CN115110697A - Steel bar truss structure, laminated floor slab and construction method thereof - Google Patents
Steel bar truss structure, laminated floor slab and construction method thereof Download PDFInfo
- Publication number
- CN115110697A CN115110697A CN202210964002.7A CN202210964002A CN115110697A CN 115110697 A CN115110697 A CN 115110697A CN 202210964002 A CN202210964002 A CN 202210964002A CN 115110697 A CN115110697 A CN 115110697A
- Authority
- CN
- China
- Prior art keywords
- steel bar
- steel bars
- lower chord
- truss structure
- integrally
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 292
- 239000010959 steel Substances 0.000 title claims abstract description 292
- 238000010276 construction Methods 0.000 title claims abstract description 36
- 238000005452 bending Methods 0.000 claims abstract description 51
- 238000004519 manufacturing process Methods 0.000 claims abstract description 39
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims abstract description 38
- 239000002131 composite material Substances 0.000 claims abstract description 31
- 230000007704 transition Effects 0.000 claims abstract description 9
- 239000004567 concrete Substances 0.000 claims description 22
- 238000000034 method Methods 0.000 claims description 18
- 230000003014 reinforcing effect Effects 0.000 claims description 13
- 238000003466 welding Methods 0.000 claims description 13
- 238000000465 moulding Methods 0.000 claims description 4
- 238000012545 processing Methods 0.000 abstract description 10
- 230000008569 process Effects 0.000 description 8
- 230000002787 reinforcement Effects 0.000 description 7
- 238000013461 design Methods 0.000 description 6
- 239000000463 material Substances 0.000 description 5
- 238000009417 prefabrication Methods 0.000 description 5
- 238000009435 building construction Methods 0.000 description 4
- 238000005265 energy consumption Methods 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 4
- 230000005540 biological transmission Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 239000002994 raw material Substances 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 239000011265 semifinished product Substances 0.000 description 2
- WYTGDNHDOZPMIW-RCBQFDQVSA-N alstonine Natural products C1=CC2=C3C=CC=CC3=NC2=C2N1C[C@H]1[C@H](C)OC=C(C(=O)OC)[C@H]1C2 WYTGDNHDOZPMIW-RCBQFDQVSA-N 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 238000012937 correction Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000004513 sizing Methods 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
- 230000001052 transient effect Effects 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
- E04C5/0604—Prismatic or cylindrical reinforcement cages composed of longitudinal bars and open or closed stirrup rods
- E04C5/0618—Closed cages with spiral- or coil-shaped stirrup rod
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
- E04B5/17—Floor structures partly formed in situ
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Mechanical Engineering (AREA)
- Rod-Shaped Construction Members (AREA)
Abstract
The invention is suitable for the technical field of constructional engineering, and provides a steel bar truss structure, a composite floor slab and a construction method thereof, wherein the steel bar truss structure comprises upper chord steel bars, lower chord steel bars and an integrally formed frame member, and the integrally formed frame member is sleeved on the peripheries of the upper chord steel bars and the lower chord steel bars; the integrally formed frame piece is formed by integrally bending a reinforcing steel bar in a triangular-like spiral manner, and an arc transition is formed at the bending part; the upper chord steel bar and the two lower chord steel bars are respectively arranged at the arc positions of the corresponding bending positions and are connected with the steel bars at the side of the arc positions; the steel bar truss structure solves the problems that the currently commonly adopted triangular steel bar truss has a large amount of steel bars, large hoisting load, low production efficiency and industrialization degree and high comprehensive manufacturing cost, and the manufacturing of the steel bar truss cannot realize full-automatic steel bar processing.
Description
Technical Field
The invention belongs to the technical field of constructional engineering, and particularly relates to a steel bar truss structure, a composite floor slab and a construction method thereof.
Background
The cast-in-place mode of the traditional building construction has the limitations of large engineering quantity, multiple potential safety hazards, low efficiency and the like, and the assembly type construction mode of factory prefabricated parts transported to the field assembly construction is used as a representative advanced construction technology, so that the optimal allocation and utilization of resources can be realized, the construction activities of all links can be carried out regularly and orderly, and the construction efficiency and quality are improved, and meanwhile, the requirements of the modern green building development of the building industry are fully met.
The assembly type building has become a necessary way for transformation and upgrade of the building industry. The floor slab is the main bearing and component member of the building construction, and is an important structural member of the building construction. At present, the floor slab of the prefabricated building mainly adopts a steel bar truss composite floor slab technology, belongs to a representative prefabricated part, and the raw materials mainly comprise concrete and steel bars and mainly comprise concrete, a steel bar net piece and a steel bar truss. The prefabricated bottom plate of the composite floor slab with the steel bar truss, which is produced by a factory, is a standardized semi-finished product, and is directly hoisted and transported to the site for composite assembly, the prefabricated bottom plate and poured concrete form the composite floor slab, and simultaneously the composite floor slab is connected with other components such as a beam, a wall and the like into a whole.
At present, the triangular steel bar truss mainly used for the composite floor slab of the steel bar truss is mainly used for solving the stress problem of a standardized semi-finished product of a prefabricated floor slab of the composite floor slab under a transient design condition, improving the rigidity of the prefabricated floor slab, avoiding floor slab deformation, enhancing the shearing resistance between the prefabricated floor slab and a cast-in-place layer at the concrete composite surface of the floor slab, avoiding the slippage of a composite layer and serving as a stirrup in the composite assembly construction process. The triangular steel bar truss composite floor slab has the following defects:
the triangular steel bar truss increases the steel bar consumption of the fabricated composite floor slab by 40-50% compared with the floor slab with a cast-in-place concrete structure, and increases the material cost and the labor cost.
The triangular steel bar truss increases the weight of the prefabricated bottom plate of the assembled composite floor slab, the hoisting load of a crane is increased, and the assembly construction efficiency is reduced.
The structure and the manufacturing process of the triangular steel bar truss are complex, the number of the working procedures is large, truss web reinforcements on two sides of the triangular steel bar truss are generally processed firstly, then the truss web reinforcements on the two sides are respectively welded with truss upper chord steel bars and truss upper chord steel bars, and after the processing and the forming are finished, the triangular steel bar truss is placed in a specified position of a template. The processing process of the triangular steel bar truss needs manual participation, automatic processing cannot be completely realized, and the production efficiency and the industrialization degree are low.
Disclosure of Invention
An object of an embodiment of the present invention is to provide a steel bar truss structure, which aims to solve the above mentioned problems in the background art.
The embodiment of the invention is realized in such a way that the steel bar truss structure comprises upper chord steel bars, lower chord steel bars and an integrated frame member, wherein the integrated frame member is sleeved on the peripheries of the upper chord steel bars and the lower chord steel bars;
the integrally formed frame piece is formed by integrally bending a reinforcing steel bar in a triangular-like spiral manner, and an arc transition is formed at the bending part;
the upper chord steel bar and the two lower chord steel bars are respectively arranged at the arc positions of the corresponding bending positions and are connected with the steel bars at the side of the arc positions;
integrated into one piece frame member can divide into multistage class triangle spatial structure, class triangle spatial structure's trilateral is first festival, second festival and third festival respectively, first festival with the second festival place plane with go up the chord reinforcing bar and/or the length direction of lower chord reinforcing bar is perpendicular.
Another object of an embodiment of the present invention is to provide a composite floor slab, including: a steel bar truss structure as described above.
Another object of an embodiment of the present invention is to provide a construction method of a composite floor slab, including the following steps:
manufacturing a steel bar truss structure;
arranging a plurality of steel bar truss structures in a designated mould at intervals;
laying a steel bar mesh, wherein tension steel bars of the steel bar mesh laid in the length direction perpendicular to the upper chord steel bars or the lower chord steel bars are lapped on the lower chord steel bars and are fixedly connected with the lower chord steel bars;
and pouring concrete into the mold, and curing and molding.
Compared with the mainstream triangular steel bar truss in the existing market, the steel bar truss structure provided by the embodiment of the invention has the following advantages:
(1) the steel bar truss has definite force transmission and reasonable structure, can be integrally formed, and greatly reduces the using amount of steel bars compared with a triangular steel bar truss; when the laminated floor slab structure is designed, the upper chord steel bars and the lower chord steel bars of the truss can be respectively used as the tensioned and stressed steel bars of the bottom plate under the permanent design condition, and compared with the existing triangular steel bar truss, the steel bar consumption can be reduced by about 40-50%.
(2) The steel bar truss blanking production can realize automation and standardization, full-industrialized prefabrication, low energy consumption and high construction efficiency.
The production line of the steel bar truss structure can adopt a computer control technology, is automatically sized by an automatic steel bar bending machine, is integrally and continuously bent, realizes full-automatic bending production and forming, does not need manual operation, and can shorten the manufacturing time of the steel bar truss ribs by 60-80%. Compared with the existing triangular steel bar truss under the same condition, the steel bar truss is low in manufacturing energy consumption.
(3) The integrally formed frame piece is integrally formed by a steel bar, the steel bar welding procedure is reduced by 70-80%, and the quality stability is good.
(4) Reduce the prefabricated bottom plate reinforcing bar net of superimposed sheet and fix a position the degree of difficulty of laying, improve bottom plate prefabrication process speed.
(5) Compared with the existing triangular steel bar truss laminated bottom plate, the comprehensive cost is reduced by 20-30%.
Drawings
Fig. 1 is a schematic structural diagram of a steel bar truss structure according to an embodiment of the present invention;
fig. 2 is a front view of a steel bar truss structure according to an embodiment of the present invention;
fig. 3 is a side view of a steel bar truss structure according to an embodiment of the present invention;
FIG. 4 is a schematic structural view of an integrally formed frame member according to an embodiment of the present invention;
FIG. 5 is a front view of an integrally formed frame member according to an embodiment of the present invention;
FIG. 6 is a side view of an integrally formed frame member according to an embodiment of the present invention;
FIG. 7 is an enlarged view taken at A in FIG. 6;
FIG. 8 is an enlarged fragmentary view of an integrally formed frame member in accordance with an embodiment of the present invention;
fig. 9 is a schematic structural view of a laminated floor slab according to an embodiment of the present invention;
figure 10 is a top plan view of a composite floor slab provided in accordance with an embodiment of the present invention;
fig. 11 is a schematic connection diagram of a steel bar truss structure according to an embodiment of the present invention;
FIG. 12 is a stacked schematic view of an integrally formed frame member according to an embodiment of the present invention;
fig. 13 is a schematic view of a construction process of a laminated floor slab according to an embodiment of the present invention;
fig. 14 is a schematic view of a manufacturing process of a first steel bar truss structure according to an embodiment of the present invention;
fig. 15 is a schematic view of a manufacturing process of a second steel bar truss structure according to an embodiment of the present invention;
fig. 16 is a schematic view of a manufacturing process of a third steel bar truss structure according to an embodiment of the present invention.
In the drawings: 10-integrally forming a frame member; 11-first section; 12-second section; 13-third section; 14-arc; 20-upper chord steel bars; 30-lower chord steel bars; 40-reinforcing mesh; 41-a first tension bar; 42-second tensioning bar.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Specific implementations of the present invention are described in detail below with reference to specific embodiments.
As shown in fig. 1, a structural diagram of a steel bar truss structure according to an embodiment of the present invention is provided, where the steel bar truss structure includes an upper chord steel bar 20, a lower chord steel bar 30, and an integrally formed frame member 10, and one upper chord steel bar 20 and two lower chord steel bars 30 are arranged in an array; the integrally formed frame member 10 is sleeved on the peripheries of the upper chord steel bar 20 and the lower chord steel bar 30; the integrally formed frame piece 10 is formed by integrally bending a reinforcing steel bar in a triangular-like spiral manner, and an arc 14 transition is formed at the bending position; the upper chord reinforcing steel bar 20 and the lower chord reinforcing steel bar 30 are respectively arranged at the position of the circular arc 14 of the corresponding bending position and are connected with the reinforcing steel bars at the position side of the circular arc 14.
In this embodiment, the steel bar truss structure includes the upper chord steel bar 20, the lower chord steel bar 30 and the integrated frame member 10, the integrated frame member 10 can be fully automatically and rapidly produced, and the lower chord steel bar 30 and the upper chord steel bar 20 can be arranged while the integrated frame member 10 is produced; the traditional triangular steel bar truss is complex in structure and manufacturing process and more in working procedures, truss web reinforcements on two sides of the steel bar truss structure are generally processed firstly, then the truss web reinforcements on the two sides are respectively welded with truss upper chord steel bars and truss upper chord steel bars, and after the processing and forming are finished, the triangular steel bar truss is placed in a preset position of a template; the automatic processing can not be completely realized, and the production efficiency and the industrialization degree are low. Like this, compare traditional triangle steel bar truss, steel bar truss structure in this embodiment has obtained following part or whole effect:
(1) the steel bar truss structure has definite force transmission and reasonable structure by structurally utilizing a triangular stability principle, and the truss and the steel bars (upper and lower chord steel bars) can be integrally formed, so that the using amount of the steel bars is greatly reduced compared with that of a triangular steel bar truss; when the structure of the composite floor slab is designed, the upper chord steel bars and the lower chord steel bars of the truss can be respectively used as the tensioned and stressed steel bars of the bottom plate under the permanent design condition, and compared with the existing triangular steel bar truss, the steel bar consumption can be reduced by about 40-50%;
(2) the automatic and standardized blanking production can be realized, the full-industrialized prefabrication is realized, the energy consumption is low, and the construction efficiency is high; the production line of the truss ribs can adopt a computer control technology to realize full-automatic bending production molding (automatic sizing by an automatic reinforcing steel bar bending machine and integrated continuous bending), manual operation is not needed, and the manufacturing time of the reinforcing steel bar truss ribs can be shortened by 60-80%; compared with the existing triangular steel bar truss under the same condition, the steel bar truss is low in manufacturing energy consumption and convenient to stack;
(3) the integrally formed truss steel bar is integrally formed by one steel bar, the welding procedure of the steel bar truss is reduced by 70-80%, and the quality stability is good;
(4) compared with the existing triangular truss steel bar, the steel bar can reduce the comprehensive cost by about 20-30% in actual construction.
In one scenario of the present embodiment, the integrally formed frame member 10 formed by integrally bending reinforcing bars in a triangular-like spiral shape has a triangular cross-section in a projection in the length direction, as shown in fig. 2; the steel bar truss structure comprises an upper chord steel bar 20, a lower chord steel bar 30 and an integrally formed frame member 10, wherein one upper chord steel bar 20 and two lower chord steel bars 30 are arranged in an array; the upper chord steel bar 20 is also commonly called as an upper chord, and the upper chord steel bar 20 can be made of thread steel, round steel or steel bars with other specifications; the lower chord steel bar 30 is also commonly called a lower chord, and the lower chord steel bar 30 can be made of thread steel, round steel or steel bars with other specifications; the concrete reinforcing bar selection type can be selected: CPB550, HRB400, HRB500, CRB550 or CRB600H steel bars, relating to the performance, inspection requirements and dimensional deviation of steel bar raw materials, which are in accordance with the relevant regulations and design requirements of the existing industry standards, namely reinforced concrete steel bar truss YB/T4262 and concrete structure forming steel bar application technical regulation; the present embodiment is not particularly limited.
In one scenario of this embodiment, the integrally formed frame member 10 is sleeved around the upper chord 20 and the lower chord 30; the periphery is arranged at three bending positions of the frame member 10 integrally formed, corresponding to the upper chord steel bar 20 and the lower chord steel bar 30, as shown in fig. 2; in practical application, the integrally formed frame member 10 may be processed, the lower chord steel bars 30 are disposed at two bent positions of the lower portion of the integrally formed frame member 10 and are welded or bound for connection and fixation, or the upper chord steel bars 20 are disposed at the bent positions of the upper portion of the integrally formed frame member 10 and are welded or bound for connection and fixation, and then stacked and reserved for use in subsequent construction, as shown in fig. 1-3; alternatively, after the integrally formed frame member 10 is machined, stacking (as shown in fig. 12) is performed for the prefabricated construction of the laminated slab; during the prefabricated construction of the bottom plate of the composite slab, the lower chord steel bars 30 are arranged at the two bending positions at the lower part of the integrally formed frame piece 10 and are welded or bound for connection and fixation, after the prefabricated bottom plate steel bar net piece is laid, the upper chord steel bars 20 are arranged at the bending positions at the upper part of the integrally formed frame piece 10 and are welded or bound for connection and fixation, and after other matched procedures are completed, pouring construction and curing forming are carried out.
In a scenario of this embodiment, as shown in fig. 4 to 8, the integrally formed frame member is formed by spirally bending a reinforcing bar in a triangle-like shape, and a circular arc transition is formed at the bending position; for the bending of the reinforcing steel bar, the related national regulations of the existing industry standard of construction machinery and equipment reinforcing steel bar bender JB/T12076 and construction machinery and equipment reinforcing steel bar hoop bending machine JB/T12079 can be referred, and equipment can be flexibly selected to realize production and processing; in an alternative scenario, reference may also be made to an automated serpentine spring production plant, in which the automatic feeding is similar to the feeding step of the steel bar production in this embodiment, and only the cutting machine needs to be replaced by a bending machine, which can be easily modified by a person skilled in the art directly or by simple reasoning.
In one aspect of the present embodiment, three sides of a single section of the integrally formed frame member 10 have a certain pitch angle (not shown), or the plane in which the two sides lie is perpendicular to the length direction of the integrally formed frame member 10 (see fig. 7); the other side has a certain spiral angle; of the three sides of the single piece of the frame member 10, the bottom side is used as a bottom rib and the side is used as a web rib, but the embodiment is not limited thereto.
In a scenario of this embodiment, the upper chord steel bar 20 and the lower chord steel bar 30 are respectively disposed at the position of the arc 14 at the corresponding bending position, and are connected with the steel bars at the side of the position of the arc 14.
When the embodiment is applied, the inner diameter of the arc of the bending angle of the steel bar can be recorded as D, wherein D is not less than 4D, and D is the diameter of the steel bar of the material for manufacturing the integrally-formed frame piece. In producing the integrally formed frame member 10, the length of the stock, i.e., the rebar, can be as follows: determining the length of the straight section of the steel bar, the straight length of the oblique section and the length of the central line of the bending section, namely the length of three sides of the triangle-like spatial structure and the length of the central line of the arc section; details will not be described.
In one embodiment, the integrally formed frame member 10 can be divided into a multi-section triangle-like space structure, three sides of the triangle-like space structure are a first section 11, a second section 12 and a third section 13, the plane of the first section 11 and the second section 12 is perpendicular to the length direction of the upper chord steel bar 20 and/or the lower chord steel bar 30, and the length direction of the third section 13 has an included angle with the plane of the first section 11 and the second section 12.
In a scenario of this embodiment, the first section 11 and the second section 12 are generally the same in size, and therefore, an angle between the first section 11 and the second section 12 can be denoted as α (see fig. 2), and an angle between the length direction of the third section 13 and a plane where the first section 11 and the second section 12 are located is denoted as β, then:
β=（180°-α）/2，
wherein alpha can be (30 degrees and 75 degrees), and can be determined according to the existing industry standard 'steel bar truss for reinforced concrete' YB/T4262.
In one embodiment, the included angle between the first section 11 or the second section 12 and the plane where the two lower chord steel bars 30 are located is 30 ° to 90 °.
In a scenario of this embodiment, an included angle between the first section 11 or the second section 12 and a plane where the two lower chord steel bars 30 are located may be 30 °;
in a scenario of this embodiment, an included angle between the first section 11 or the second section 12 and a plane where the two lower chord steel bars 30 are located may be 45 °;
in a scenario of this embodiment, an included angle between the first section 11 or the second section 12 and a plane where the two lower chord steel bars 30 are located may be 75 °;
in a scenario of this embodiment, the lengths of the first section and the second section are the same;
at the moment, the force transmission of the first section and the second section is clear, and after the first section and the second section are constructed to form a composite floor slab structure, the support for the whole composite floor slab is the same and is symmetrical.
In a scenario of this embodiment, an angle between the first section 11 or the second section 12 and a plane where two of the lower-chord steel bars 30 are located may be 90 °.
In one embodiment, the included angle between the first section 11 or the second section 12 and the plane of the two lower chord reinforcements 30 is 35 ° to 65 °.
In a scenario of this embodiment, an included angle between the first section 11 or the second section 12 and a plane where the two lower-chord steel bars 30 are located may be 35 °;
in a scenario of this embodiment, an included angle between the first section 11 or the second section 12 and a plane where two lower chord steel bars 30 are located may be 65 °;
in a scenario of this embodiment, an angle between the first section 11 or the second section 12 and a plane where two of the lower-chord steel bars 30 are located may be 60 °.
In the above, an included angle between the first section 11 or the second section 12 and a plane where the two lower chord steel bars 30 are located is preferably 60 °, and at this time, projections of the first section 11, the second section 12, and the third section 13 form an equilateral triangle, which has good stability; the integrally formed frame member 10 thus constructed also has good stability and is excellent in tensile and compressive properties.
In a scene of this embodiment, an included angle between the first section and a plane where the two lower chord steel bars are located is equal to an included angle between the second section and a plane where the two lower chord steel bars are located.
As mentioned above, when the included angle between the first section 11 and the plane where the two lower-chord steel bars 30 are located may be 60 °; the included angle between the second section 12 and the plane where the two lower chord steel bars 30 are located is also 60 degrees; in addition, when the included angle between the first section 11 and the plane where the two lower-chord steel bars 30 are located is 45 degrees, the included angle between the second section 12 and the plane where the two lower-chord steel bars 30 are located is also 45 degrees; the included angle between the first section 11 and the second section 12 is 90 °, although the embodiment is not limited thereto.
In one embodiment, the upper-chord rebar 20 comprises one rebar or two or more end-to-end connected rebars, and the lower-chord rebar 30 comprises one rebar or two or more end-to-end connected rebars.
When the length of the upper chord steel bar 20 or the lower chord steel bar 30 is longer, the steel bar can be spliced by more than two steel bars; the hoisting difficulty of the upper chord steel bar 20 or the lower chord steel bar 30 is reduced conveniently in the construction process, and the residual construction steel bar materials can be reasonably utilized, so that the material cost is reduced.
In a scenario of this embodiment, one of the upper chord steel bars 20 and two of the lower chord steel bars 30 are arranged, specifically: one upper chord steel bar 20 and two lower chord steel bars 30 are arranged in parallel, the upper chord steel bar 20 can be an upper chord steel bar, and the lower chord steel bar 30 can be a lower chord steel bar; the height of the upper chord steel bars from the plane where the two lower chord steel bars are located is h, generally 50mm-300mm, the distance between the first section 11 or the second section 12 (which is equivalent to a truss web rib) along the length direction of the steel bar truss structure is b, generally not more than 300mm, and the distance between the two parallel lower chord steel bars is c, generally 30mm-120 mm. The concrete size is determined by calculation according to the size of the long edge of the laminated bottom plate, the space of the steel bar trusses, the type of the steel bars and the like required by the building design; can be flexibly selected within the range of design criteria.
In another embodiment, as shown in fig. 9, in order to facilitate the popularization of the steel bar truss structure and improve the use scenario and commercial value of the steel bar truss structure, a composite floor slab is provided, which includes: a rebar mesh 40, a rebar truss structure as described above;
the steel bar mesh 40 is formed by laying a plurality of tensioned steel bars in a net shape, wherein the tensioned steel bars laid in the length direction perpendicular to the upper chord steel bars 20 or the lower chord steel bars 30 are lapped on the lower chord steel bars 30 and are fixedly connected with the lower chord steel bars 30 in a welding, clamping or binding connection mode.
In this embodiment, the tension bar laid in the direction perpendicular to the length direction of the upper-chord steel bar 20 or the lower-chord steel bar 30 is used as a first tension bar 41, and the tension bar laid in the other direction is used as a second tension bar 42; the reinforcing mesh 40 may be composed of first and second tension bars 41 and 42, the first tension bars 41 are laid at intervals in the horizontal direction, and the first tension bars 41 are lapped on the upper surface of the lower chord reinforcing bar; the second tension bars 42 are spaced apart in the vertical direction, and the second tension bars 42 are overlapped on the upper surface of the first tension bar 41, as shown in fig. 10.
In one scenario of this embodiment, the steel bar truss structure includes: the upper chord steel bar 20, the lower chord steel bar 30 and the integrated frame member 10, wherein one upper chord steel bar 20 and two lower chord steel bars 30 are arranged in an array; the integrally formed frame member 10 is sleeved on the peripheries of the upper chord steel bar 20 and the lower chord steel bar 30; the integrally formed frame piece 10 is formed by spirally bending a reinforcing steel bar in a triangle-like shape, and an arc 14 transition is formed at the bending part; the upper chord steel bar 20 and the lower chord steel bar 30 are respectively arranged at the position of the arc 14 at the corresponding bending position and are connected with the steel bars at the position side of the arc 14.
Above-mentioned, this coincide floor is owing to adopt the steel bar truss structure, has solved the many and big scheduling problem of hoist and mount load of reinforcing bar quantity that present generally adopted triangle steel bar truss exists.
As shown in fig. 13, in order to facilitate generalization of the steel bar truss structure, in another embodiment, there is provided a construction method of a laminated floor slab as described above, the method including the steps of S111-S114:
s111, manufacturing a steel bar truss structure;
s112, arranging a plurality of steel bar truss structures in a specified mould at intervals;
s113, laying a reinforcing steel bar mesh 40, wherein tension reinforcing steel bars of the reinforcing steel bar mesh 40 laid in the length direction perpendicular to the upper chord reinforcing steel bars 20 or the lower chord reinforcing steel bars 30 are lapped on the lower chord reinforcing steel bars 30 and are fixedly connected with the lower chord reinforcing steel bars 30;
and S114, pouring concrete into the mold, and curing and molding.
In the embodiment, the steel bar truss structure can be manufactured in a prefabricated member factory in advance, the construction process is moved forward, the construction process can be optimized, and the production efficiency is improved; the integrated forming frame component 10 arranged in the integrated forming frame component can be formed in a full-automatic one-time mode and is made by bending a steel bar, and when the integrated forming frame component is bent or after (when a composite floor slab is poured), an upper chord steel bar 20 and/or a lower chord steel bar 30 can be arranged in the integrated forming frame component 10, namely, a web bar and a bottom bar, so that the problems that the existing triangular steel bar truss is generally adopted at present, the steel bar consumption is large, the hoisting load is large, the full-automatic steel bar processing cannot be realized in the manufacturing of the steel bar truss, the production efficiency and the industrialization degree are low, and the comprehensive manufacturing cost is high are solved.
In one scenario of this embodiment, the designated mold is a composite floor slab mold, and is generally constructed on a construction site; the connection and fixation of the tensioned steel bars and the lower chord steel bars 30 can adopt a welding connection mode and a binding connection mode, wherein the binding connection mode adopts steel wires or composite fibers and other materials which are difficult to rust.
In one embodiment, as shown in fig. 14, the manufacturing steps of the steel bar truss structure specifically include:
s121, integrally bending a reinforcing steel bar in a triangular-like spiral manner to form an integrally-formed frame piece 10, wherein the bent part forms arc transition; in this manner, a plurality of integrally formed frame members 10 may be stacked one upon another to reduce stacking difficulties and reduce space (see FIG. 12).
And S122, respectively arranging an upper chord steel bar 20 and two lower chord steel bars 30 at the positions of the circular arcs 14 at the corresponding bending positions in the integrally-formed frame member 10, and welding and fixing after correcting and positioning.
In this embodiment, the welding fixation after the correction positioning refers to correcting the position of the upper chord steel bar 20 to be located at an arc position passing through the bending positions of the first section and the second section, and welding and fixing the upper chord steel bar 20 by welding equipment after the position is located at the arc position; or, the position of the lower chord steel bar 30 is corrected to be at the arc position of the bending position of the first section or the second section and the third section, and after the position is at the arc position, the lower chord steel bar 30 is welded and fixed through welding equipment.
In a scenario of this embodiment, as shown in fig. 15, the manufacturing step of the steel bar truss structure specifically includes:
s132, spirally bending a reinforcing steel bar in a triangle-like shape to form an integrally-formed frame piece 10, wherein the bent part forms an arc 14 transition, and meanwhile, two lower chord reinforcing steel bars 30 are respectively arranged at the arc 14 positions of the corresponding bent parts in the integrally-formed frame piece 10;
and S134, after the reinforcing mesh is laid, arranging an upper chord reinforcing steel bar 20 at the position of the arc 14 at the corresponding bending position in the integrally-formed frame member 10, correcting and positioning, and then welding and fixing.
Referring to fig. 11, the steel bar truss structure processed in this embodiment is formed by integrally processing the lower chord steel bar 30 and the integrally formed frame member 10, so that the subsequent construction process can be simplified, and the construction efficiency can be improved.
In a scenario of this embodiment, as shown in fig. 16, the manufacturing step of the steel bar truss structure specifically includes:
s141, spirally bending a reinforcing steel bar in a triangle-like shape to form an integrally-formed frame member 10, wherein the bent part forms an arc 14 transition;
s142, when the reinforcing mesh is laid, two lower chord reinforcing steel bars 30 are respectively arranged at the positions of the circular arcs 14 of the corresponding bending positions in the integrally-formed frame piece 10;
and S143, arranging an upper chord steel bar 20 at the position of the arc 14 at the corresponding bending position in the integrally formed frame piece 10, and welding and fixing after correcting and positioning.
In the application scenes of the multiple embodiments, the convenient manufacturing modes of the steel bar truss structures are provided, the first mode is the highest in mechanization degree, the second mode is more flexible in application, the third mode is more convenient to store and transport, the prefabricated part factory can select the steel bar truss structures according to the site environment and the characteristics of steel bar processing equipment, the construction progress, the construction efficiency and the construction quality of the composite floor slab are improved, and the method is worthy of popularization and application; the present embodiment includes, but is not limited to, the above-described embodiments.
In one embodiment, the top surface of the concrete after curing is lower than the top of the steel bar truss structure, or the bottom of the upper chord steel bar 20 in the steel bar truss structure is higher than the top surface of the concrete.
In this embodiment, when concrete is poured, the top surface of the formed concrete is lower than the top of the steel bar truss structure, that is, the bottom of the upper chord steel bar 20 of the steel bar truss structure is higher than the top surface of the concrete. After the integrally formed frame member 10, the lower chord steel bars 30 and the steel mesh 40 in the steel bar truss structure are manufactured in a prefabrication factory and bound into an integral structure, a mold is built and then the concrete is poured, so that the amount of concrete poured in a building construction site can be reduced; instead of casting all of the concrete in the prefabrication plant, the upper chord reinforcement 20 of the steel bar truss structure is partially exposed to the top surface of the concrete because of the need to tie transverse reinforcement at the top of the steel bar truss structure at the construction site.
The invention provides a steel bar truss structure, and provides a laminated floor slab and a construction method thereof based on the steel bar truss structure, wherein the steel bar truss structure is provided with upper and lower chord steel bars and an integrally formed frame member, the integrally formed frame member can be fully automatically formed at one time and is made by bending one steel bar, and the upper chord steel bar and the lower chord steel bar can be arranged in the integrally formed frame member during or after bending, so that the problems that the currently commonly adopted triangular steel bar truss has more steel bar consumption, large hoisting load, the steel bar truss cannot be fully automatically processed during manufacturing, the production efficiency and the industrialization degree are low, and the comprehensive manufacturing cost is high are solved.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. A steel bar truss structure is characterized by comprising an upper chord steel bar, a lower chord steel bar and an integrally formed frame piece, wherein the integrally formed frame piece is sleeved on the peripheries of the upper chord steel bar and the lower chord steel bar;
the integrally formed frame piece is formed by integrally bending a reinforcing steel bar in a triangular-like spiral manner, and an arc transition is formed at the bending part;
the upper chord steel bar and the two lower chord steel bars are respectively arranged at the arc positions of the corresponding bending positions and are connected with the steel bars at the side of the arc positions;
integrated into one piece frame member can divide into multistage class triangle spatial structure, class triangle spatial structure's trilateral is first festival, second festival and third festival respectively, first festival with the second festival place plane with go up the chord reinforcing bar and/or the length direction of lower chord reinforcing bar is perpendicular.
2. A steel bar truss structure as defined in claim 1 wherein said first and second sections are the same length.
3. A steel bar truss structure as claimed in claim 1 wherein the length of the third section is at an angle to the plane of the first and second sections, and the angle is 30 ° to 90 °.
4. A steel bar truss structure as claimed in claim 3 wherein the angle between the first or second section and the plane of the two lower chord steel bars is from 35 ° to 65 °.
5. A steel bar truss structure as claimed in claim 4 wherein the angle between the first or second section and the plane of the two lower chord steel bars is 60 °.
6. The steel bar truss structure of claim 1, wherein the angle between the first section and the plane of the two lower chord steel bars is equal to the angle between the second section and the plane of the two lower chord steel bars.
7. A composite floor slab, comprising: a steel bar truss structure as defined in any one of claims 1 to 6.
8. A method of constructing a composite floor slab as claimed in claim 7, said method including the steps of:
manufacturing a steel bar truss structure;
arranging a plurality of steel bar truss structures in a designated mould at intervals;
laying a steel bar mesh, wherein tension steel bars of the steel bar mesh laid in the length direction perpendicular to the upper chord steel bars or the lower chord steel bars are lapped on the lower chord steel bars and are fixedly connected with the lower chord steel bars;
and pouring concrete into the mold, and curing and molding.
9. The construction method of a composite floor slab as claimed in claim 8, wherein the step of manufacturing the steel bar truss structure comprises:
integrally bending a reinforcing steel bar in a triangular-like spiral manner to form an integrally-formed frame member, respectively arranging an upper chord reinforcing steel bar and two lower chord reinforcing steel bars at arc positions of corresponding bending positions in the integrally-formed frame member, correcting and positioning, and then welding and fixing;
or, spirally bending a reinforcing steel bar in a triangle-like shape to form an integrally-formed frame member, simultaneously, respectively arranging two lower chord reinforcing steel bars at the arc positions of the corresponding bending positions in the integrally-formed frame member, after laying a reinforcing steel bar mesh, arranging an upper chord reinforcing steel bar at the arc positions of the corresponding bending positions in the integrally-formed frame member, and welding and fixing after correcting and positioning;
or, a reinforcing steel bar is spirally bent in a triangle-like shape to form an integrally-formed frame member, when the reinforcing steel bar mesh is laid, two lower chord reinforcing steel bars are respectively arranged at the arc positions of the corresponding bending positions in the integrally-formed frame member, then, an upper chord reinforcing steel bar is arranged at the arc position of the corresponding bending position in the integrally-formed frame member, and the upper chord reinforcing steel bar is welded and fixed after being corrected and positioned.
10. A method of constructing a composite floor slab as claimed in claim 8, wherein the top surface of the cured and formed concrete is lower than the top of the steel-reinforced truss structure, or the bottom of the upper chord steel bar in the steel-reinforced truss structure is higher than the top surface of the concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210964002.7A CN115110697A (en) | 2022-08-11 | 2022-08-11 | Steel bar truss structure, laminated floor slab and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210964002.7A CN115110697A (en) | 2022-08-11 | 2022-08-11 | Steel bar truss structure, laminated floor slab and construction method thereof |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN115110697A true CN115110697A (en) | 2022-09-27 |
Family
ID=83335875
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210964002.7A Pending CN115110697A (en) | 2022-08-11 | 2022-08-11 | Steel bar truss structure, laminated floor slab and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115110697A (en) |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005113469A (en) * | 2003-10-07 | 2005-04-28 | Kiuchi Construction Co Ltd | Precast concrete board |
| CN101230673A (en) * | 2007-01-28 | 2008-07-30 | 邱则有 | Force-bearing type superposed component for concrete building lid |
| CN102108785A (en) * | 2011-01-27 | 2011-06-29 | 天津市建科机械制造有限公司 | Roll welding type template truss |
| CN104040086A (en) * | 2011-11-20 | 2014-09-10 | 阿列克谢·古利科夫 | Steel reinforcing structure for concrete |
| CN106223520A (en) * | 2016-08-08 | 2016-12-14 | 四川三阳钢结构有限公司 | A kind of thin light laminated floor slab and manufacture method |
| CN215054198U (en) * | 2021-02-20 | 2021-12-07 | 湖北宝业建筑工业化有限公司 | Superimposed shear wall |
| CN215167023U (en) * | 2021-03-03 | 2021-12-14 | 湘潭固可得制造有限公司 | Light cast-in-situ reinforced bar truss floor support plate |
| CN113833187A (en) * | 2021-10-09 | 2021-12-24 | 河北一筑建材科技有限公司 | Novel assembled disassembly-free floor and manufacturing method thereof |
-
2022
- 2022-08-11 CN CN202210964002.7A patent/CN115110697A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005113469A (en) * | 2003-10-07 | 2005-04-28 | Kiuchi Construction Co Ltd | Precast concrete board |
| CN101230673A (en) * | 2007-01-28 | 2008-07-30 | 邱则有 | Force-bearing type superposed component for concrete building lid |
| CN102108785A (en) * | 2011-01-27 | 2011-06-29 | 天津市建科机械制造有限公司 | Roll welding type template truss |
| CN104040086A (en) * | 2011-11-20 | 2014-09-10 | 阿列克谢·古利科夫 | Steel reinforcing structure for concrete |
| CN106223520A (en) * | 2016-08-08 | 2016-12-14 | 四川三阳钢结构有限公司 | A kind of thin light laminated floor slab and manufacture method |
| CN215054198U (en) * | 2021-02-20 | 2021-12-07 | 湖北宝业建筑工业化有限公司 | Superimposed shear wall |
| CN215167023U (en) * | 2021-03-03 | 2021-12-14 | 湘潭固可得制造有限公司 | Light cast-in-situ reinforced bar truss floor support plate |
| CN113833187A (en) * | 2021-10-09 | 2021-12-24 | 河北一筑建材科技有限公司 | Novel assembled disassembly-free floor and manufacturing method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110748065A (en) | Assembling tool type truss composite slab and construction method thereof | |
| CN213174446U (en) | Assembled UHPC superimposed sheet shear force wall prefabricated construction with mandrel | |
| CN212773147U (en) | Prefabricated assembly part outsourcing honeycomb steel-concrete combination beam | |
| CN110397200A (en) | Assembled two-way concrete slab truss floor | |
| CN111648512A (en) | Assembling tool type truss composite slab and construction method thereof | |
| CN210767479U (en) | Steel-continuous fiber composite bar reinforced concrete floor | |
| CN115110697A (en) | Steel bar truss structure, laminated floor slab and construction method thereof | |
| CN111809796A (en) | Assembled concrete composite beam and construction method thereof | |
| CN113585620B (en) | Prestressed double-web steel reinforced concrete beam | |
| CN115816639A (en) | Steel reinforcement framework suitable for railway precast beam and transverse series construction method | |
| CN215802633U (en) | Laminated shear wall with steel constraint component | |
| CN212773148U (en) | T-shaped composite beam with truss precast slab partially wrapped with honeycomb steel | |
| CN112160478A (en) | Non-stretching rib combined composite slab with prefabricated prestressed concrete ribs | |
| CN112031239A (en) | Precast concrete composite floor slab and manufacturing method thereof | |
| CN221053849U (en) | Prestressed steel-concrete mixing tower barrel and wind driven generator | |
| CN216949000U (en) | Prestressed thin plate with concrete ribs and laminated slab | |
| CN107762071B (en) | Prefabricated reinforcement cage structure, pouring structure body and structure body construction method | |
| CN110748066A (en) | Support-free laminated slab comprising truss and truss machining device and method | |
| CN213296879U (en) | Take T shaped steel spare to connect prefabricated plate partial outsourcing honeycomb steel composite beam | |
| CN218204330U (en) | Special high-strength short pile for building reinforcement | |
| CN219773326U (en) | Support-free composite floor slab | |
| KR102409371B1 (en) | Rib-type PC slab having welded wire mesh with upper end hook and method for manufacturing and construction of the rib-type PC slab | |
| CN215716414U (en) | One-way close rib composite floor | |
| CN217299471U (en) | Assembled steel bar truss girder | |
| CN219386872U (en) | Truss rib of concrete prefabricated laminated slab |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |