Steel bar truss floor support plate structure

Abstract

The utility model relates to a steel bar truss floor support plate structure which comprises an upper chord rib, a lower chord rib and web member steel bars arranged between the upper chord rib and the lower chord rib, the upper chord rib is arranged at the top end of the lower chord rib, the upper chord rib and the lower chord rib are arranged in a triangular structure, and the web member steel bars are symmetrically arranged on the two sides of the upper chord rib in the length direction. Arc-shaped ends are arranged at the top ends of the web member steel bars, L-shaped ends are arranged at the bottom ends of the web member steel bars, the included angle of the arc-shaped ends is alpha and abut against the upper chord rib, the included angle of the L-shaped ends is beta and abut against the lower chord rib, the bottom ends of the L-shaped ends abut against the bottom die steel plate, and support vertical steel bars are fixedly connected between the two ends of the upper chord rib and the bottom die steel plate respectively. And the top ends of the support vertical reinforcements and the lower chord reinforcements are fixedly connected with the two ends of the web member reinforcements. The steel bar truss floor support plate structure has the advantages that safety and stability are improved, assembly is convenient, the construction period is shortened, efficiency is improved, labor is reduced, and economical efficiency is improved.

Description

Technical Field

[0001] The utility model relates to the technical field of building engineering, in particular to a steel bar truss floor deck structure. Background Art

[0002] At present, the steel truss floor decking used in construction projects has achieved mechanized production, which is conducive to uniform spacing of steel bars and consistent thickness of concrete protective layer, and improves the construction quality of the floor slab; prefabricated steel truss floor decking can significantly reduce the amount of on-site steel bar binding work, facilitate transportation, install quickly, speed up construction progress, and achieve civilized construction. However, when the construction live load is large (such as the use of large-load equipment such as ground pumps and leveling machines), the upper and lower chords of the steel truss floor decking need to be welded to the connecting bars at the non-frame beam position during the construction stage, which requires the processing of a large number of connecting bars on the construction site and costs a lot of manual welding; the number of welding points is large, and the operation level of on-site workers varies, which will bring certain safety risks and potential safety hazards when pouring concrete later.

[0003] To this end, we have developed a steel truss floor deck structure to solve the above problems. Utility Model Content

[0004] The utility model aims to overcome the deficiencies of the prior art and to provide a steel truss floor deck structure, which has the advantages of improving safety and stability, facilitating assembly, shortening construction period, improving efficiency, reducing labor, and improving economy.

[0005] To achieve the above-mentioned purpose, the technical solution adopted by the utility model is: a steel truss floor deck structure, comprising an upper chord, multiple lower chords and multiple web bars, the upper chord is arranged at the top of the lower chord, and is arranged in an isosceles triangle structure with the lower chord, the web bars are symmetrically arranged on both sides of the length direction of the upper chord, the web bars are provided with an arc-shaped end at the top of the web bars, and an L-shaped end at the bottom, the angle of the arc-shaped end is α, and it abuts the upper chord, the angle of the L-shaped end is β, and it abuts the lower chord, the bottom end of the L-shaped end abuts a bottom formwork steel plate, a support vertical steel bar is fixedly connected between the two ends of the upper chord and the bottom formwork steel plate, the support vertical steel bar and the two ends of the lower chord are respectively fixedly connected to a support horizontal steel bar, and the top end is fixedly connected to the two ends of the web bars, and concrete is poured between the upper chord and the lower chord.

[0006] Preferably, the angle α is in the range of 95°≤α≤100°.

[0007] Preferably, the angle β is in the range of 95°≤β≤100°.

[0008] Preferably, the angle α is the same as the angle β.

[0009] Preferably, a first lap end is provided at one end of the upper chord, and an inner end of the first lap end is fixedly connected to the top end of the vertical reinforcement of the support.

[0010] Preferably, a second overlapping end is provided at one end of the lower chord, and the length of the second overlapping end is smaller than the length of the first overlapping end.

[0011] Preferably, a non-frame beam is vertically fixedly connected between the two steel bar truss floor deck structures.

[0012] Preferably, the shortest distance between the outer end of the first lap end and the non-frame beam is L1.

[0013] Preferably, the shortest distance between the non-frame beam and the outer end of the second lap end is L2.

[0014] Preferably, a plurality of distribution bars are equally spaced through the web reinforcement, and the distribution bars are respectively vertically fixedly connected to the upper chord bars and the lower chord bars.

[0015] Due to the application of the above technical solution, the utility model has the following advantages compared with the prior art:

[0016] 1. Through innovative design, the safety and stability of the steel bar connection nodes of the steel truss floor deck in the non-frame beam position are improved; the structure is simplified, the operation is convenient and fast, and the construction period is effectively shortened and the work efficiency is improved.

[0017] 2. By extending the upper and lower chords of the steel truss floor deck to replace the connecting bars in non-frame beam positions, the processing and use of steel bars can be reduced, and the amount of steel bar welding and welding labor can also be reduced, thereby improving the overall economy of the project. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] Figure 1 It is a structural schematic diagram of the steel bar truss floor deck structure described in the utility model.

[0019] Figure 2 It is a structural schematic diagram of the steel bar truss floor deck structure described in the utility model after the non-frame beam is constructed.

[0020] Figure 3 It is a structural schematic diagram of the steel bar truss floor deck structure after installation according to the utility model. DETAILED DESCRIPTION

[0021] The utility model is further described in detail below in conjunction with the accompanying drawings and specific embodiments.

[0022] Figures 1 to 3In the invention, a steel truss floor deck structure includes an upper chord 10, a plurality of lower chords 20 and a plurality of web bars 40. The upper chord 10 is arranged at the top of the lower chord 20 and is arranged in an isosceles triangle structure with the lower chord 20. At this time, after pouring concrete, the space is subjected to uniform force. The web reinforcement bars 40 are symmetrically arranged on both sides of the length direction of the upper chord bar 10, and the top of the web reinforcement bar 40 is provided with an arc-shaped end 41, and the bottom is provided with an L-shaped end 42, the included angle of the arc-shaped end 41 is α, and it abuts the upper chord bar 10, the included angle of the L-shaped end 42 is β, and it abuts the lower chord bar 20, and the bottom end of the L-shaped end 42 abuts a bottom mold steel plate 30, and a support vertical reinforcement bar 50 is fixedly connected between the two ends of the upper chord bar 10 and the bottom mold steel plate 30, respectively, and a support horizontal reinforcement bar 60 is fixedly connected between the two ends of the support vertical reinforcement 50 and the lower chord bar 20, and the top is fixedly connected to the two ends of the web reinforcement bar 40, and concrete 100 is poured between the upper chord bar 10 and the lower chord bar 20. The outer diameter of the web reinforcement bar 40 is not less than 4mm.

[0023] The range of angle α is 95°≤α≤100°, and α is preferably 95°, 98° or 100°. The range of angle β is 95°≤β≤100°, and β is preferably 95°, 98° or 100°. The angle α is the same as the angle β, and is preferably 98°. In this case, the amount of web reinforcement 40 used is reduced, and the strength requirement is met at the same time.

[0024] A first lap end 11 is provided at one end of the upper chord bar 10 , and an inner end of the first lap end 11 is fixedly connected to the top end of the support vertical reinforcement 50 .

[0025] A second lap end 21 is provided at one end of the lower chord 20, and the length of the second lap end 21 is less than the length of the first lap end 11. In order to improve the strength, the outer diameters of the upper chord 10 and the lower chord 20 are not less than 6 mm. When the outer diameters of the upper chord 10 and the lower chord 20 are both 6 mm, the outer diameter of the web reinforcement 40 is 4 mm.

[0026] A non-frame beam 80 is vertically fixedly connected between two steel truss floor deck structures. The shortest distance between the non-frame beam 80 and the outer end of the second lap end 21 is L2, L2 = 300 mm. The shortest distance between the outer end of the first lap end 11 and the non-frame beam 80 is L1, L1>L2, L1 = 1169 mm. A first lap end 11 is overlapped with one end of another upper chord 10 and then welded. A second lap end 21 is overlapped with one end of another lower chord 20 and then welded.

[0027] A plurality of distribution bars 70 are evenly spaced through the web reinforcement 40, that is, a distribution bar 70 is provided between every two adjacent arc ends 41 and between every two adjacent L-shaped ends 42, and the distribution bars 70 are vertically fixedly connected to the upper chord bar 10 and the lower chord bar 20 respectively.

[0028] The upper chord bar 10, the support vertical steel bar 50, the support horizontal steel bar 60 and the lower chord bar 20 are welded in sequence to form a triangular prism frame structure, the arc end 41 is welded to the upper chord bar 10, and the L-shaped end 42 is welded to the bottom form steel plate 30. After the non-frame beam construction is completed, the steel truss floor deck is installed between the non-frame beams, the bottom form steel plates at both ends and the support vertical steel bars are placed on the non-frame beams, and the upper chord bars and lower chord bars of the two steel truss floor decks on both sides of the non-frame beam are aligned. Then the upper chord bar and the lower chord bar are welded 10 cm apart.

[0029] The above are only specific application examples of the utility model, and do not constitute any limitation on the protection scope of the utility model. Any technical solution formed by equivalent transformation or equivalent replacement shall fall within the protection scope of the utility model.

Claims

1. A steel truss floor deck structure, characterized in that: The invention comprises an upper chord (10), a plurality of lower chords (20) and a plurality of web reinforcements (40), wherein the upper chord (10) is arranged at the top end of the lower chord (20) and is arranged in an isosceles triangle structure with the lower chord (20), the web reinforcements (40) are symmetrically arranged on both sides of the length direction of the upper chord (10), the web reinforcements (40) are provided with an arc-shaped end (41) at the top end and an L-shaped end (42) at the bottom end, the arc-shaped end (41) has an included angle of α and is in contact with the upper chord (10), and the L-shaped end (42) is provided at the bottom end. 2) has an included angle of β, and is in contact with the lower chord (20), the bottom end of the L-shaped end (42) is in contact with a bottom formwork steel plate (30), a support vertical steel bar (50) is fixedly connected between the two ends of the upper chord (10) and the bottom formwork steel plate (30), a support vertical steel bar (50) is fixedly connected to the two ends of the lower chord (20) and a support horizontal steel bar (60) is fixedly connected, and the top end is fixedly connected to the two ends of the web steel bar (40), and concrete (100) is poured between the upper chord (10) and the lower chord (20); The range of the angle α is 95°≤α≤100°; The range of the angle β is 95°≤β≤100°; A non-frame beam (80) is vertically fixedly connected between the two steel bar truss floor deck structures; The web reinforcement (40) is provided with a plurality of distribution bars (70) at equal intervals, and the distribution bars (70) are respectively vertically fixedly connected to the upper chord bars (10) and the lower chord bars (20).

2. The steel truss floor deck structure according to claim 1, characterized in that: The angle α is the same as the angle β.

3. The steel truss floor deck structure according to claim 1, characterized in that: A first lap end (11) is provided at one end of the upper chord bar (10), and the inner end of the first lap end (11) is fixedly connected to the top end of the support vertical steel bar (50).

4. The steel bar truss floor deck structure according to claim 3 is characterized in that: A second overlapping end (21) is provided at one end of the lower chord (20), and the length of the second overlapping end (21) is shorter than the length of the first overlapping end (11).

5. The steel bar truss floor deck structure according to claim 4, characterized in that: The shortest distance between the outer end of the first overlapping end (11) and the non-frame beam (80) is L1.

6. The steel bar truss floor deck structure according to claim 5, characterized in that: The shortest distance between the non-frame beam (80) and the outer end of the second overlapped end (21) is L2, and L1>L2.

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