CN210621439U - Combined beam unit and combined beam - Google Patents
Combined beam unit and combined beam Download PDFInfo
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- CN210621439U CN210621439U CN201921129170.4U CN201921129170U CN210621439U CN 210621439 U CN210621439 U CN 210621439U CN 201921129170 U CN201921129170 U CN 201921129170U CN 210621439 U CN210621439 U CN 210621439U
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Abstract
The utility model discloses an ultra high performance concrete-part shaped steel composite beam unit, ultra high performance concrete roof beam includes roof, web and bottom plate, the tip of roof is equipped with half notch, half notch department is equipped with the longitudinal bridge and strengthens the steel sheet to the roof of arranging, the one end that the steel sheet was strengthened to the roof sets firmly in the roof, and the other end extends the tip of roof, be equipped with the longitudinal bridge in the web and strengthen the steel sheet to the web of arranging, the one end that the steel sheet was strengthened to the web sets firmly in the web, and the other end extends the tip of web. The utility model also provides an ultra high performance concrete-shaped steel combination beam unit. The utility model discloses the combination beam that two kinds of roof beam unit connection of corresponding two kinds of above-mentioned forms still. By utilizing the ultra-high performance concrete-part section steel combined beam unit or the ultra-high performance concrete-section steel combined beam unit, the connection structure at the joint of the adjacent beam units is simple and reasonable, and the stress performance is excellent.
Description
Technical Field
The utility model belongs to bridge structures field especially relates to a combination beam unit and combination beam.
Background
Ultra High Performance Concrete (UHPC) is an ultra high performance fiber reinforced cement-based composite material with high compression strength, high tensile strength, high modulus, high ductility and high durability, and is prepared from cement, mineral admixture, quartz sand, quartz powder, steel fiber, water reducing agent and water according to the maximum compactness theory, so that the defects in the material are minimized. As the ultrahigh-performance concrete has high strength and large elastic modulus, the prior engineering experience shows that the ultrahigh-performance concrete can effectively reduce the self weight of the structure and improve the utilization efficiency of the structure.
At present, a great deal of technical research on the structural stress performance and the design method of several types of novel composite beams is carried out, but whether the problem of joint connection of the assembled ultrahigh-performance concrete-part type steel composite beam on a construction site beam section is solved or not is an important link about implementation in actual engineering application, and not only can the bearing capacity and the service life of the bridge be directly influenced, but also the road smoothness and the safety of pedestrians can be influenced. At the joint, the bridge deck plates which are connected by regularly distributed steel fibers contained in the ultra-high performance concrete composite beam are cut off, so that the connection strength of the joint and the continuity of the bridge deck plates are greatly reduced, and the joint is easy to have local damage or cracks under the action of tensile stress, so that the durability of the bridge is difficult to meet the requirement of the design service life.
The connection of the ultra-high performance concrete-part section steel composite beam and the ultra-high performance concrete-section steel composite beam on the construction site is different from the connection of a common steel-concrete composite beam due to the novel structural combination form, and the design and the research specially aiming at the joint of the novel structure are not found at present.
SUMMERY OF THE UTILITY MODEL
The utility model aims to solve the technical problem that overcome not enough and the defect mentioned in the above background art, provide an ultra high performance concrete-part shaped steel combination beam unit and ultra high performance concrete-part shaped steel combination beam, ultra high performance concrete-shaped steel combination beam unit and ultra high performance concrete-shaped steel combination beam, utilize above-mentioned ultra high performance concrete-part shaped steel combination beam unit or ultra high performance concrete-shaped steel combination beam unit, adjacent beam unit seam crossing's connection structure is simple reasonable, the atress performance is excellent. In order to solve the technical problem, the utility model provides a technical scheme does:
the ultra-high performance concrete-part section steel composite beam unit comprises girder section steel and an ultra-high performance concrete beam fixedly arranged on the girder section steel, wherein the ultra-high performance concrete beam comprises a top plate, a web plate and a bottom plate, the end part of the top plate is provided with half notches (two adjacent half notches are spliced to form a notch), the half notches are provided with top plate reinforcing steel plates arranged in the longitudinal direction, one end of each top plate reinforcing steel plate is fixedly arranged in the top plate, the other end of each top plate reinforcing steel plate extends out of the end part of the top plate, each web plate reinforcing steel plate arranged in the longitudinal direction is arranged in the web plate, one end of each web plate reinforcing steel plate is fixedly arranged in the web plate, and the other end of each web plate reinforcing steel plate extends out.
The longitudinal bridge length of the half rabbet is L/6-L/10 (L is the span of a single-span beam), and the half rabbet is subjected to scabbling treatment so as to reduce the high tensile stress at the interface of the new concrete and the old concrete and improve the connection integrity of the new concrete and the old concrete.
In the ultra-high performance concrete-partial section steel composite beam unit, preferably, the top plate reinforced steel plate is centrally arranged at the half-notch, the web plate reinforced steel plate is centrally arranged in the web plate, and the top plate reinforced steel plate and the web plate reinforced steel plate are vertically and fixedly connected with each other; the lower part of the web plate reinforced steel plate is fixedly connected with the upper flange of the main beam section steel, and the lower part of the web plate reinforced steel plate is positioned on the central axis of the longitudinal bridge direction of the upper flange of the main beam section steel. Above-mentioned roof reinforcing steel plate and web reinforcing steel plate set up the atress that does benefit to whole structure between two parties to, the lower extreme and the girder shaped steel upper limb rigid coupling of web reinforcing steel plate can pass through girder shaped steel location ultra-high performance concrete beam. Also, through the above-mentioned mode of setting, the steel sheet is strengthened to the roof, web reinforcing steel sheet and girder shaped steel mutual rigid coupling, after cast-in-place ultra high performance concrete in seam crossing, ultra high performance concrete, the steel sheet is strengthened to the roof, web reinforcing steel sheet and girder shaped steel form whole stress structure, guarantee cast-in-place seam crossing ultra high performance concrete, the steel sheet is stiffened to the roof, the whole working property of web reinforcing steel sheet and girder shaped steel, the steel-ultra high performance concrete framework that the connection formed can increase its tensile strength through the steel sheet of stiffening, when effectively transmitting shear stress and improving shear-resistant bearing capacity, can prevent the fissured production in seam crossing, ensure connection structure's stability, it is good to have the durability simultaneously, fatigue resistance can be good advantage, can effectively reduce the frequent maintenance of seam crossing.
In the ultra-high performance concrete-section steel composite beam unit, preferably, one end of the top plate reinforced steel plate, which is far away from the end of the top plate, extends 1-2m continuously from the half notch to the inside of the top plate (i.e., the top plate reinforced steel plate has three sections, one section is located at the half notch, one section of the left side and the right side of the half notch extends out of the end of the half notch, the other section extends 1-2m from the half notch to the inside of the top plate), the width of the top plate reinforced steel plate is 1/3-2/3 (more preferably 1/2) of the width of the ultra-high performance concrete beam, and the thickness of the top plate reinforced steel plate; the one end that the web tip was kept away from to the web reinforcing steel plate is parallel and level with the one end that the roof reinforcing steel plate kept away from the roof tip, the thickness of web reinforcing steel plate is 12-15 mm. The length, width and thickness of the top plate reinforced steel plate and the web plate reinforced steel plate are limited in order to increase the rigidity of the structure within a reasonable structural size and an economic range.
In the above ultra-high performance concrete-part section steel composite beam unit, preferably, the top plate reinforced steel plate and the web plate reinforced steel plate are both provided with a plurality of through holes which are uniformly distributed. The ultrahigh-performance concrete contains regularly distributed steel fibers, and through holes are formed in the top plate reinforced steel plate and the web plate reinforced steel plate, so that the continuity of the steel fibers can be ensured, and the stress performance of the ultrahigh-performance concrete at the cast-in-place connecting part can be greatly improved. Generally, the size of the through holes is determined according to the spacing of the shear connectors, and the diameter of the through holes is close to or equal to half of the longitudinal bridge spacing of the shear connectors. The number of the through holes in the top plate reinforcing plate is not more than that in the web reinforcing steel plate.
In the ultra-high performance concrete-section steel composite beam unit, preferably, a plurality of shear connectors (such as studs) are uniformly and fixedly arranged on the surfaces of the top plate reinforced steel plate and the web plate reinforced steel plate. The shear connector has the function of improving the connection tightness of the top plate reinforced steel plate and the web plate reinforced steel plate and the cast-in-place ultrahigh-performance concrete, and is beneficial to improving the stress performance of the whole structure.
As a general technical idea, the utility model provides an ultra-high performance concrete-shaped steel composite beam unit still provides, ultra-high performance concrete-shaped steel composite beam unit includes girder shaped steel and sets firmly the ultra-high performance concrete roof beam on girder shaped steel, the tip of ultra-high performance concrete roof beam is equipped with half notch, half notch department is equipped with the longitudinal bridge and strengthens the steel sheet to the roof of arranging (set between two parties), the one end of roof enhancement steel sheet sets firmly in ultra-high performance concrete roof beam, and the other end extends the tip of ultra-high performance concrete roof beam.
In the ultra-high performance concrete-profile steel combined beam unit, preferably, the top plate reinforced steel plate is provided with a plurality of through holes which are uniformly distributed; and a plurality of shear connectors are uniformly and fixedly arranged on the surface of the top plate reinforced steel plate. The function of the through-holes and shear connectors can be seen above.
In the ultra-high performance concrete-profile steel combined beam unit, preferably, one end of the top plate reinforced steel plate, which is far away from the end of the ultra-high performance concrete beam, extends 1-2m into the ultra-high performance concrete beam from the half notch (that is, the top plate reinforced steel plate has three sections, one section is located in the half notch, one section of the left side and the right side of the half notch extends out of the end of the half notch, the other section extends 1-2m into the ultra-high performance concrete beam from the half notch), the width of the top plate reinforced steel plate is 1/3-2/3 of the width of the ultra-high performance concrete beam, and the thickness of the top plate reinforced steel plate is 12-15 mm.
As a general technical idea, the utility model provides a super high performance concrete-part shaped steel combination beam, super high performance concrete-part shaped steel combination beam is mainly formed by the connection of above-mentioned super high performance concrete-part shaped steel combination beam unit, and adjacent super high performance concrete-part shaped steel combination beam unit is connected through cast-in-place connecting portion between to. The cast-in-place connecting part can be a T-shaped cast-in-place connecting part, the longitudinal bridge width of the T-shaped vertical flat port can be about 40cm, and the transverse bridge width is the whole bridge width. When a plurality of combined beam units are connected, the connection mode of the lower main beam section steel is not limited.
In the ultra-high performance concrete-section steel composite girder, preferably, ends of a pair of the roof reinforcing steel plates adjacent to each other in a longitudinal direction of the bridge are kept adjacent to each other, and the pair of the roof reinforcing steel plates adjacent to each other in the longitudinal direction of the bridge are connected to each other by steel plates and/or steel bars. The steel plates are used for connecting adjacent top plate reinforcing steel plates, and the connection mode of the steel plates and the top plate reinforcing steel plates is not limited, if the steel plates and the top plate reinforcing steel plates are connected by high-strength bolts. The billet includes long vertical bar or annular anchor reinforcing bar, and long vertical bar can be directly with adopt the welded mode to be connected with roof reinforcing steel plate, and annular anchor reinforcing bar accessible annular anchor reinforcing bar's annular end anchor is on the shear force connecting piece for connect adjacent roof reinforcing steel plate. The roof reinforcing steel plate is connected each other indirectly, compares in the condition that does not connect, can make the structural rigidity of seam crossing can not take place the sudden change, and the atress is more even, increases the tensile strength of seam crossing, reduces the possibility that seam crossing crack produced.
In the ultra-high performance concrete-section steel composite beam, preferably, the end portions of the pair of top plate reinforced steel plates adjacent to the longitudinal bridge direction are comb racks which are arranged in a staggered manner and matched with each other. The comb tooth strip has a simple structure, is convenient to construct on one hand, and is beneficial to the dense pouring of UHPC at the subsequent joint; on the other hand, the stress performance of the comb rack is similar to that of the steel bar, the contact area between the top plate stiffened steel plate and the UHPC at the joint can be increased, the bonding force between the top plate stiffened steel plate and the UHPC is improved, and the tensile capacity of the UHPC at the joint is improved, so that the mechanical property of the joint is ensured.
In the ultra-high performance concrete-section steel composite beam, preferably, the ends of a pair of web reinforced steel plates adjacent to each other in the longitudinal bridge direction are kept adjacent to each other, and the pair of web reinforced steel plates adjacent to each other in the longitudinal bridge direction are connected by connecting steel bars. Or, preferably, the ends of a pair of web reinforcing steel plates adjacent to each other in the longitudinal bridge direction are in a matched Z shape or concave-convex shape; the concave-convex shape comprises a trapezoidal protrusion and a trapezoidal groove which are matched with each other, and a rectangular protrusion and a rectangular groove which are matched with each other. The arrangement mode is all for making the combination of two web reinforcing steel plates more firm, avoiding the fracture of seam department under high tensile stress.
As a general technical idea, the utility model provides an ultra high performance concrete-shaped steel composite beam, ultra high performance concrete-shaped steel composite beam mainly is formed by a plurality of foretell ultra high performance concrete-shaped steel composite beam unit connection, and adjacent ultra high performance concrete-shaped steel composite beam unit longitudinal bridge is to connecting through cast-in-place connecting portion between to.
In the ultra-high performance concrete-section steel composite girder, preferably, ends of a pair of the roof reinforcing steel plates adjacent to each other in a longitudinal direction of the bridge are kept adjacent to each other, and the pair of the roof reinforcing steel plates adjacent to each other in the longitudinal direction of the bridge are connected to each other by steel plates and/or steel bars.
In the ultra-high performance concrete-section steel composite beam, preferably, the ends of the pair of top plate reinforced steel plates adjacent to each other in the longitudinal bridge direction are kept adjacent to each other, and the ends of the pair of top plate reinforced steel plates adjacent to each other in the longitudinal bridge direction are comb racks which are arranged in a staggered manner and matched with each other.
The utility model discloses still correspondingly provide a construction method of above-mentioned ultra high performance concrete-part shaped steel combination beam, including following step:
s1: firstly, positioning girder section steel, a top plate reinforced steel plate and a web plate reinforced steel plate in a prefabrication field, fixedly connecting the girder section steel, the top plate reinforced steel plate and the web plate reinforced steel plate, then pouring ultrahigh-performance concrete to form an assembled ultrahigh-performance concrete-partial section steel combined beam unit, and reserving a half notch during pouring;
s2: hoisting the ultra-high performance concrete-part section steel combined beam unit to a construction site, and then connecting the adjacent top plate reinforced steel plates in the longitudinal bridge direction by using steel plates and/or steel bars, or setting the end parts of the top plate reinforced steel plates into comb racks which are arranged in a staggered manner and matched with each other, connecting the adjacent web plate reinforced steel plates by using connecting steel bars, or setting the end parts of the web plate reinforced steel plates into Z-shaped or concave-convex shapes which are matched with each other;
s3: pouring ultrahigh-performance concrete in situ at the joint, and curing to form a cast-in-situ connecting part; and then finishing the subsequent related construction process of the bridge deck, namely finishing the construction.
The construction method of the ultra-high performance concrete-profile steel composite beam is similar to the construction method.
Compared with the prior art, the utility model has the advantages of:
1. utilize the utility model provides an ultra high performance concrete-part shaped steel combination beam unit combination forms ultra high performance concrete-part shaped steel combination beam, behind the cast-in-place ultra high performance concrete of seam crossing, the roof reinforcing steel plate, web reinforcing steel plate and cast-in-place ultra high performance concrete become a whole, can guarantee that the connection of seam region is firm more reliable, the structural strength of the seam crossing of ultra high performance concrete-part shaped steel combination beam has been strengthened by a wide margin, the continuity of decking is higher, the bearing capacity of combination beam is higher, seam crossing is difficult to appear local damage or crack under the tensile stress effect, the durability of bridge is higher, the life of assembled combination beam structure has been prolonged.
2. Utilize the utility model provides an ultra-high performance concrete-shaped steel combination beam unit combination forms ultra-high performance concrete-shaped steel combination beam, behind the cast-in-place ultra-high performance concrete of seam crossing, the roof reinforcing steel plate becomes a whole with cast-in-place ultra-high performance concrete, can guarantee that the connection of seam region is more firm reliable, the structural strength of the seam crossing of ultra-high performance concrete-shaped steel combination beam has been strengthened by a wide margin, the continuity of decking is higher, the bearing capacity of combination beam is higher, seam crossing is difficult to appear local damage or crack under the tensile stress effect, the durability of bridge is higher, the life of assembled combination beam structure has been prolonged.
3. The utility model discloses a super high performance concrete-part shaped steel combination beam and super high performance concrete-shaped steel combination beam's simple structure, the atress is clear and definite, and mechanical properties is excellent, can effectively avoid the disease problem that prefabricated component seam crossing exists under the prerequisite that reduces the structure dead weight by a wide margin, can satisfy the requirement that the restriction seam warp, full play steel super high performance concrete composite structure component superhigh strength, ultra high toughness, super high durability and steel fibre's atress effect in coordination has important practical value and good economic benefits in engineering practical application.
4. The utility model discloses well super high performance concrete-part shaped steel combination beam and super high performance concrete-shaped steel combination beam's construction method is simple, can simplify the site operation process greatly.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed to be used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without creative efforts.
Fig. 1 is a schematic sectional view of an ultra high performance concrete-section steel composite beam unit according to example 1.
Fig. 2 is a three-dimensional view (a pouring connection is not shown) of the ultra-high performance concrete-section steel composite beam of example 1.
Fig. 3 is a plan view of the ultra high performance concrete-section steel composite girder of example 1 (the pouring connection portion is not shown).
Fig. 4 is a three-dimensional schematic view of the top plate reinforced steel plate and the web reinforced steel plate in example 1.
Fig. 5 is a front view of the ultra high performance concrete-section steel composite girder of example 1 (the pouring connection portion is not shown).
Fig. 6 is a three-dimensional view (the pouring connection part is not shown) of the ultra-high performance concrete-section steel composite beam of example 2.
Fig. 7 is a plan view of the ultra high performance concrete-section steel composite girder of example 2 (the pouring connection portion is not shown).
Fig. 8 is a front view of the ultra-high performance concrete-section steel composite girder of example 2 (the pouring connection portion is not shown).
Fig. 9 is a three-dimensional view (the pouring connection part is not shown) of the ultra-high performance concrete-section steel composite beam of example 3.
FIG. 10 is a plan view of an ultra high performance concrete-section steel composite girder according to example 3 (a pouring connection portion is not shown).
Fig. 11 is a front view of the ultra high performance concrete-section steel composite girder of example 3 (the pouring connection portion is not shown).
Fig. 12 is a three-dimensional view (the pouring connection is not shown) of the ultra-high performance concrete-section steel composite beam of example 4.
FIG. 13 is a plan view of an ultra high performance concrete-section steel composite girder according to example 4 (a pouring connection portion is not shown).
Fig. 14 is a front view of the ultra high performance concrete-section steel composite girder of example 4 (the pouring connection portion is not shown).
Fig. 15 is a three-dimensional view (a pouring connection is not shown) of the ultra-high performance concrete-section steel composite beam of example 5.
FIG. 16 is a plan view of an ultra high performance concrete-section steel composite girder according to example 5 (a pouring connection portion is not shown).
Fig. 17 is a front view of an ultra high performance concrete-section steel composite girder according to example 5 (a pouring connection portion is not shown).
Fig. 18 is a schematic structural diagram of the medium and ultra high performance concrete-section steel composite beam of the present invention.
Fig. 19 is a schematic sectional view of an ultra-high performance concrete-section steel composite beam unit according to example 6.
Fig. 20 is a three-dimensional view showing an ultra-high performance concrete-section steel composite girder according to example 6 (a pouring connection portion is not shown).
Fig. 21 is a plan view of an ultra-high performance concrete-section steel composite girder according to example 6 (a pouring connection portion is not shown).
Fig. 22 is a front view of the ultra-high performance concrete-section steel composite girder of example 6 (the pouring connection portion is not shown).
Illustration of the drawings:
1. main beam section steel; 2. an ultra-high performance concrete beam; 21. a top plate; 22. a web; 23. a base plate; 3. a half notch; 4. a top plate reinforcing steel plate; 5. a web plate reinforcing steel plate; 6. a through hole; 7. a shear connector; 8. casting a connecting part in situ; 9. a steel plate; 10. a steel bar; 11. a comb rack; 12. connecting reinforcing steel bars; 13. z-shaped; 14. a trapezoidal protrusion; 15. a trapezoidal groove; 16. a rectangular protrusion; 17. a rectangular groove; 18. a high-strength bolt; 19. and reinforcing the steel bars.
Detailed Description
To facilitate understanding of the present invention, the present invention will be described more fully and specifically with reference to the accompanying drawings and preferred embodiments, but the scope of the present invention is not limited to the specific embodiments described below.
Unless otherwise defined, all terms of art used hereinafter have the same meaning as commonly understood by one of ordinary skill in the art. The terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the scope of the present invention.
Unless otherwise specifically stated, various raw materials, reagents, instruments, equipment and the like used in the present invention are commercially available or can be prepared by an existing method.
Example 1:
as shown in fig. 1-5 and 18, the ultra-high performance concrete-section steel composite beam unit of this embodiment includes a main beam section steel 1 and an ultra-high performance concrete beam 2 fixed on the main beam section steel 1, the ultra-high performance concrete beam 2 includes a top plate 21, a web plate 22 and a bottom plate 23, a half notch 3 is provided at an end of the top plate 21, a top plate reinforcing steel plate 4 arranged in a longitudinal direction is provided at the half notch 3, one end of the top plate reinforcing steel plate 4 is fixed in the top plate 21, the other end extends out of an end of the top plate 21, a web plate reinforcing steel plate 5 arranged in the longitudinal direction is provided in the web plate 22, one end of the web plate reinforcing steel plate 5 is fixed in the web plate 22, and the other end extends out of an end of the web plate 22. The longitudinal bridge length of the half rabbet 3 is L/6-L/10 (L is the span of a single span beam), and the half rabbet 3 is subjected to scabbling treatment.
In the embodiment, the top plate reinforcing steel plate 4 is arranged in the middle of the half notch 3, the web plate reinforcing steel plate 5 is arranged in the middle of the web plate 22, and the top plate reinforcing steel plate 4 and the web plate reinforcing steel plate 5 are vertically and fixedly connected with each other; the lower part of the web plate reinforced steel plate 5 is fixedly connected with the upper flange of the main beam section steel 1, and the lower part of the web plate reinforced steel plate 5 is positioned on the longitudinal bridge axial center axis of the upper flange of the main beam section steel 1.
In the embodiment, one end of the top plate reinforced steel plate 4, which is far away from the end part of the top plate 21, extends into the top plate 21 for 1-2m (within the above range) continuously from the half notch 3, the width of the top plate reinforced steel plate 4 is half of that of the ultra-high performance concrete beam 2, and the thickness of the top plate reinforced steel plate 4 is 12-15mm (within the above range); the end of the web reinforced steel plate 5 far away from the end of the web 22 is flush with the end of the top plate reinforced steel plate 4 far away from the end of the top plate 21, and the thickness of the web reinforced steel plate 5 is 12-15mm (both the above ranges).
In this embodiment, a plurality of evenly distributed through holes 6 are all provided on the top plate reinforced steel plate 4 and the web plate reinforced steel plate 5.
In this embodiment, a plurality of shear connectors 7 are uniformly and fixedly arranged on the surfaces of the top plate reinforced steel plate 4 and the web plate reinforced steel plate 5.
The embodiment also provides the ultra-high performance concrete-part section steel composite beam, which is mainly formed by connecting the ultra-high performance concrete-part section steel composite beam units, and the longitudinal bridge directions of the adjacent ultra-high performance concrete-part section steel composite beam units are connected through the cast-in-place connecting part 8.
In this embodiment, the top plate 21 is provided with a plurality of reinforcing steel bars 19 extending into the cast-in-place connecting portion 8, and the reinforcing steel bars 19 in the adjacent top plates in the longitudinal bridge direction are overlapped with each other.
In this embodiment, the ends of the pair of roof reinforcing steel plates 4 adjacent to each other in the longitudinal bridge direction are kept adjacent to each other, and the pair of roof reinforcing steel plates 4 adjacent to each other in the longitudinal bridge direction are connected to each other by the steel plate 9. The steel plate 9 is connected with the adjacent roof reinforcing steel plate 4 through a high-strength bolt 18.
In this embodiment, the ends of the pair of web reinforced steel plates 5 adjacent to each other in the longitudinal bridge direction are kept adjacent to each other, and the pair of web reinforced steel plates 5 adjacent to each other in the longitudinal bridge direction are connected to each other by a connecting steel bar 12 (ribbed steel bar).
In this embodiment, the length of the cast-in-place connecting portion 8 in the longitudinal direction of the beam is about 40cm (the portion below the top plate 21), the width of the transverse direction of the beam is the beam width of the whole composite beam, and the height of the beam is the beam height of the ultra-high performance concrete beam, and the ultra-high performance concrete is poured into the cast-in-place joint, so that the beam sections are connected into an integral structure.
In this embodiment, the connection form of the main beam section steel 1 is various types, and is not limited.
Example 2:
as shown in fig. 6-8 and 18, the ultra-high performance concrete-section steel composite beam unit of this embodiment includes a main beam section steel 1 and an ultra-high performance concrete beam 2 fixed on the main beam section steel 1, the ultra-high performance concrete beam 2 includes a top plate 21, a web plate 22 and a bottom plate 23, a half notch 3 is provided at an end of the top plate 21, a top plate reinforcing steel plate 4 arranged in a longitudinal direction is provided at the half notch 3, one end of the top plate reinforcing steel plate 4 is fixed in the top plate 21, the other end extends out of an end of the top plate 21, a web plate reinforcing steel plate 5 arranged in the longitudinal direction is provided in the web plate 22, one end of the web plate reinforcing steel plate 5 is fixed in the web plate 22, and the other end extends out of an end of the web plate 22. The longitudinal bridge length of the half rabbet 3 is L/6-L/10 (L is the span of a single span beam), and the half rabbet 3 is subjected to scabbling treatment.
In this embodiment, a schematic cross-sectional view of the ultra-high performance concrete-section steel composite beam unit and a three-dimensional schematic view of the top plate reinforced steel plate and the web reinforced steel plate are specifically shown in example 1.
In the embodiment, the top plate reinforcing steel plate 4 is arranged in the middle of the half notch 3, the web plate reinforcing steel plate 5 is arranged in the middle of the web plate 22, and the top plate reinforcing steel plate 4 and the web plate reinforcing steel plate 5 are vertically and fixedly connected with each other; the lower part of the web plate reinforced steel plate 5 is fixedly connected with the upper flange of the main beam section steel 1, and the lower part of the web plate reinforced steel plate 5 is positioned on the longitudinal bridge axial center axis of the upper flange of the main beam section steel 1.
In the embodiment, one end of the top plate reinforced steel plate 4, which is far away from the end part of the top plate 21, extends into the top plate 21 for 1-2m (within the above range) continuously from the half notch 3, the width of the top plate reinforced steel plate 4 is half of that of the ultra-high performance concrete beam 2, and the thickness of the top plate reinforced steel plate 4 is 12-15mm (within the above range); the end of the web reinforced steel plate 5 far away from the end of the web 22 is flush with the end of the top plate reinforced steel plate 4 far away from the end of the top plate 21, and the thickness of the web reinforced steel plate 5 is 12-15mm (both the above ranges).
In this embodiment, a plurality of evenly distributed through holes 6 are all provided on the top plate reinforced steel plate 4 and the web plate reinforced steel plate 5.
In this embodiment, a plurality of shear connectors 7 are uniformly and fixedly arranged on the surfaces of the top plate reinforced steel plate 4 and the web plate reinforced steel plate 5.
The embodiment also provides the ultra-high performance concrete-part section steel composite beam, which is mainly formed by connecting the ultra-high performance concrete-part section steel composite beam units, and the longitudinal bridge directions of the adjacent ultra-high performance concrete-part section steel composite beam units are connected through the cast-in-place connecting part 8.
In this embodiment, the top plate 21 is provided with a plurality of reinforcing steel bars 19 extending into the cast-in-place connecting portion 8, and the reinforcing steel bars 19 in the adjacent top plates in the longitudinal bridge direction are overlapped with each other.
In this embodiment, the ends of the pair of top plate reinforcing steel plates 4 adjacent to each other in the longitudinal bridge direction are adjacent to each other, and the ends of the pair of top plate reinforcing steel plates 4 adjacent to each other in the longitudinal bridge direction are comb-shaped strips 11 which are arranged in a staggered manner and are matched with each other.
In this embodiment, the ends of the pair of web reinforced steel plates 5 adjacent to each other in the longitudinal bridge direction are kept adjacent to each other, and the pair of web reinforced steel plates 5 adjacent to each other in the longitudinal bridge direction are connected to each other by a connecting steel bar 12 (ribbed steel bar). The lower end of the web plate reinforcing steel plate 5 is provided with a chamfer.
In this embodiment, the length of the cast-in-place connecting portion 8 in the longitudinal direction of the beam is about 40cm (the portion below the top plate 21), the width of the transverse direction of the beam is the beam width of the whole composite beam, and the height of the beam is the beam height of the ultra-high performance concrete beam, and the ultra-high performance concrete is poured into the cast-in-place joint, so that the beam sections are connected into an integral structure.
In this embodiment, the connection form of the main beam section steel 1 is various types, and is not limited.
Example 3:
as shown in fig. 9-11 and fig. 18, the ultra-high performance concrete-section steel composite beam unit of this embodiment includes a main beam section steel 1 and an ultra-high performance concrete beam 2 fixed on the main beam section steel 1, the ultra-high performance concrete beam 2 includes a top plate 21, a web plate 22 and a bottom plate 23, a half notch 3 is provided at an end of the top plate 21, a top plate reinforcing steel plate 4 arranged in a longitudinal direction is provided at the half notch 3, one end of the top plate reinforcing steel plate 4 is fixed in the top plate 21, the other end extends out of the end of the top plate 21, a web plate reinforcing steel plate 5 arranged in the longitudinal direction is provided in the web plate 22, one end of the web plate reinforcing steel plate 5 is fixed in the web plate 22, and the other end extends out of the end of the web. The longitudinal bridge length of the half rabbet 3 is L/6-L/10 (L is the span of a single span beam), and the half rabbet 3 is subjected to scabbling treatment.
In this embodiment, a schematic cross-sectional view of the ultra-high performance concrete-section steel composite beam unit and a three-dimensional schematic view of the top plate reinforced steel plate and the web reinforced steel plate are specifically shown in example 1.
In the embodiment, the top plate reinforcing steel plate 4 is arranged in the middle of the half notch 3, the web plate reinforcing steel plate 5 is arranged in the middle of the web plate 22, and the top plate reinforcing steel plate 4 and the web plate reinforcing steel plate 5 are vertically and fixedly connected with each other; the lower part of the web plate reinforced steel plate 5 is fixedly connected with the upper flange of the main beam section steel 1, and the lower part of the web plate reinforced steel plate 5 is positioned on the longitudinal bridge axial center axis of the upper flange of the main beam section steel 1.
In the embodiment, one end of the top plate reinforced steel plate 4, which is far away from the end part of the top plate 21, extends into the top plate 21 for 1-2m (within the above range) continuously from the half notch 3, the width of the top plate reinforced steel plate 4 is half of that of the ultra-high performance concrete beam 2, and the thickness of the top plate reinforced steel plate 4 is 12-15mm (within the above range); the end of the web reinforced steel plate 5 far away from the end of the web 22 is flush with the end of the top plate reinforced steel plate 4 far away from the end of the top plate 21, and the thickness of the web reinforced steel plate 5 is 12-15mm (both the above ranges).
In this embodiment, a plurality of evenly distributed through holes 6 are all provided on the top plate reinforced steel plate 4 and the web plate reinforced steel plate 5.
In this embodiment, a plurality of shear connectors 7 are uniformly and fixedly arranged on the surfaces of the top plate reinforced steel plate 4 and the web plate reinforced steel plate 5.
The embodiment also provides the ultra-high performance concrete-part section steel composite beam, which is mainly formed by connecting the ultra-high performance concrete-part section steel composite beam units, and the longitudinal bridge directions of the adjacent ultra-high performance concrete-part section steel composite beam units are connected through the cast-in-place connecting part 8.
In this embodiment, the top plate 21 is provided with a plurality of reinforcing steel bars 19 extending into the cast-in-place connecting portion 8, and the reinforcing steel bars 19 in the adjacent top plates in the longitudinal bridge direction are overlapped with each other.
In this embodiment, the ends of the pair of roof reinforcing steel plates 4 adjacent to each other in the longitudinal bridge direction are adjacent to each other, and the pair of roof reinforcing steel plates 4 adjacent to each other in the longitudinal bridge direction are connected to each other by steel bars 10 (long straight bars). The steel bars 10 are integrally welded to the top plate reinforcing steel plate 4.
In the embodiment, the ends of a pair of web reinforcing steel plates 5 adjacent to each other in the longitudinal bridge direction are kept adjacent to each other, and the ends of a pair of web reinforcing steel plates 5 adjacent to each other in the longitudinal bridge direction are in a mutually matched concave-convex shape; the concave-convex shape is a trapezoidal protrusion 14 and a trapezoidal groove 15 which are matched with each other, so that the two web plate reinforcing steel plates 5 at the cast-in-place joint can be tightly embedded together.
In this embodiment, the length of the cast-in-place connecting portion 8 in the longitudinal direction of the beam is about 40cm (the portion below the top plate 21), the width of the transverse direction of the beam is the beam width of the whole composite beam, and the height of the beam is the beam height of the ultra-high performance concrete beam, and the ultra-high performance concrete is poured into the cast-in-place joint, so that the beam sections are connected into an integral structure.
In this embodiment, the connection form of the main beam section steel 1 is various types, and is not limited.
Example 4:
as shown in fig. 12-14 and 18, the ultra-high performance concrete-section steel composite beam unit of this embodiment includes a main beam section steel 1 and an ultra-high performance concrete beam 2 fixed on the main beam section steel 1, the ultra-high performance concrete beam 2 includes a top plate 21, a web plate 22 and a bottom plate 23, a half notch 3 is provided at an end of the top plate 21, a top plate reinforcing steel plate 4 arranged in a longitudinal direction is provided at the half notch 3, one end of the top plate reinforcing steel plate 4 is fixed in the top plate 21, the other end extends out of an end of the top plate 21, a web plate reinforcing steel plate 5 arranged in the longitudinal direction is provided in the web plate 22, one end of the web plate reinforcing steel plate 5 is fixed in the web plate 22, and the other end extends out of an end of the web plate 22. The longitudinal bridge length of the half rabbet 3 is L/6-L/10 (L is the span of a single span beam), and the half rabbet 3 is subjected to scabbling treatment.
In this embodiment, a schematic cross-sectional view of the ultra-high performance concrete-section steel composite beam unit and a three-dimensional schematic view of the top plate reinforced steel plate and the web reinforced steel plate are specifically shown in example 1.
In the embodiment, the top plate reinforcing steel plate 4 is arranged in the middle of the half notch 3, the web plate reinforcing steel plate 5 is arranged in the middle of the web plate 22, and the top plate reinforcing steel plate 4 and the web plate reinforcing steel plate 5 are vertically and fixedly connected with each other; the lower part of the web plate reinforced steel plate 5 is fixedly connected with the upper flange of the main beam section steel 1, and the lower part of the web plate reinforced steel plate 5 is positioned on the longitudinal bridge axial center axis of the upper flange of the main beam section steel 1.
In the embodiment, one end of the top plate reinforced steel plate 4, which is far away from the end part of the top plate 21, extends into the top plate 21 for 1-2m (within the above range) continuously from the half notch 3, the width of the top plate reinforced steel plate 4 is half of that of the ultra-high performance concrete beam 2, and the thickness of the top plate reinforced steel plate 4 is 12-15mm (within the above range); the end of the web reinforced steel plate 5 far away from the end of the web 22 is flush with the end of the top plate reinforced steel plate 4 far away from the end of the top plate 21, and the thickness of the web reinforced steel plate 5 is 12-15mm (both the above ranges).
In this embodiment, a plurality of evenly distributed through holes 6 are all provided on the top plate reinforced steel plate 4 and the web plate reinforced steel plate 5.
In this embodiment, a plurality of shear connectors 7 are uniformly and fixedly arranged on the surfaces of the top plate reinforced steel plate 4 and the web plate reinforced steel plate 5.
The embodiment also provides the ultra-high performance concrete-part section steel composite beam, which is mainly formed by connecting the ultra-high performance concrete-part section steel composite beam units, and the longitudinal bridge directions of the adjacent ultra-high performance concrete-part section steel composite beam units are connected through the cast-in-place connecting part 8.
In this embodiment, the top plate 21 is provided with a plurality of reinforcing steel bars 19 extending into the cast-in-place connecting portion 8, and the reinforcing steel bars 19 in the adjacent top plates in the longitudinal bridge direction are overlapped with each other.
In this embodiment, the ends of the pair of roof reinforcing steel plates 4 adjacent to each other in the longitudinal bridge direction are adjacent to each other, and the roof reinforcing steel plates 4 adjacent to each other in the longitudinal bridge direction are connected to each other by steel bars 10. Specifically, the steel bars 10 are annular anchoring steel bars, and can be anchored to the shear connector through the annular ends of the annular anchoring steel bars, so as to connect the adjacent pair of top plate reinforcing steel plates 4.
In the embodiment, the ends of a pair of web reinforcing steel plates 5 adjacent to each other in the longitudinal bridge direction are kept adjacent to each other, and the ends of a pair of web reinforcing steel plates 5 adjacent to each other in the longitudinal bridge direction are in a mutually matched concave-convex shape; the concave and convex shapes are rectangular bulges 16 and rectangular grooves 17 which are matched with each other, so that the two web plate reinforcing steel plates 5 at the cast-in-place joint can be tightly embedded together.
In this embodiment, the length of the cast-in-place connecting portion 8 in the longitudinal direction of the beam is about 40cm (the portion below the top plate 21), the width of the transverse direction of the beam is the beam width of the whole composite beam, and the height of the beam is the beam height of the ultra-high performance concrete beam, and the ultra-high performance concrete is poured into the cast-in-place joint, so that the beam sections are connected into an integral structure.
In this embodiment, the connection form of the main beam section steel 1 is various types, and is not limited.
Example 5:
as shown in fig. 15-17 and 18, the ultra-high performance concrete-section steel composite beam unit of this embodiment includes a main beam section steel 1 and an ultra-high performance concrete beam 2 fixed on the main beam section steel 1, the ultra-high performance concrete beam 2 includes a top plate 21, a web plate 22 and a bottom plate 23, a half notch 3 is provided at an end of the top plate 21, a top plate reinforcing steel plate 4 arranged in a longitudinal direction is provided at the half notch 3, one end of the top plate reinforcing steel plate 4 is fixed in the top plate 21, the other end extends out of an end of the top plate 21, a web plate reinforcing steel plate 5 arranged in the longitudinal direction is provided in the web plate 22, one end of the web plate reinforcing steel plate 5 is fixed in the web plate 22, and the other end extends out of an end of the web plate 22. The longitudinal bridge length of the half rabbet 3 is L/6-L/10 (L is the span of a single span beam), and the half rabbet 3 is subjected to scabbling treatment.
In this embodiment, a schematic cross-sectional view of the ultra-high performance concrete-section steel composite beam unit and a three-dimensional schematic view of the top plate reinforced steel plate and the web reinforced steel plate are specifically shown in example 1.
In the embodiment, the top plate reinforcing steel plate 4 is arranged in the middle of the half notch 3, the web plate reinforcing steel plate 5 is arranged in the middle of the web plate 22, and the top plate reinforcing steel plate 4 and the web plate reinforcing steel plate 5 are vertically and fixedly connected with each other; the lower part of the web plate reinforced steel plate 5 is fixedly connected with the upper flange of the main beam section steel 1, and the lower part of the web plate reinforced steel plate 5 is positioned on the longitudinal bridge axial center axis of the upper flange of the main beam section steel 1.
In the embodiment, one end of the top plate reinforced steel plate 4, which is far away from the end part of the top plate 21, extends into the top plate 21 for 1-2m (within the above range) continuously from the half notch 3, the width of the top plate reinforced steel plate 4 is half of that of the ultra-high performance concrete beam 2, and the thickness of the top plate reinforced steel plate 4 is 12-15mm (within the above range); the end of the web reinforced steel plate 5 far away from the end of the web 22 is flush with the end of the top plate reinforced steel plate 4 far away from the end of the top plate 21, and the thickness of the web reinforced steel plate 5 is 12-15mm (both the above ranges).
In this embodiment, a plurality of evenly distributed through holes 6 are all provided on the top plate reinforced steel plate 4 and the web plate reinforced steel plate 5.
In this embodiment, a plurality of shear connectors 7 are uniformly and fixedly arranged on the surfaces of the top plate reinforced steel plate 4 and the web plate reinforced steel plate 5.
The embodiment also provides the ultra-high performance concrete-part section steel composite beam, which is mainly formed by connecting the ultra-high performance concrete-part section steel composite beam units, and the longitudinal bridge directions of the adjacent ultra-high performance concrete-part section steel composite beam units are connected through the cast-in-place connecting part 8.
In this embodiment, the top plate 21 is provided with a plurality of reinforcing steel bars 19 extending into the cast-in-place connecting portion 8, and the reinforcing steel bars 19 in the adjacent top plates in the longitudinal bridge direction are overlapped with each other.
In this embodiment, the ends of the pair of roof reinforcing steel plates 4 adjacent to each other in the longitudinal bridge direction are adjacent to each other, and the roof reinforcing steel plates 4 adjacent to each other in the longitudinal bridge direction are connected to each other by steel bars 10. Specifically, as shown in fig. 1, the steel bars 10 are two annular anchoring reinforcing bars, and the two annular anchoring reinforcing bars are alternately arranged in length, so that the adjacent roof reinforcing steel plates 4 are firmly connected to form an integral stress. The annular end of the annular anchoring steel bar is anchored on the shear connector.
In this embodiment, the ends of the pair of web reinforced steel plates 5 adjacent to each other in the longitudinal bridge direction are adjacent to each other, and the ends of the pair of web reinforced steel plates 5 adjacent to each other in the longitudinal bridge direction are in a mutually matched Z shape 13, so that the two web reinforced steel plates 5 at the cast-in-place joint can be tightly embedded together.
In this embodiment, the length of the cast-in-place connecting portion 8 in the longitudinal direction of the beam is about 40cm (the portion below the top plate 21), the width of the transverse direction of the beam is the beam width of the whole composite beam, and the height of the beam is the beam height of the ultra-high performance concrete beam, and the ultra-high performance concrete is poured into the cast-in-place joint, so that the beam sections are connected into an integral structure.
In this embodiment, the connection form of the main beam section steel 1 is various types, and is not limited.
Example 6:
as shown in fig. 19 to 22, in the ultra-high performance concrete-section steel composite beam unit of the embodiment, the ultra-high performance concrete-section steel composite beam unit includes a main beam section steel 1 and an ultra-high performance concrete beam 2 fixedly arranged on the main beam section steel 1, a half notch 3 is arranged at an end portion of the ultra-high performance concrete beam 2, a top plate reinforcing steel plate 4 arranged in a longitudinal direction of a bridge is arranged at the half notch 3, one end of the top plate reinforcing steel plate 4 is fixedly arranged in the ultra-high performance concrete beam 2, and the other end extends out of an end portion of the ultra-high performance concrete beam 2. The longitudinal bridge length of the half rabbet 3 is L/6-L/10 (L is the span of a single span beam), and the half rabbet 3 is subjected to scabbling treatment.
In this embodiment, the roof reinforcing steel plate 4 is centrally disposed at the half notch 3.
In this embodiment, one end of the top plate reinforced steel plate 4, which is far away from the end of the ultra-high performance concrete beam 2, continues to extend 1-2m (within the above range) into the ultra-high performance concrete beam 2 from the half-notch 3, the width of the top plate reinforced steel plate 4 is half of that of the ultra-high performance concrete beam 2, and the thickness of the top plate reinforced steel plate 4 is 12-15mm (within the above range).
In this embodiment, the top plate reinforcing steel plate 4 is provided with a plurality of through holes 6 which are uniformly distributed.
In this embodiment, a plurality of shear connectors 7 are uniformly and fixedly arranged on the surface of the top plate reinforced steel plate 4.
The embodiment also provides the ultra-high performance concrete-profile steel composite beam, which is mainly formed by connecting the ultra-high performance concrete-profile steel composite beam units, and the longitudinal bridge directions of the adjacent ultra-high performance concrete-profile steel composite beam units are connected through the cast-in-place connecting part 8.
In this embodiment, be equipped with many reinforcing bars 19 that extend to cast-in-place connecting portion 8 in the ultra high performance concrete beam 2, the mutual overlap joint of reinforcing bar 19 in the vertical bridge to adjacent roof.
In this embodiment, the ends of the pair of roof reinforcing steel plates 4 adjacent to each other in the longitudinal bridge direction are adjacent to each other, and the pair of roof reinforcing steel plates 4 adjacent to each other in the longitudinal bridge direction are connected to each other by steel bars 10 (long straight bars). The steel bars 10 are integrally welded to the top plate reinforcing steel plate 4.
In this embodiment, the length of the cast-in-place connecting portion 8 in the longitudinal direction of the bridge is about 40cm, the width of the transverse direction of the bridge is the width of the whole composite beam, the height of the composite beam is the height of the ultra-high performance concrete beam, the ultra-high performance concrete is poured into the cast-in-place joint, and the beam sections are connected into an integral structure.
In this embodiment, the connection form of the main beam section steel 1 is various types, and is not limited.
Claims (14)
1. An ultra-high performance concrete-part section steel combination beam unit comprises a main beam section steel (1) and an ultra-high performance concrete beam (2) fixedly arranged on the main beam section steel (1), the ultra-high performance concrete beam (2) comprises a top plate (21), a web plate (22) and a bottom plate (23), it is characterized in that the end part of the top plate (21) is provided with a half notch (3), a top plate reinforcing steel plate (4) arranged in the longitudinal bridge direction is arranged at the half notch (3), one end of the top plate reinforcing steel plate (4) is fixedly arranged in the top plate (21), the other end extends out of the end part of the top plate (21), a web reinforcing steel plate (5) arranged in the longitudinal bridge direction is arranged in the web (22), one end of the web plate reinforcing steel plate (5) is fixedly arranged in the web plate (22), and the other end of the web plate reinforcing steel plate extends out of the end part of the web plate (22).
2. The ultra high performance concrete-partial section steel composite beam unit according to claim 1, wherein the top plate reinforcing steel plate (4) is centrally arranged at the half-notch (3), the web reinforcing steel plate (5) is centrally arranged in the web (22), and the top plate reinforcing steel plate (4) and the web reinforcing steel plate (5) are vertically fixedly connected with each other; the lower part of the web plate reinforced steel plate (5) is fixedly connected with the upper flange of the main beam section steel (1), and the lower part of the web plate reinforced steel plate (5) is positioned on the central axis of the longitudinal bridge direction of the upper flange of the main beam section steel (1).
3. The ultra high performance concrete-section steel composite beam unit as claimed in claim 1 or 2, wherein an end of the roof reinforcing steel plate (4) remote from the end of the roof plate (21) is extended further into the roof plate (21) by 1-2m from the half notch (3), the width of the roof reinforcing steel plate (4) is 1/3-2/3 of the width of the ultra high performance concrete beam (2), and the thickness of the roof reinforcing steel plate (4) is 12-15 mm; the one end that web (22) tip was kept away from in web reinforcing steel plate (5) and roof reinforcing steel plate (4) keep away from the one end parallel and level of roof (21) tip, the thickness of web reinforcing steel plate (5) is 12-15 mm.
4. The ultra-high performance concrete-section steel combination beam unit according to claim 1 or 2, wherein a plurality of through holes (6) are uniformly distributed on the top plate reinforced steel plate (4) and the web plate reinforced steel plate (5); and a plurality of shear connectors (7) are uniformly and fixedly arranged on the surfaces of the top plate reinforced steel plate (4) and the web plate reinforced steel plate (5).
5. The ultra-high performance concrete-profile steel combined beam unit comprises main beam profile steel (1) and an ultra-high performance concrete beam (2) fixedly arranged on the main beam profile steel (1), and is characterized in that a half notch (3) is formed in the end portion of the ultra-high performance concrete beam (2), a top plate reinforcing steel plate (4) arranged in the longitudinal direction of a bridge is arranged at the half notch (3), one end of the top plate reinforcing steel plate (4) is fixedly arranged in the ultra-high performance concrete beam (2), and the other end of the top plate reinforcing steel plate extends out of the end portion of the ultra-high performance concrete beam (2).
6. The ultra-high performance concrete-section steel combination beam unit according to claim 5, wherein the top plate reinforced steel plate (4) is provided with a plurality of uniformly distributed through holes (6); and a plurality of shear connectors (7) are uniformly and fixedly arranged on the surface of the top plate reinforced steel plate (4).
7. An ultra-high performance concrete-section steel composite beam, characterized in that the ultra-high performance concrete-section steel composite beam is mainly formed by connecting a plurality of ultra-high performance concrete-section steel composite beam units according to any one of claims 1 to 4, and the longitudinal bridge directions of the adjacent ultra-high performance concrete-section steel composite beam units are connected through cast-in-situ connecting parts (8).
8. The ultra high performance concrete-section steel composite girder according to claim 7, wherein ends of a pair of roof reinforcing steel plates (4) adjacent in a longitudinal bridge direction are maintained adjacent, and the pair of roof reinforcing steel plates (4) adjacent in the longitudinal bridge direction are connected by steel plates (9) and/or steel bars (10).
9. The ultra-high performance concrete-section steel composite beam as claimed in claim 7, wherein ends of a pair of said top plate reinforced steel plates (4) adjacent to each other in a longitudinal bridge direction are maintained adjacent to each other, and ends of a pair of said top plate reinforced steel plates (4) adjacent to each other in a longitudinal bridge direction are comb-toothed bars (11) arranged in a staggered manner and engaged with each other.
10. The ultra high performance concrete-section steel composite beam according to any one of claims 7 to 9, wherein ends of a pair of said web reinforced steel plates (5) adjacent to each other in a longitudinal bridge direction are maintained adjacent to each other, and the pair of said web reinforced steel plates (5) adjacent to each other in the longitudinal bridge direction are connected to each other by a connecting bar (12).
11. The ultra high performance concrete-section steel composite beam as claimed in any one of claims 7 to 9, wherein ends of a pair of said web reinforced steel plates (5) adjacent to each other in a longitudinal bridge direction are maintained adjacent to each other, and ends of a pair of said web reinforced steel plates (5) adjacent to each other in a longitudinal bridge direction are in a zigzag shape (13) or a concavo-convex shape in a fitted relationship; the concave-convex shape comprises a trapezoidal protrusion (14) and a trapezoidal groove (15) which are matched with each other, and a rectangular protrusion (16) and a rectangular groove (17) which are matched with each other.
12. An ultra-high performance concrete-section steel composite beam, which is characterized in that the ultra-high performance concrete-section steel composite beam is mainly formed by connecting a plurality of ultra-high performance concrete-section steel composite beam units as claimed in claim 5 or 6, and adjacent ultra-high performance concrete-section steel composite beam units are connected in the longitudinal bridge direction through cast-in-situ connecting parts (8).
13. The ultra high performance concrete-section steel composite beam as claimed in claim 12, wherein ends of a pair of said roof reinforcing steel plates (4) adjacent in a longitudinal bridge direction are maintained adjacent, and the pair of said roof reinforcing steel plates (4) adjacent in a longitudinal bridge direction are connected by steel plates (9) and/or steel bars (10).
14. The ultra-high performance concrete-section steel composite beam as claimed in claim 12, wherein ends of a pair of said top plate reinforced steel plates (4) adjacent in a longitudinal bridge direction are maintained adjacent, and ends of a pair of said top plate reinforced steel plates (4) adjacent in a longitudinal bridge direction are comb-toothed bars (11) arranged in a staggered manner and engaged with each other.
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| CN110331648A (en) * | 2019-07-18 | 2019-10-15 | 湖南大学 | Ultra-high performance concrete-part shaped steel composite beams, ultra-high performance concrete-shaped steel combination beam element and combination beam |
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| CN110331648A (en) * | 2019-07-18 | 2019-10-15 | 湖南大学 | Ultra-high performance concrete-part shaped steel composite beams, ultra-high performance concrete-shaped steel combination beam element and combination beam |
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