reinforcement system.

[0055] The technical operation method for the post-removal of corbel support frame floor deck joint treatment is as follows: Before the shear wall concrete is poured, the bent shear wall steel bars 4 are reserved and the anchor plates 13 are embedded simultaneously. After curing, the shear wall embedded sleeves 3 are installed. Then, the corbel support frame 10 is welded on the embedded anchor plates 13. Then, the small lattice column 9 is installed on the corbel support frame 10, and the I-beam distribution beam 6 is installed on the top surface of the small lattice column 9. Then, the tensionable diagonal brace 7 is installed, and the elevation is adjusted by the tensioning device 8. Finally, the floor deck 1 is installed.

[0056] The operation method of the temporary diagonal bracing system is as follows: Weld L-shaped connecting plates 17 onto the I-beam main beam 14, then install temporary reinforcing diagonal braces 15 on the L-shaped connecting plates 17, and install horizontal connecting trusses 18 on the truss arc supports 19 on both pairs of temporary reinforcing diagonal braces 15. Then install adjustable diagonal braces 20 on the pre-embedded arc diagonal brace supports 21 and adjust the elevation. Finally, hoist the floor deck 1.

[0057] Operation method of standardized pre-reserved pipe box: Install standardized pre-reserved pipe box 24 on floor deck 1, then put in airbag 29, install removable cover plate 25, place counterweight block 27, and finally inflate airbag and pour concrete.

[0058] Operation method of beam-column joint reinforcement system: Weld corner brace connecting plates 31 to the steel frame column 30, and pre-embed grooved sleeves 33 on the I-beam main beam 14. At the same time, install reinforcing angle steel 35, then install double T-shaped corner braces 32, and install foldable short struts 34 on both sides of the reinforcing angle steel 35. At the same time, install anti-grout leakage reinforcing plates 36 at the four upper corners.

[0059] Operation method of the frame beam cable-stayed suspension system: Install the suspension reinforcing bar 37 on the floor deck 1, install the lifting ring connecting bar on the suspension reinforcing bar, and install the lifting ring. Then install the floor deck 1, install the limiting short bar 41 on the upper main beam, then install the suspension auxiliary component 40 between the two limiting short bars 42, then install the steel strand 38 with the turnbuckle 44, and finally tie the upper layer of steel reinforcement on the floor deck 1 and pour concrete.

[0060] Operation method of beam-column tie reinforcement system: Install gusseted column stirrups 51 on the I-beam main beam 14 and install tie I-beams 54. Determine the length of replaceable extension section 57 according to the floor deck spacing and install it. Install the under-bearing truss 56 on the stiffening I-beams 59 inside the tie I-beams 54. Install the lifting rope in the pre-embedded lifting ring 48 of the floor deck. Install turnbuckles on the other end of the lifting rope and hook it to the pre-embedded lifting ring 48 of the floor deck.

[0061] The various embodiments in this specification are described in a progressive manner, with each embodiment focusing on the differences from other embodiments. The same or similar parts between the various embodiments can be referred to each other.

Claims

1. A large-span reinforced truss floor slab unsupported concrete casting system, characterized in that, This includes floor decking, shear walls, I-beam main beams, temporary diagonal bracing system, beam-column joint reinforcement system, frame beam diagonal suspension system, and beam-column tie-in reinforcement system; one side of the shear wall is equipped with a post-removal corbel support system for installing the floor decking, which includes an I-beam distribution beam, with corbel supports below the I-beam distribution beam, and shear wall reinforcement embedded sleeves are installed inside the shear wall corresponding to the floor decking; The floor decking is cantilevered on one side of the I-beam main beam by a temporary diagonal bracing system, or supported on the I-beam main beam. The beam-column joint reinforcement system is set at the intersection of the two I-beam main beams and the steel frame column. The beam-column tie-up reinforcement system is set above the I-beam main beam, and the beam-column tie-up reinforcement system is connected to the floor decking on both sides of the I-beam main beam by suspension ropes. Before the floor deck is poured, a standardized pre-installed conduit box is installed on the floor deck. The steel bars of the floor deck pass through the standardized pre-installed conduit box. The floor deck is connected to the upper I-beam main beam through the frame beam inclined suspension system. The shear wall is equipped with shear wall reinforcement bars, and the ends of the shear wall reinforcement bars are equipped with shear wall reinforcement bar embedded sleeves for connecting the post-tied reinforcement bars on the floor deck. Anchor plates are embedded in the shear wall, and embedded anchor rods are installed behind the anchor plates. There are four anchor plates in total. The upper two anchor plates are equipped with I-beam distribution beams, and the lower two anchor plates are equipped with corbel supports. Small lattice columns are set between the I-beam distribution beams and the corbel supports. Tensile diagonal braces connect the outer ends of the I-beam distribution beams and the corbel supports. Tensioning devices are set in the middle of the tensionable diagonal braces. Channel steel load-bearing beams are set on the upper part of the I-beam distribution beams, and floor decks are set on the channel steel load-bearing beams.

2. The unsupported concrete casting system for large-span reinforced truss floor slabs according to claim 1, characterized in that, The temporary diagonal bracing system is installed on one side of the I-beam main beam for installing the cantilevered floor deck. An L-shaped connecting plate is installed at the bottom of the upper flange of the I-beam main beam. A pre-embedded arc-shaped diagonal brace support is located at the junction of the lower flange and web on the same side. Temporary reinforcing diagonal braces are installed on the portion of the L-shaped connecting plate extending beyond the I-beam main beam. The bottom of the temporary reinforcing diagonal brace has a multi-segment arc-shaped limiting groove. An adjustable diagonal brace is installed on the side of the multi-segment arc-shaped limiting groove facing the I-beam main beam. The bottom end of the adjustable diagonal brace rests on the pre-embedded arc-shaped diagonal brace support on the I-beam main beam. A horizontal connecting truss is installed between adjacent temporary reinforcing diagonal braces. The truss arc supports are provided on both sides of the temporary reinforcing diagonal braces. The ends of the horizontal connecting trusses are set on the truss arc supports of the temporary reinforcing diagonal braces. The floor deck is placed on the top surface of the temporary reinforcing diagonal braces. Corner bracing connecting plates are set at the four corners of the steel frame columns. Reinforcing angle steel is set between the two I-beam main beams. Double T-shaped corner braces are set between the reinforcing angle steel and the corner bracing connecting plates. Grooved sleeves are set at the connection between the I-beam main beams and the reinforcing angle steel. Foldable short struts are set inside the grooved sleeves. Leakage-proof reinforcing plates are set between the two I-beam main beams.

3. The unsupported concrete casting system for large-span reinforced truss floor slabs according to claim 1, characterized in that, The standardized pre-reserved pipeline box is provided with side stiffening plates on both sides, and pre-reserved steel bar through holes at both ends. A removable cover plate is provided on the top surface, with lifting rings at both ends of the removable cover plate. A counterweight is provided in the middle, and a limit groove is provided on the outside of the counterweight. The standardized pre-reserved pipeline box is provided with a cavity inside, and an airbag is provided in the cavity.

4. The unsupported concrete casting system for large-span reinforced truss floor slabs according to claim 1, characterized in that, The aforementioned frame beam cable-stayed suspension system has limiting short ribs on the lower flange of the upper I-beam main beam. A suspension auxiliary component is fixed between two limiting short ribs using auxiliary fixing bolts. The lower part of the suspension auxiliary component has a suspension pre-drilled hole, into which a steel strand is installed. A floor deck is installed on the I-beam main beam, and suspension reinforcing ribs are installed on the floor deck. A lifting ring connecting rib is installed on the lifting reinforcing rib at a position corresponding to the suspension auxiliary component, and a lifting ring is installed on the lifting ring connecting rib. One end of the steel strand is connected to a turnbuckle, and the end of the turnbuckle has a double C-shaped pull ring, which is connected to the lifting ring.

5. The unsupported concrete casting system for large-span reinforced truss floor slabs according to claim 1, characterized in that, The beam-column bracing and reinforcement system includes a gusseted column stirrup, which is installed on the I-beam main beam. A tie-up I-beam base is located at the bottom of the gusseted column stirrup. The tie-up I-beam base and the gusseted column stirrup are connected by bolts. A tie-up I-beam is installed on the tie-up I-beam base, and a lifting lug is installed on the tie-up I-beam. The lifting lug is connected to the top of the lifting rope via an upper turnbuckle. A turnbuckle is installed at the bottom of the lifting rope. Embedded lifting rings are installed on the floor deck, and turnbuckles connect the embedded lifting rings. A lower-bearing truss is installed between the two tie-up I-beams. A replaceable extension section is installed in the middle of the lower-bearing truss. Truss support plates are installed at both ends of the lower-bearing truss. Stiffening I-beams are installed on the web of the tie-up I-beams, and the truss support plates are installed on the stiffening I-beams on the tie-up I-beams.

6. The construction method of the unsupported concrete pouring system for large-span reinforced truss floor slabs as described in any one of claims 1 to 5, characterized in that, This includes the operational methods for the following systems: post-removal corbel support system, temporary diagonal bracing system, standardized pre-installed conduit boxes, beam-column joint reinforcement system, frame beam diagonal suspension system, and beam-column tie-in reinforcement system. The construction method for dismantling the corbel support system is as follows: Shear wall reinforcement is pre-installed within the shear wall, bent towards the side where the floor slab is installed, and anchor plates are pre-embedded on the same side of the shear wall. After the shear wall is poured, pre-embedded sleeves are installed at the ends of the shear wall reinforcement. Corbel supports are then welded onto the pre-embedded anchor plates. Small lattice columns are then installed on the corbel supports, and I-beam distribution beams are installed on the top surface of the small lattice columns. The I-beam distribution beams are fixed to the pre-embedded anchor plates. Tensile bracing is then installed between the corbel supports and the I-beam distribution beams, and the elevation is adjusted using a tensioning device. Finally, the floor slab is installed.

7. The construction method of the large-span reinforced truss floor slab unsupported concrete casting system according to claim 6, characterized in that, The operation method of the standardized pre-reserved pipeline box is as follows: the standardized pre-reserved pipeline box is installed on the floor deck, the steel bars of the floor deck pass through the standardized pre-reserved pipeline box, the airbag is put into the box from the top, the removable cover is installed, the counterweight is placed on the removable cover, and finally the airbag is inflated and the concrete of the floor deck is poured.

8. The construction method of the large-span reinforced truss floor slab unsupported concrete pouring system according to claim 6, characterized in that, The operation method of the frame beam cable-stayed suspension system is as follows: install suspension reinforcing bars on the steel bars of the floor deck, install lifting ring connecting bars on the suspension reinforcing bars, and install lifting rings. Then install the floor deck, install limiting short bars on the upper I-beam main beam, then install suspension auxiliary components between the two limiting short bars, then install steel strand connecting rings and suspension auxiliary components, and finally tie the upper steel bars of the floor deck and pour concrete.

9. The construction method of the large-span reinforced truss floor slab unsupported concrete pouring system according to claim 6, characterized in that, The operation method of the beam-column tie reinforcement system is as follows: Install the stirrups of the lacing column on the I-beam main beam and install the tie I-beam. Set the under-bearing truss between the two tie I-beams. The under-bearing truss has a replaceable extension section in the middle. The length of the replaceable extension section is determined according to the floor deck spacing and installed. Install the under-bearing truss on the stiffening I-beam inside the tie I-beam. Set the floor deck embedded lifting ring on the floor deck. Set the lifting lug on the tie I-beam. The lifting lug is connected to the lifting rope. The other end of the lifting rope is installed with a turnbuckle and hooked to the floor deck embedded lifting ring on the floor deck.

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