CN113293905A - Assembled combination superstructure system - Google Patents
Assembled combination superstructure system Download PDFInfo
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- CN113293905A CN113293905A CN202110584206.3A CN202110584206A CN113293905A CN 113293905 A CN113293905 A CN 113293905A CN 202110584206 A CN202110584206 A CN 202110584206A CN 113293905 A CN113293905 A CN 113293905A
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 113
- 239000010959 steel Substances 0.000 claims abstract description 113
- 239000002131 composite material Substances 0.000 claims abstract description 40
- 238000010008 shearing Methods 0.000 claims abstract description 6
- 238000005728 strengthening Methods 0.000 claims abstract description 4
- 230000003014 reinforcing effect Effects 0.000 claims description 27
- 239000004567 concrete Substances 0.000 claims description 26
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 14
- 239000011150 reinforced concrete Substances 0.000 claims description 12
- 238000011065 in-situ storage Methods 0.000 claims description 8
- 238000005452 bending Methods 0.000 claims description 6
- 230000008901 benefit Effects 0.000 abstract description 11
- 238000010276 construction Methods 0.000 abstract description 9
- 238000013461 design Methods 0.000 abstract description 8
- 230000006872 improvement Effects 0.000 abstract description 5
- 230000009467 reduction Effects 0.000 abstract description 3
- 239000000463 material Substances 0.000 description 6
- 238000000034 method Methods 0.000 description 5
- 230000009471 action Effects 0.000 description 3
- 238000012986 modification Methods 0.000 description 3
- 230000004048 modification Effects 0.000 description 3
- 238000012545 processing Methods 0.000 description 3
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 230000005611 electricity Effects 0.000 description 2
- 230000002349 favourable effect Effects 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 238000010438 heat treatment Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 238000005266 casting Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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Classifications
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- 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
- E04B5/23—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated
- E04B5/29—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated the prefabricated parts of the beams consisting wholly of metal
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/48—Dowels, i.e. members adapted to penetrate the surfaces of two parts and to take the shear stresses
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/48—Dowels, i.e. members adapted to penetrate the surfaces of two parts and to take the shear stresses
- E04B1/483—Shear dowels to be embedded in concrete
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- 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
- E04B5/32—Floor structures wholly cast in situ with or without form units or reinforcements
- E04B5/36—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor
- E04B5/38—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor with slab-shaped form units acting simultaneously as reinforcement; Form slabs with reinforcements extending laterally outside the element
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses an assembled composite floor system, which comprises a main steel beam, a composite plate and a shearing connecting piece, wherein the main steel beam is assembled with the composite plate through the shearing connecting piece; the main steel beam is a variable-section beam, the part of the main steel beam, which is close to the beam end support, is a first section beam, and the first section beam forms a tension strengthening area; and the midspan part of the main steel beam is a second section beam. The assembled composite floor system provided by the invention has the advantages of reasonable structural design, obvious advantages, convenience in construction, reduction in steel consumption, improvement in bearing capacity and rigidity of the frame node, good integrity, good mechanical property, high strength, small deformation and good safety.
Description
Technical Field
The invention relates to the technical field of civil engineering, in particular to an assembled composite floor system.
Background
In the service process of a building structure, the steel-concrete combined structure can give full play to the respective material performance advantages of concrete and steel beams and has the engineering mechanical characteristics of high strength, large rigidity and good ductility. The composite beam has obvious technical and economic benefits and wide application prospects in large-span bridges, high-rise buildings and industrial plants in various countries in the world.
Compared with a simply supported composite beam, the continuous composite beam has the advantages of high bearing capacity, high rigidity and high stability. In the prior art, the continuous composite beam has the following defects:
1. under the gravity load, the beam end is positioned in the negative bending moment area, the steel beam mainly bears pressure, the concrete mainly bears tension, and the defects of the composition materials are not favorable for effectively exerting mechanical properties, so that resource waste and beam end floor cracking are caused.
2. The rigidity of the beam end of the continuous composite beam depends on a combined section formed by the steel beam and the steel bars, the ductility of the wing plate is related to the reinforcement ratio in the plate and the deformation capacity of the steel bars, and the continuous beam end steel bars at the frame joint are difficult to pull through or anchor continuously, so that the sufficient rigidity is difficult to ensure.
3. Under the action of earthquake load, the beam end support is positioned in the plastic hinge area, and the rigidity and the strength of the beam end are obviously reduced after the concrete wing plate cracks and the wing plate steel bars yield under the action of reciprocating load.
4. If the section rigidity of the steel beam at the beam end of the continuous composite beam is insufficient and the compression flange and the web plate are not effectively restrained, side twisting and bending are easy to occur.
5. If the steel beam web plate has the requirement of opening, in order to ensure enough bearing capacity and rigidity, the size limitation of the opening is strict. For the above reasons, the continuous composite beam has not been widely used in practical construction projects. Meanwhile, a traditional frame system consisting of the steel main beams, the steel secondary beams and the concrete floor slab has an excessively high structural layer, and the use clearance is difficult to fully utilize, so that the frame system needs to be improved.
Disclosure of Invention
Therefore, the invention provides an assembled composite floor system to solve the problems in the prior art.
In order to achieve the above purpose, the invention provides the following technical scheme:
the invention provides an assembled composite floor system, which comprises a main steel beam, a composite plate and a shearing connecting piece, wherein the main steel beam is assembled with the composite plate through the shearing connecting piece; the main steel beam is a variable-section beam, the part of the main steel beam, which is close to the beam end support, is a first section beam, and the first section beam forms a tension strengthening area; and the midspan part of the main steel beam is a second section beam, and the section area of the second section beam is smaller than that of the first section beam.
Optionally, the first section beam comprises an upper flange, an upper web, a middle flange, a lower web, and a lower flange; the middle flange, the lower web and the lower flange form an I-shaped structure, the lower web is connected with the middle flange and the lower flange, the upper web is located in the middle of the upper portion of the middle flange and connected with the middle flange, and the upper flange is connected with the upper web.
Optionally, the upper flange and the upper web form a T-shaped structure.
Optionally, the width of the middle flange is increased by 50mm or more than the width of the upper flange on the left and right sides respectively.
Optionally, the T-shaped structure forms a hogging moment reinforcing zone;
or, an H-shaped structure is adopted to form a hogging moment reinforcing area;
or, an I-shaped structure is adopted to form a hogging moment reinforcing area;
or a negative bending moment reinforcing area is formed by adopting a channel steel structure.
Optionally, a reserved hole for a pipeline to pass through is formed in the first section beam, and the reserved hole is between the upper flange and the lower flange in size and height.
Optionally, the second section beam includes a middle flange, a lower web, and a lower flange, and the middle flange, the lower web, and the lower flange form an i-shaped structure.
Optionally, the shear connector of the first section beam is a T-shaped structure formed by the upper flange and the upper web.
Optionally, the shear connection of the second section beam is a peg.
Optionally, the composite slab is a flat-steel secondary beam assembled integral floor slab, the composite slab includes a truss reinforced concrete composite slab, a cast-in-place concrete slab and a flat-steel secondary beam, concrete is cast on the truss reinforced concrete composite slab in situ to form the cast-in-place concrete slab, and the flat-steel secondary beam is embedded inside the cast-in-place concrete slab.
Optionally, the fabricated floor system further comprises a first steel bar and a second steel bar, wherein the first steel bar is arranged along the length direction of the main steel beam in a full length manner; the second reinforcing steel bars are arranged along the length direction of the second section beam, the first reinforcing steel bars and the second reinforcing steel bars are arranged in parallel, and the heights of the first reinforcing steel bars and the second reinforcing steel bars are the same.
The invention has the following advantages:
the assembled composite floor system provided by the invention has the advantages of reasonable structural design, obvious advantages, convenience in construction, reduction in steel consumption, improvement in bearing capacity and rigidity of the frame node, good integrity, good mechanical property, high strength, small deformation and good safety.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below. It should be apparent that the drawings in the following description are merely exemplary, and that other embodiments can be derived from the drawings provided by those of ordinary skill in the art without inventive effort.
The structures, ratios, sizes, and the like shown in the present specification are only used for matching with the contents disclosed in the specification, so that those skilled in the art can understand and read the present invention, and do not limit the conditions for implementing the present invention, so that the present invention has no technical significance, and any structural modifications, changes in the ratio relationship, or adjustments of the sizes, without affecting the functions and purposes of the present invention, shall fall within the scope covered by the technical contents disclosed in the present invention.
Fig. 1 is a schematic structural view of a main steel beam of an assembled floor system according to an embodiment of the present invention;
fig. 2 is a schematic cross-sectional view of a first cross-sectional beam of a main steel beam of an assembled floor system according to an embodiment of the present invention;
FIG. 3 is a schematic cross-sectional view of a second cross-sectional beam of a main steel beam of an assembled floor system according to an embodiment of the present invention;
fig. 4 is a schematic structural diagram of an assembled floor system according to an embodiment of the present invention.
Wherein: 1. a main steel beam; 2. a composition board; 3. an upper flange; 4. an upper web; 5. a middle flange; 6. a lower web; 7. a lower flange; 8. a stud; 9. casting a concrete slab in situ; 10. truss reinforced concrete superimposed sheets; 11. a flat steel secondary beam; 12. a first reinforcing bar; 13. a second reinforcing bar; 14. a first cross-sectional beam; 15. a second section beam; 16. and reserving a hole.
Detailed Description
The present invention is described in terms of particular embodiments, other advantages and features of the invention will become apparent to those skilled in the art from the following disclosure, and it is to be understood that the described embodiments are merely exemplary of the invention and that it is not intended to limit the invention to the particular embodiments disclosed. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Example 1
As shown in fig. 1 to 4, the present embodiment provides an assembly type floor system, which includes a main steel beam 1, a composite slab 2 and a shear connector.
Specifically, the main steel beam 1 is assembled with the combined plate 2 through the shear connector; the main steel beam 1 is a variable-section beam, the part of the main steel beam 1, which is close to the beam-end support, is a first section beam 14, and the first section beam 14 forms a tension strengthening area.
More specifically, the midspan part of the main steel beam 1 is a second section beam 15, and the section area of the second section beam 15 is smaller than that of the first section beam 14.
The section shapes and the sizes of all parts of the main steel beam 1 are designed according to the structural characteristics of the main steel beam 1, the tension performance of the hogging moment area of the main steel beam 1 is fully exerted through the tension reinforced area, and meanwhile, the bearing capacity and the rigidity of the frame joint are improved. This application can full play material strength and improve the rigidity of main girder steel 1, reaches material saving's purpose, especially shows to reduce with the steel volume.
Optionally, the first section bar 14 comprises an upper flange 3, an upper web 4, a middle flange 5, a lower web 6 and a lower flange 7; the middle flange 5, the lower web 6 and the lower flange 7 form an I-shaped structure, the lower web 6 is connected with the middle flange 5 and the lower flange 7, the upper web 4 is located in the middle of the upper portion of the middle flange 5 and connected with the middle flange 5, and the upper flange 3 is connected with the upper web 4. This enables the first section beams 14 to exert sufficient tension to better increase the load carrying capacity and stiffness of the frame joint.
Optionally, the upper flange 3 and the upper web 4 form a T-shaped structure. The T-shaped structure is hidden in the concrete wing plate, so that the tensile performance of the hogging moment area of the steel beam is fully exerted, and the bearing capacity and rigidity of the frame joint are improved.
Optionally, the width of the middle flange 5 is increased by 50mm or more than the width of the upper flange 3 on the left and right sides, respectively. This enables the amount of steel used to be significantly reduced whilst meeting the tension requirements at the beam end of the main steel beam 1.
Optionally, the upper flange 3 and the upper web 4 form a T-shaped structure, and the T-shaped structure forms a hogging moment reinforcing area, or an H-shaped structure is adopted to form a hogging moment reinforcing area; or, an I-shaped structure is adopted to form a hogging moment reinforcing area; or a negative bending moment reinforcing area is formed by adopting a channel steel structure.
The structure formed by the upper flange 3 and the upper web plate 4 can be hidden in a concrete wing plate, so that the tensile performance of the hogging moment area of the steel beam can be fully exerted, and the bearing capacity and rigidity of the frame joint are improved.
Optionally, the first section beam 14 is provided with a reserved hole 16 for a pipeline to pass through, and the reserved hole 16 is sized and arranged between the upper flange 3 and the lower flange 7 in height. The reserved hole 16 forms a space with relatively sufficient size, and is convenient for arrangement of pipelines such as water, heating, electricity, air conditioners and the like.
Optionally, the shear connector of the first section beam is a T-shaped structure formed by the upper flange 3 and the upper web 4, and the shear connector of the second section beam is a stud 8. This makes the connection of main girder 1 and compoboard 2 very simple, is convenient for also guarantee overall structure's stability.
Optionally, the second section beam 15 includes a middle flange 5, a lower web 6 and a lower flange 7, and the middle flange 5, the lower web 6 and the lower flange 7 form an i-shaped structure. The I-shaped structure can meet the stress requirement of the span of the main steel beam 1, so that the steel consumption can be reduced.
Optionally, the composite slab 2 is a flat steel secondary beam 11 assembled monolithic floor, and the composite slab 2 includes a truss reinforced concrete composite slab 10, a cast-in-place concrete slab 9 and a flat steel secondary beam 11, where the truss reinforced concrete composite slab 10 is a precast slab.
Concrete is poured on the truss reinforced concrete composite slab 10 in situ to form a cast-in-situ concrete slab 9, and the flat steel secondary beam 11 is embedded in the cast-in-situ concrete slab 9.
In this embodiment, cast-in-place floor, coincide, hollow or prefabricated finished product floor system can be adopted, and the fabricated construction can realize dry job connection, and transportation, transport, installation are simple.
Optionally, the fabricated floor system further includes a first reinforcing bar 12 and a second reinforcing bar 13, wherein the first reinforcing bar 12 is arranged along the length direction of the main steel beam 1 in full length; the second reinforcing bars 13 are arranged along the length direction of the second section beam 15, the first reinforcing bars 12 and the second reinforcing bars 13 are arranged in parallel, and the heights of the first reinforcing bars 12 and the second reinforcing bars 13 are the same.
The first reinforcing steel bars 12 and the second reinforcing steel bars 13 can well meet the stress requirements of relevant parts of the floor system, and the floor system is simple in construction and good in integrity.
It should be noted that: the processing procedure of the main steel beam 1 comprises the following steps: as shown in fig. 1, a main steel beam 1 is manufactured in a component manufacturing plant, and the main steel beam 1 forms a beam-end and hole-reinforced continuous composite beam. The length of the first section beam 14 at each end is about 1/4 of the full span length of the main steel beam 1, and the length of the second section beam 15 is about 1/2 of the full span length. A reserved hole 16 can be formed according to the design size requirement, the distance and the type of the stud 8 are set according to the stress condition, and a T-shaped structure reinforced by a hogging moment area formed by the upper flange 3 and the upper web 4 is welded and connected with an I-shaped structure formed by the middle flange 5, the lower flange 7 and the lower web 6. Wherein, the T-shaped structure can be replaced by an I-shaped structure, a channel steel structure or channel steel or other type of steel structures.
The processing procedure of the flat steel secondary beam 11 is as follows: as shown in fig. 4, the flat steel secondary beam 11 is manufactured in a component processing plant, the lower flange 7 of the flat steel secondary beam 11 is 50mm or more larger than the upper flange 3, and is used as a supporting component of the prefabricated truss reinforced concrete laminated plate in an overhanging way, and the flat steel secondary beam 11 can be manufactured in a welding way. The assembly process of the truss reinforced concrete composite slab comprises the following steps: the truss reinforced concrete composite slab 10 is manufactured in advance according to the national building standard design drawing set (15G366-1) or self-design.
Respectively transporting the manufactured main steel beam 1, the flat steel secondary beam 11 and the truss reinforced concrete composite slab to a construction site; the truss reinforced concrete composite slab is placed on a lower flange 7 of a flat steel secondary beam 11, the flat steel secondary beam 11 is connected with a main steel beam 1 in a hinged mode, and the main steel beam 1 can be welded or connected through a stud 8 by using a vertical component in a negative bending moment area reinforcing area structure formed by an upper flange 3 and an upper web plate 4. The first reinforcing steel bar 12 and the second reinforcing steel bar 13 are arranged according to design requirements, concrete is cast in place, and a cast-in-place concrete slab 9 is formed.
The assembled floor system that makes up that this embodiment provided, its structural design is reasonable, and the advantage is very obvious simultaneously, specifically as follows:
1. the frame beam is a steel-concrete combined beam and is continuously arranged, so that the material strength can be fully exerted, the beam rigidity is improved, the purpose of saving materials is achieved, and particularly, the steel consumption is remarkably reduced.
2. The beam end section of the main steel beam 1 of the steel frame beam is provided with a reinforced T-shaped steel beam (H-shaped steel, I-shaped steel, channel steel or other types of steel can also be adopted) on the top of the upper flange 3 of the beam and hidden in a concrete wing plate, so that the load bearing capacity and rigidity of a frame joint are improved while the tensile performance of a hogging moment area of the steel beam is fully exerted.
3. Under the action of gravity and earthquake load, the beam end of the main steel beam 1 of the steel frame beam is stressed intensively; therefore, the T-shaped steel (H steel, I-shaped steel, channel steel or other types of section steel) is arranged in the concrete wing plate at the beam end to be reinforced to form the variable-section steel beam, the beam height of the steel beam is reduced, the structural layer height can be reduced or the floor net height can be increased, materials are remarkably saved, the compression flange and the web plate are effectively restrained, and the side torsion buckling is reduced.
4. The secondary beam adopts an assembly type flat steel beam composite board, can adopt a cast-in-place floor slab, a superposed, hollow or prefabricated finished product floor system, can realize dry operation connection in assembly type construction, and is simple in transportation, carrying and installation.
5. When the opening size of the steel beam web plate exceeds the conventional height specified by the specification, the actual beam height of the steel beam can be increased by utilizing the T-shaped steel (H steel, I-shaped steel, channel steel or other type of steel) reinforced in the concrete wing plate, the whole beam height does not need to be increased by full length or special research and reinforcing measures are not needed, and the method is favorable for arranging pipelines such as water, heating, electricity, air conditioners and the like and increasing net height or reducing floor height.
6. The section steel section added on the steel beam upper flange 3 can replace a shear connector and can be welded or bolted with vertical members such as frame columns, and construction is convenient.
7. The concrete and steel combination mode is superior, and the wholeness is good, and mechanical properties is good, and intensity is high, and the deformation is little, and the security is good.
In conclusion, the assembled composite floor system provided by the embodiment has the advantages of reasonable structural design, convenience in construction, reduction in steel consumption, improvement in bearing capacity and rigidity of the frame node, good integrity, good mechanical property, high strength, small deformation and good safety.
Although the invention has been described in detail above with reference to a general description and specific examples, it will be apparent to one skilled in the art that modifications or improvements may be made thereto based on the invention. Accordingly, such modifications and improvements are intended to be within the scope of the invention as claimed.
Claims (10)
1. The assembled composite floor system is characterized by comprising a main steel beam, a composite plate and a shearing connecting piece, wherein the main steel beam is assembled with the composite plate through the shearing connecting piece; the main steel beam is a variable-section beam, the part of the main steel beam, which is close to the beam end support, is a first section beam, and the first section beam forms a tension strengthening area; and the midspan part of the main steel beam is a second section beam, and the section area of the second section beam is smaller than that of the first section beam.
2. The modular floor system of claim 1,
the first section beam comprises an upper flange, an upper web, a middle flange, a lower web and a lower flange; the middle flange, the lower web and the lower flange form an I-shaped structure, the lower web is connected with the middle flange and the lower flange, the upper web is located in the middle of the upper portion of the middle flange and connected with the middle flange, and the upper flange is connected with the upper web.
3. The system of claim 2, wherein the upper flange and the upper web form a T-shaped structure.
4. The system of claim 3, wherein the width of the center flange is increased by 50mm or more than the width of the upper flange on the left and right sides, respectively.
5. The system of claim 3, wherein the T-shaped structure forms a hogging moment reinforcing zone;
or, an H-shaped structure is adopted to form a hogging moment reinforcing area;
or, an I-shaped structure is adopted to form a hogging moment reinforcing area;
or a negative bending moment reinforcing area is formed by adopting a channel steel structure.
6. The system as claimed in claim 2, wherein the first sectional beam is provided with a reserved hole for a pipeline to pass through, and the reserved hole is sized and arranged between the upper flange and the lower flange.
7. The system of claim 2, wherein the shear connector of the first section beam is a T-shaped structure formed by the upper flange and the upper web, and the shear connector of the second section beam is a stud.
8. The assembly-type floor system according to claim 1, wherein the second section beam includes a middle flange, a lower web, and a lower flange, and the middle flange, the lower web, and the lower flange form an i-shaped structure.
9. The system of claim 1, wherein the composite slabs are flat steel secondary beam assembled monolithic slabs, the composite slabs comprising reinforced concrete truss slabs on which concrete is cast in situ to form cast-in-situ concrete slabs, and flat steel secondary beams embedded inside the cast-in-situ concrete slabs.
10. The assembly type floor system according to claim 1, further comprising a first reinforcing bar and a second reinforcing bar, wherein the first reinforcing bar is arranged along the length direction of the main steel beam in a full length manner; the second reinforcing steel bars are arranged along the length direction of the second section beam, the first reinforcing steel bars and the second reinforcing steel bars are arranged in parallel, and the heights of the first reinforcing steel bars and the second reinforcing steel bars are the same.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110584206.3A CN113293905A (en) | 2021-05-27 | 2021-05-27 | Assembled combination superstructure system |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110584206.3A CN113293905A (en) | 2021-05-27 | 2021-05-27 | Assembled combination superstructure system |
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| CN113293905A true CN113293905A (en) | 2021-08-24 |
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| CN202110584206.3A Pending CN113293905A (en) | 2021-05-27 | 2021-05-27 | Assembled combination superstructure system |
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| CN (1) | CN113293905A (en) |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE102004026871A1 (en) * | 2004-06-02 | 2005-12-22 | Gerhards, Karl, Dipl.-Ing. | Composite beam, has steel beam arranged in Z-axis of composite beam, steel concrete beam covering steel beam, and head dowel pin that connects steel concrete beam and steel beam to one another |
| CN201526090U (en) * | 2009-09-16 | 2010-07-14 | 永峻工程顾问股份有限公司 | I-type steel girder structure |
| CN106401035A (en) * | 2016-10-20 | 2017-02-15 | 江苏福久住宅工业制造有限公司 | H+T type component and combination beam of H+T type component and floor |
| CN110847007A (en) * | 2019-12-11 | 2020-02-28 | 辽宁省交通规划设计院有限责任公司 | Section steel-concrete composite beam hogging moment area structure based on high-performance material |
| CN110952702A (en) * | 2019-12-17 | 2020-04-03 | 长安大学 | Soil-shaped steel beam-concrete combined beam slab system and construction method thereof |
| CN216893067U (en) * | 2021-05-27 | 2022-07-05 | 罗强军 | Assembled composite floor system |
-
2021
- 2021-05-27 CN CN202110584206.3A patent/CN113293905A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE102004026871A1 (en) * | 2004-06-02 | 2005-12-22 | Gerhards, Karl, Dipl.-Ing. | Composite beam, has steel beam arranged in Z-axis of composite beam, steel concrete beam covering steel beam, and head dowel pin that connects steel concrete beam and steel beam to one another |
| CN201526090U (en) * | 2009-09-16 | 2010-07-14 | 永峻工程顾问股份有限公司 | I-type steel girder structure |
| CN106401035A (en) * | 2016-10-20 | 2017-02-15 | 江苏福久住宅工业制造有限公司 | H+T type component and combination beam of H+T type component and floor |
| CN110847007A (en) * | 2019-12-11 | 2020-02-28 | 辽宁省交通规划设计院有限责任公司 | Section steel-concrete composite beam hogging moment area structure based on high-performance material |
| CN110952702A (en) * | 2019-12-17 | 2020-04-03 | 长安大学 | Soil-shaped steel beam-concrete combined beam slab system and construction method thereof |
| CN216893067U (en) * | 2021-05-27 | 2022-07-05 | 罗强军 | Assembled composite floor system |
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