Steel bar truss and steel bar framework for super-thick floor slab of nuclear power plant

Abstract

The invention provides a steel bar truss and a steel bar framework for a super-thick floor slab of a nuclear power plant. The offset steel bar truss comprises an upper chord steel bar, a first lower chord steel bar, a second lower chord steel bar, a vertical web member steel bar and an inclined web member steel bar. The vertical web member steel bars and the inclined web member steel bars are in regular wave shapes, the wave crest ends of the vertical web member steel bars are welded to the upper chord steel bars, and the wave trough ends of the vertical web member steel bars are welded to the first lower chord steel bars. The wave crest ends of the inclined web member steel bars are welded with the upper chord steel bars, and the wave trough ends of the inclined web member steel bars are welded with the second lower chord steel bars; the cross section among the upper chord steel bar, the first lower chord steel bar and the second lower chord steel bar is in a right triangle shape. The method has the beneficial effects that the offset steel bar trusses can ensure that horizontal projections of the upper chord steel bars and the first lower chord steel bars coincide, the floor slab steel bar outlet distance is not reduced, and the integrated steel bar framework can be integrally hoisted and located conveniently.

Description

Technical Field

[0001] The invention relates to the field of steel bar trusses, in particular to a steel bar truss and a steel bar skeleton used for ultra-thick floor slabs of nuclear power plants. Background Art

[0002] At present, the concrete structure of nuclear power projects generally adopts cast-in-place reinforced concrete, and a large number of reinforcement engineering, formwork engineering and cast-in-place concrete engineering operations are required on site. The floor slabs of nuclear power plants are thick, heavy, the structural layers are tall, and the available construction space is small. When using the traditional cast-in-place method, there are the following prominent problems: 1) Large equipment needs to be in place before the floor slab construction and is close to the wall. The available construction space under the floor slab is limited, which makes it difficult to set up the traditional formwork and temporary support system. 2) The structural layer is tall and the construction load is large. When using the traditional formwork and temporary support system, the slenderness ratio of the support is not easy to meet the safety requirements; in order to ensure construction safety, the temporary support materials used are large in amount and complex in structure, resulting in high construction measures and hidden dangers in construction safety. 3) When using the traditional cast-in-place construction method, the formwork and temporary support operations are large, the on-site steel bar binding workload is large, and there are problems such as long construction period, large labor demand, material waste and serious environmental pollution.

[0003] In order to solve the above-mentioned construction technology problems of ultra-thick concrete slabs, nuclear power projects have tried to adopt some formwork-free slab technologies, including Half-SC slab technology, corrugated steel plate slab technology and prefabricated composite slab slab technology. 1) Half-SC slab technology uses steel plates as bottom forms, and welds I-shaped steel beams on the top of the steel plates to increase the rigidity of the bottom forms, so as to achieve formwork-free and support-free construction. This technology is suitable for areas with large spans. It uses steel structures to form a construction platform that does not require dismantling, consumes a lot of steel, has a large amount of welding, and has high material costs and later maintenance costs. 2) Corrugated steel plate slab technology is a mature technology, but it is inconvenient to set up reserved holes and embedded parts, which affects the indoor net height, the bottom of the slab is uneven, and the applicability of the two-way slab is poor. 3) Prefabricated composite slab technology uses the bottom plate of the composite slab as a bottom formwork that does not require dismantling, and can achieve support-free construction for areas with smaller spans. The common feature of the above technologies is that they solve the problems of formwork and support based on existing technologies. The steel bars of the floor slabs still need to be tied and connected on site. Overall, there are the following shortcomings: 1) The amount of on-site steel bar engineering is large, the construction period is long, the labor demand is large, and the degree of industrialization is still relatively low; 2) The formwork-free technology is not universal and has many limitations, and it cannot form a universal technology in the industry; 3) Although the formwork and support problems have been solved, the cost is high and it is not convenient for promotion and application.

[0004] The steel truss integrated module system is a new technology that draws on the industrialization concept of general industry and civil buildings, and combines the characteristics of ultra-thick floor slabs in nuclear power projects. The proposed new floor slab formwork-free technology can improve the construction efficiency in the field of civil construction of nuclear power projects and promote the industrialization level of civil construction of nuclear power projects. However, the upper and lower chord steel bars of traditional steel trusses are misaligned, which reduces the spacing of the floor slab reinforcement by half, making it easy to collide with the wall reinforcement, greatly increasing the difficulty of the overall hoisting construction of the integrated module, and restricting the development and application of this technology. Summary of the invention

[0005] The technical problem to be solved by the present invention is to provide a steel truss and steel skeleton for ultra-thick floors of nuclear power plants, aiming to solve the problem of misalignment of upper and lower chord steel bars of traditional steel trusses, which reduces the spacing between floor reinforcement bars by half and causes collision with wall reinforcement bars.

[0006] In order to solve the above technical problems, the technical solution adopted by the present invention is: an offset steel bar truss for super-thick floor slabs of nuclear power plants, comprising: an upper chord steel bar, a first lower chord steel bar, a second lower chord steel bar, a vertical web bar steel bar and an inclined web bar steel bar; the vertical web bar steel bar and the inclined web bar steel bar are both in regular waveforms, the crest end of the vertical web bar steel bar is welded to the upper chord steel bar, and the trough end of the vertical web bar steel bar is welded to the first lower chord steel bar; the crest end of the inclined web bar steel bar is welded to the upper chord steel bar, and the trough end of the inclined web bar steel bar is welded to the second lower chord steel bar; the cross-section between the upper chord steel bar, the first lower chord steel bar and the second lower chord steel bar is in a right triangle.

[0007] Furthermore, the crests of the vertical web reinforcements are aligned with the crests of the inclined web reinforcements, and the troughs of the vertical web reinforcements are aligned with the troughs of the inclined web reinforcements.

[0008] Furthermore, in the cross-section between the upper chord steel bars, the first lower chord steel bars and the second lower chord steel bars, the vertical web member steel bars connecting the upper chord steel bars and the first lower chord steel bars are the first right-angled side, the line between the first lower chord steel bars and the second lower chord steel bars is the second right-angled side, and the inclined web member steel bars between the upper chord steel bars and the second lower chord steel bars are the hypotenuse.

[0009] The present invention also provides a steel skeleton for super-thick floors of nuclear power plants, comprising: the offset steel trusses as described above, wherein a plurality of offset steel trusses are arranged in parallel to form a rectangular array, the top of the offset steel trusses is provided with top transverse horizontal steel bars to fix the tops of the plurality of offset steel trusses together, and the bottom of the offset steel trusses is provided with bottom transverse horizontal steel bars to fix the bottoms of the plurality of offset steel trusses together.

[0010] Furthermore, additional upper chord steel bars are provided between adjacent upper chord steel bars, and the upper chord steel bars and the additional upper chord steel bars are parallel to each other.

[0011] The present invention also provides a plane steel truss for ultra-thick floors of nuclear power plants, comprising: upper chord steel bars, web steel bars and lower chord steel bars; the web steel bars are in a regular waveform, one end of the web steel bars at the wave crest is welded to the upper chord steel bars, and one end of the web steel bars at the wave trough is welded to the lower chord steel bars.

[0012] Furthermore, the upper chord steel bars and the lower chord steel bars are respectively welded on the same side of the web member steel bars.

[0013] The present invention also provides a steel skeleton for ultra-thick floors of nuclear power plants, comprising: the plane steel truss as described above, a plurality of plane steel trusses are arranged in parallel to form a rectangular array, the top of the plane steel truss is provided with a top transverse horizontal steel bar to fix the tops of the plurality of plane steel trusses together, and the bottom of the plane steel truss is provided with a bottom transverse horizontal steel bar to fix the bottoms of the plurality of plane steel trusses together.

[0014] Furthermore, transverse edge-sealed plane steel bar trusses are provided at both ends of the plane steel bar truss.

[0015] The present invention also provides a wound flat steel truss for ultra-thick floors of nuclear power plants, comprising: upper chord steel bars and lower chord steel bars, wherein the upper chord steel bars and the lower chord steel bars are parallel to each other, and web steel bars are wound between the upper chord steel bars and the lower chord steel bars, and the web steel bars are respectively fixed to the upper chord steel bars and the lower chord steel bars.

[0016] Furthermore, the web reinforcement is fixed to the upper chord reinforcement and the lower chord reinforcement by means of binding wires respectively.

[0017] The present invention also provides a steel skeleton for ultra-thick floors of nuclear power plants, comprising: the wrapped plane steel truss as described above, a plurality of wrapped plane steel trusses are arranged in parallel to form a rectangular array, the top of the wrapped plane steel truss is provided with a top transverse horizontal steel bar to fix the tops of the plurality of wrapped plane steel trusses together, and the bottom of the wrapped plane steel truss is provided with a bottom transverse horizontal steel bar to fix the bottoms of the plurality of wrapped plane steel trusses together.

[0018] Furthermore, transverse edge-sealed wrapped plane steel bar trusses are provided at both ends of the wrapped plane steel bar truss.

[0019] The beneficial effects of the present invention are:

[0020] Firstly, the offset steel bar truss can ensure that the horizontal projection of the upper chord steel bar coincides with the first lower chord steel bar, without reducing the spacing between the reinforcement bars of the floor slab, and facilitates the overall lifting and placement of the integrated steel bar skeleton; the offset steel bar truss can be automatically mass-produced in the workshop and then transported to the construction site for assembly, which improves production efficiency, controls construction quality, and saves labor costs and on-site management costs.

[0021] The second aspect: the plane steel truss can ensure that the horizontal projections of the upper and lower chord steel bars coincide with each other, without reducing the spacing between the reinforcement bars of the floor slab, which facilitates the overall lifting and placement of the integrated steel skeleton; the out-of-plane stiffness of the plane steel truss is extremely small, and the transverse edge-sealed plane steel trusses set at the head and tail of the integrated steel skeleton supplement its lateral stiffness, so that the steel skeleton forms a whole that can bear force, thereby improving the overall stiffness of the steel skeleton.

[0022] The third aspect: the wrapped plane steel truss can ensure that the horizontal projections of the upper chord steel bars coincide with the lower chord steel bars, without reducing the spacing between the floor slab reinforcement bars, making it easy to hoist and place the integrated steel skeleton as a whole; the wrapped plane steel truss has extremely small out-of-plane stiffness, and the transverse edge-sealed wrapped plane steel trusses set at the head and tail of the integrated steel skeleton supplement its lateral stiffness, so that the steel skeleton forms a whole that can bear force, thereby improving the overall stiffness of the steel skeleton. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on the mechanisms shown in these drawings without paying any creative work.

[0024] Figure 1 It is a schematic diagram of the three-dimensional structure of the offset steel bar truss according to an embodiment of the present invention;

[0025] Figure 2 It is a schematic diagram of the side structure of the offset steel bar truss according to an embodiment of the present invention;

[0026] Figure 3 A schematic diagram of a three-dimensional structure of a steel bar skeleton based on an offset steel bar truss according to an embodiment of the present invention;

[0027] Figure 4 It is a schematic diagram of the three-dimensional structure of a plane steel bar truss according to an embodiment of the present invention;

[0028] Figure 5 A schematic diagram of a three-dimensional structure of a steel bar skeleton based on a plane steel bar truss according to an embodiment of the present invention;

[0029] Figure 6 It is a schematic diagram of the side structure based on the plane steel bar truss according to an embodiment of the present invention;

[0030] Figure 7 It is a schematic diagram of the three-dimensional structure of a wound-type plane steel bar truss according to an embodiment of the present invention;

[0031] Figure 8It is a schematic diagram of a three-dimensional structure of a steel bar skeleton based on a winding type plane steel bar truss according to an embodiment of the present invention;

[0032] Fig. 9 It is a schematic diagram of the side structure of a winding plane steel bar truss according to an embodiment of the present invention;

[0033] Among them, 10, offset steel bar truss; 11, upper chord steel bar; 12, first lower chord steel bar; 13, second lower chord steel bar; 14, vertical web bar steel bar; 15, inclined web bar steel bar; 16, top transverse horizontal steel bar; 17, bottom transverse horizontal steel bar; 18, additional upper chord steel bar;

[0034] 20. Plane steel bar truss; 21. Upper chord steel bar; 22. Lower chord steel bar; 23. Web bar steel bar; 24. Top transverse horizontal steel bar; 25. Bottom transverse horizontal steel bar; 26. Transverse edge-sealed plane steel bar truss;

[0035] 30. Wrapped flat steel bar truss; 31. Upper chord steel bars; 32. Lower chord steel bars; 33. Web bar steel bars; 34. Tie wire; 35. Top transverse horizontal steel bars; 36. Bottom transverse horizontal steel bars; 37. Transverse edge-sealed wrapped flat steel bar truss. DETAILED DESCRIPTION

[0036] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0037] It should be noted that the descriptions of "first", "second", etc. in the present invention are only for descriptive purposes and cannot be understood as indicating or implying their relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first" and "second" may explicitly or implicitly include at least one of the features. In addition, the technical solutions between the various embodiments can be combined with each other, but they must be based on the ability of ordinary technicians in the field to implement them. When the combination of technical solutions is contradictory or cannot be implemented, it should be deemed that such a combination of technical solutions does not exist and is not within the scope of protection required by the present invention.

[0038] The embodiments of the present invention are:

[0039] like Figure 1-Figure 3As shown, an offset steel bar truss 10 for super-thick floor slabs of a nuclear power plant comprises: an upper chord steel bar 11, a first lower chord steel bar 12, a second lower chord steel bar 13, a vertical web bar steel bar 14 and an inclined web bar steel bar 15; the vertical web bar steel bar 14 and the inclined web bar steel bar 15 are both in regular waveforms, a wave crest end of the vertical web bar steel bar 14 is welded to the upper chord steel bar 11, and a wave trough end of the vertical web bar steel bar 14 is welded to the first lower chord steel bar 12; a wave crest end of the inclined web bar steel bar 15 is welded to the upper chord steel bar 11, and a wave trough end of the inclined web bar steel bar 15 is welded to the second lower chord steel bar 13; a cross section between the upper chord steel bar 11, the first lower chord steel bar 12 and the second lower chord steel bar 13 is in a right triangle.

[0040] Furthermore, the wave crests of the vertical web reinforcement bars 14 are aligned with the wave crests of the inclined web reinforcement bars 15 , and the wave troughs of the vertical web reinforcement bars 14 are aligned with the wave troughs of the inclined web reinforcement bars 15 .

[0041] Furthermore, in the cross-section between the upper-chord steel bar 11, the first lower-chord steel bar 12 and the second lower-chord steel bar 13, the vertical web steel bar 14 connecting the upper-chord steel bar 11 and the first lower-chord steel bar 12 is the first right-angled side, the connecting line between the first lower-chord steel bar 12 and the second lower-chord steel bar 13 is the second right-angled side, and the inclined web steel bar 15 between the upper-chord steel bar 11 and the second lower-chord steel bar 13 is the hypotenuse.

[0042] In this embodiment, the relationship between the upper chord steel bar 11, the first lower chord steel bar 12 and the second lower chord steel bar 13 is a right triangle, which can ensure that the horizontal projections of the upper chord steel bar 11 and the first lower chord steel bar 12 coincide with each other, without reducing the spacing between the reinforcement bars of the floor slab, and facilitate the overall lifting and placement of the integrated steel skeleton; the offset steel bar truss 10 is centrally produced in the workshop by automated resistance spot welding equipment, which can improve production efficiency; the vertical web bars 14 and the inclined web bars 15 are standard parts produced according to the designed pitch and height to ensure that the peaks and troughs of multiple offset steel bar trusses 10 arranged in parallel can be aligned, which is convenient for the subsequent installation of transverse steel bars.

[0043] Embodiment 2:

[0044] like Figure 1-Figure 3 As shown, a steel skeleton for super-thick floors of nuclear power plants comprises: the offset steel trusses 10 as described above, a plurality of offset steel trusses 10 are arranged in parallel to form a rectangular array, the top of the offset steel trusses 10 are provided with top transverse horizontal steel bars 16 to fix the tops of the plurality of offset steel trusses 10 together, and the bottom of the offset steel trusses 10 are provided with bottom transverse horizontal steel bars 17 to fix the bottoms of the plurality of offset steel trusses 10 together.

[0045] Furthermore, additional upper-chord steel bars 18 are provided between adjacent upper-chord steel bars 11 , and the upper-chord steel bars 11 and the additional upper-chord steel bars 18 are parallel to each other.

[0046] In this embodiment, the intersections between the top transverse horizontal steel bars 16, the bottom transverse horizontal steel bars 17, the additional upper chord steel bars 18 and the offset steel bar truss 10 are fixed by tying wires, and snap-on components can also be used instead of tying wires; by adding the upper chord steel bars 18, the stability of the entire steel skeleton can be improved, allowing it to withstand greater loads.

[0047] Embodiment three:

[0048] like Figure 4-Figure 6 As shown, a plane steel truss 20 for ultra-thick floors of nuclear power plants comprises: an upper chord steel bar 21, a web steel bar 23 and a lower chord steel bar 22; the web steel bar 23 is in a regular wave shape, the crest end of the web steel bar 23 is welded to the upper chord steel bar 21, and the trough end of the web steel bar 23 is welded to the lower chord steel bar 22.

[0049] Furthermore, the upper chord steel bars 21 and the lower chord steel bars 22 are respectively welded to the same side of the web bar steel bars 23, and the welding is carried out by resistance spot welding.

[0050] In this embodiment, the plane steel bar truss 20 can ensure that the horizontal projections of the upper chord steel bars 21 and the lower chord steel bars 22 coincide with each other without reducing the spacing between the reinforcement bars of the floor slab, thus facilitating the overall hoisting and placement of the integrated steel bar skeleton.

[0051] Embodiment 4:

[0052] like Figure 4-Figure 6 As shown, a steel skeleton for ultra-thick floors of nuclear power plants comprises: the plane steel trusses 20 as described above, a plurality of plane steel trusses 20 are arranged in parallel to form a rectangular array, top transverse horizontal steel bars 24 are provided at the top of the plane steel trusses 20 to fix the tops of the plurality of plane steel trusses 20 together, and bottom transverse horizontal steel bars 25 are provided at the bottom of the plane steel trusses 20 to fix the bottoms of the plurality of plane steel trusses 20 together.

[0053] Furthermore, transverse edge-sealed plane steel bar trusses 26 are provided at both ends of the plane steel bar truss 20 .

[0054] In this embodiment, the intersections between the top transverse horizontal steel bars 24, the bottom transverse horizontal steel bars 25, and the plane steel bar trusses 20 are fixed by tying wires, and snap-on components can also be used instead of tying wires; transverse edge-sealed plane steel bar trusses 26 are provided at both ends of the plane steel bar trusses 20, and the plane steel bar trusses 20 are fixed by welding; the out-of-plane stiffness of the plane steel bar trusses 20 is extremely small, and the transverse edge-sealed plane steel bar trusses 26 provided at the head and tail of the integrated steel bar skeleton supplement its lateral stiffness, so that the steel bar skeleton forms a whole that can bear force, thereby improving the overall stiffness of the steel bar skeleton; the transverse edge-sealed plane steel bar trusses 26 can be replaced by other components that can provide lateral stiffness, such as welded lattice plane trusses, welded lattice steel cages, perforated steel plate tooling, etc.

[0055] Embodiment five:

[0056] like Figure 7-Figure 9 As shown, a wound plane steel bar truss 30 for ultra-thick floors of nuclear power plants includes: an upper chord steel bar 31 and a lower chord steel bar 32, wherein the upper chord steel bar 31 and the lower chord steel bar 32 are parallel to each other, and a web bar 33 is wound between the upper chord steel bar 31 and the lower chord steel bar 32, and the web bar 33 is respectively fixed to the upper chord steel bar 31 and the lower chord steel bar 32. The web bar is spirally wound around the outer sides of the upper chord steel bar and the lower chord steel bar.

[0057] Furthermore, at the nodes, the web reinforcement 33 is fixed to the upper chord reinforcement 31 and the lower chord reinforcement 32 by means of tie wires 34 .

[0058] In this embodiment, the wrapped plane steel bar truss 30 can ensure that the horizontal projections of the upper chord steel bars 31 and the lower chord steel bars 32 coincide with each other without reducing the spacing between the reinforcement bars of the floor slab, thus facilitating the overall hoisting and placement of the integrated steel bar skeleton.

[0059] Embodiment six:

[0060] like Figure 7-Figure 9 As shown, a steel skeleton for ultra-thick floors of nuclear power plants comprises: the wrapped plane steel trusses 30 as described above, a plurality of wrapped plane steel trusses 30 are arranged in parallel to form a rectangular array, the top of the wrapped plane steel trusses 30 are provided with top transverse horizontal steel bars 35 to fix the tops of the plurality of wrapped plane steel trusses 30 together, and the bottom of the wrapped plane steel trusses 30 are provided with bottom transverse horizontal steel bars 36 to fix the bottoms of the plurality of wrapped plane steel trusses 30 together.

[0061] Furthermore, transverse edge-sealed wrapped planar steel bar trusses 37 are provided at both ends of the wrapped planar steel bar trusses 30 .

[0062] In this embodiment, the intersection of the top transverse horizontal steel bars 35, the bottom transverse horizontal steel bars 36, and the wrapped plane steel bar truss 30 is fixed by a wire tie 34, and a snap-on assembly can also be used to replace the wire tie 34; transverse edge-sealed wrapped plane steel bar trusses 37 are provided at both ends of the wrapped plane steel bar truss 30, and the wrapped plane steel bar trusses 30 are fixed by welding; the wrapped plane steel bar truss 30 has extremely small out-of-plane stiffness, and the transverse edge-sealed wrapped plane steel bar trusses 37 provided at the head and tail of the integrated steel bar skeleton supplement its lateral stiffness, so that the steel bar skeleton forms a whole that can bear force, thereby improving the overall stiffness of the steel bar skeleton; the transverse edge-sealed wrapped plane steel bar truss 37 can be replaced by other components that can provide lateral stiffness, such as welded lattice plane trusses, welded lattice steel cages, perforated steel plate tooling, etc.

[0063] The above descriptions are merely embodiments of the present invention and are not intended to limit the patent scope of the present invention. Any equivalent structure or equivalent process transformation made using the contents of the present invention specification and drawings, or directly or indirectly applied in other related technical fields, are also included in the patent protection scope of the present invention.

Claims

1. An offset steel bar truss for ultra-thick floor slabs in nuclear power plants, characterized in that: include: Upper chord steel bars, first lower chord steel bars, second lower chord steel bars, vertical web bar steel bars and inclined web bar steel bars; the vertical web bar steel bars and inclined web bar steel bars are all in regular waveforms, the crest end of the vertical web bar steel bars is welded to the upper chord steel bars, and the trough end of the vertical web bar steel bars is welded to the first lower chord steel bars; the crest end of the inclined web bar steel bars is welded to the upper chord steel bars, and the trough end of the inclined web bar steel bars is welded to the second lower chord steel bars; the cross section between the upper chord steel bars, the first lower chord steel bars and the second lower chord steel bars is in a right triangle.

2. The offset steel bar truss for super-thick floor slabs of a nuclear power plant as claimed in claim 1, characterized in that: The crests of the vertical web reinforcements are aligned with the crests of the inclined web reinforcements, and the troughs of the vertical web reinforcements are aligned with the troughs of the inclined web reinforcements.

3. The offset steel bar truss for super-thick floor slabs of a nuclear power plant as claimed in claim 1, characterized in that: In the cross section between the upper chord steel bars, the first lower chord steel bars and the second lower chord steel bars, the vertical web bar connecting the upper chord steel bars and the first lower chord steel bars is the first right angle side, the line between the first lower chord steel bars and the second lower chord steel bars is the second right angle side, and the inclined web bar between the upper chord steel bars and the second lower chord steel bars is the hypotenuse.

4. A steel reinforcement frame for ultra-thick floor slabs in nuclear power plants, characterized in that: include: According to the offset steel bar truss as described in any one of claims 1 to 3, a plurality of offset steel bar trusses are arranged in parallel to form a rectangular array, a top transverse horizontal steel bar is provided at the top of the offset steel bar truss to fix the tops of the plurality of offset steel bar trusses, and a bottom transverse horizontal steel bar is provided at the bottom of the offset steel bar truss to fix the bottoms of the plurality of offset steel bar trusses.

5. The steel reinforcement skeleton for super-thick floor slabs of a nuclear power plant as claimed in claim 4, characterized in that: Additional upper chord steel bars are arranged between adjacent upper chord steel bars, and the upper chord steel bars and the additional upper chord steel bars are parallel to each other.

6. A plane steel bar truss for ultra-thick floor slabs in nuclear power plants, characterized in that: include: Upper chord steel bars, web bar steel bars and lower chord steel bars; the web bar steel bars are in regular waveforms, one end of the wave crest of the web bar steel bars is welded to the upper chord steel bars, and one end of the wave trough of the web bar steel bars is welded to the lower chord steel bars.

7. The plane steel bar truss for super-thick floor slabs of a nuclear power plant as claimed in claim 6, characterized in that: The upper chord steel bars and the lower chord steel bars are respectively welded on the same side of the web bar steel bars.

8. A steel reinforcement frame for ultra-thick floor slabs in nuclear power plants, characterized in that: include: According to the plane steel bar truss as described in claim 6 or 7, a plurality of plane steel bar trusses are arranged in parallel to form a rectangular array, the top of the plane steel bar truss is provided with a top transverse horizontal steel bar to fix the top of the plurality of plane steel bar trusses, and the bottom of the plane steel bar truss is provided with a bottom transverse horizontal steel bar to fix the bottom of the plurality of plane steel bar trusses.

9. The steel reinforcement skeleton for super-thick floor slabs of a nuclear power plant as claimed in claim 8, characterized in that: Both ends of the plane steel bar truss are provided with transverse edge-sealed plane steel bar trusses.

10. A wound-type plane steel bar truss for ultra-thick floor slabs of nuclear power plants, characterized in that: include: The upper chord steel bars and the lower chord steel bars are parallel to each other, a web bar is wound between the upper chord steel bars and the lower chord steel bars, and the web bar is respectively fixed to the upper chord steel bars and the lower chord steel bars.

11. The wound-type plane steel bar truss for super-thick floor slabs of a nuclear power plant as claimed in claim 10, characterized in that: The web bar reinforcement is fixed to the upper chord reinforcement and the lower chord reinforcement by means of binding wires respectively.

12. A steel reinforcement frame for ultra-thick floor slabs in nuclear power plants, characterized in that: include: According to the wrapped flat steel bar truss as described in claim 10 or 11, a plurality of wrapped flat steel bar trusses are arranged in parallel to form a rectangular array, a top transverse horizontal steel bar is provided at the top of the wrapped flat steel bar truss to fix the tops of the plurality of wrapped flat steel bar trusses, and a bottom transverse horizontal steel bar is provided at the bottom of the wrapped flat steel bar truss to fix the bottoms of the plurality of wrapped flat steel bar trusses.

13. The steel reinforcement skeleton for super-thick floor slabs of a nuclear power plant as claimed in claim 12, characterized in that: Both ends of the wrapped plane steel bar truss are provided with transverse edge-sealed wrapped plane steel bar trusses.

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