CN111851264A

CN111851264A - Joint connection structure of section steel-UHPC combined plate

Info

Publication number: CN111851264A
Application number: CN202010700165.5A
Authority: CN
Inventors: 邵旭东; 曹君辉; 李玉祺
Original assignee: Hunan University
Current assignee: Hunan University
Priority date: 2020-07-20
Filing date: 2020-07-20
Publication date: 2020-10-30

Abstract

The invention discloses a joint connection structure of a section steel-UHPC combined plate, which comprises a plurality of section steels and UHPC plates fixedly connected on the section steels, wherein the joint connection structure comprises section steel-UHPC combined plates which are adjacently arranged in the longitudinal bridge direction and a transverse joint structure arranged between the section steel-UHPC combined plates which are adjacently arranged in the longitudinal bridge direction, and the transverse joint structure comprises a transverse cast-in-situ UHPC connecting part positioned between the adjacent UHPC plates and a fixed connecting piece used for connecting the adjacent section steels. The joint connection structure can greatly reduce the dead weight and the manufacturing cost of the bridge deck and has the advantages of high rigidity, durability and the like. The section steel-UHPC composite board and the common pavement are expected to become a special pavement scheme for completely replacing the traditional orthotropic steel bridge deck and steel bridge deck in the future, and the special pavement scheme is used as a second bridge deck scheme for large-span bridges.

Description

Joint connection structure of section steel-UHPC combined plate

Technical Field

The invention belongs to the field of bridges, and particularly relates to a joint connecting structure of a combined bridge deck.

Background

The long-span bridge is a mark reflecting the state technology level. The steel structure bridge has light dead weight, large spanning capability and good earthquake resistance, and is the first choice of the large-span bridge. The bridge deck structure of steel bridge adopts orthotropic steel bridge deck system usually, nevertheless because the steel bridge deck is the full welded structure, not only the cost is high, and under the heavy-duty car effect, the steel bridge deck system is satisfied with the puzzlement of two big diseases: (1) fatigue cracking and local buckling of the steel bridge deck, which endangers the safety of the bridge; (2) asphalt pavement is frequently damaged, and the overhaul cost is huge. The above-mentioned diseases reduce bridge operation efficiency, it is a worldwide difficult problem acknowledged in the field of steel bridge, the heavy load traffic of our country is large, the above-mentioned diseases are especially serious.

Aiming at the problems, professor Shao Xue Dong of Hunan university uses Ultra-High Performance Concrete (UHPC, hereinafter referred to as UHPC) with excellent mechanical property for reinforcing a steel bridge deck in the early research, and develops and succeeds an orthotropic steel plate-UHPC light combined bridge deck structure in 2010, the achievement greatly improves the rigidity of the bridge deck and reduces the risks of fatigue cracking and pavement damage, the achievement is applied to more than 100 real bridges in China, no diseases occur and the sound is good. However, because the achievement does not eliminate the orthotropic steel bridge deck slab, the construction cost of the bridge deck structure is still higher, about 4000 yuan/m²And the stress reduction amplitude of the UHPC layer on the connection details with the U ribs is obvious, but the influence degree on other details is small, so the fatigue cracking risk of the steel bridge deck cannot be thoroughly eliminated theoretically. In 2015 professor shorea of shorea and asahi has developed a UHPC low-ribbed deck structure and has been applied to practical engineering. However, the practice shows that the UHPC short rib bridge deck plate has the dead weight which is 30 percent heavier than that of the traditional steel bridge deck, and is still difficult to be suitable for the large-span bridge. In patents CN109338866A and CN109610310A, professor shouda proposes a novel profile steel-UHPC short rib plate, but this bridge deck is applied to a large-span bridge, generally there are many cast-in-situ transverse seams and few longitudinal seams, and in order to ensure the safety of the seams, the height of the transverse seams is set higher, which is the sum of the heights of the UHPC top plate and the lower profile steel, so the casting amount is larger, which results in an increase in the average plate thickness, which is disadvantageous to the large-span flexible bridge which is extremely sensitive to the self-weight.

Therefore, in order to obtain a "second" bridge deck system which can replace orthogonal special-shaped plates to become a large-span bridge and is practical, a joint connection structure which can exert the advantage of light self weight of the bridge deck structure is required to be developed, the self weight of the bridge deck is reduced, and the bridge deck structure has the advantages of light self weight, high rigidity, low manufacturing cost, durability and the like, which is a technical problem to be solved in engineering practice.

Disclosure of Invention

The invention aims to overcome the defects and shortcomings in the background technology, and provides a joint connection structure of a section steel-UHPC composite board, which is suitable for a large-span bridge, can greatly reduce the dead weight and the manufacturing cost of a bridge deck, has the advantages of high rigidity, durability and the like, and can be used as a 'second' bridge deck system of the large-span bridge. In order to solve the technical problems, the technical scheme provided by the invention is as follows:

the joint connection structure comprises profile steel-UHPC combined plates which are adjacently arranged in the longitudinal direction of a bridge and a transverse joint structure arranged between the adjacently arranged profile steel-UHPC combined plates in the longitudinal direction of the bridge, and the transverse joint structure comprises a transverse cast-in-place UHPC connecting part (arranged in the transverse direction of the bridge) positioned between the adjacent UHPC plates and a fixed connecting part used for connecting the adjacent profile steel.

In the joint connection structure of the section steel-UHPC combined plate, the section steel is arranged along the longitudinal bridge direction as a longitudinal rib, and the section steel is provided with a shear connector which is fixedly connected with the UHPC plate through the shear connector.

In the joint connection structure of the section steel-UHPC composite board, preferably, a center-to-center distance k between the transverse joint structure and the closest diaphragm plate or beam is 0.2 to 0.5 times a center-to-center distance between adjacent diaphragm plates or a center-to-center distance between adjacent diaphragm plates and beams. Because the UHPC plate adopted by the invention has thinner thickness and the UHPC cast-in-place section at the lower part of the conventional transverse joint is cancelled, the position of the transverse joint structure needs to be optimized, so that the position of the center of the transverse joint structure is close to the position of a recurved bend, the bending moment is very small, and the mechanical property requirement of the transverse joint structure is favorably ensured. The position of the transverse joint structure is defined, the transverse joint structure is far away from the transverse partition plates or the transverse beams, the distance between the transverse bridge direction center line of the transverse joint structure and the transverse bridge direction center line of the transverse partition plate closest to the transverse joint structure is k, the distance between the transverse bridge direction center line of the transverse joint structure and the transverse bridge direction center line of the transverse beam closest to the transverse joint structure is k, the transverse bridge direction center distance between adjacent transverse partition plates or the transverse bridge direction center distance between the adjacent transverse partition plates and the transverse beams is h, and in this case, k is 0.2-0.5 times of h.

In the above joint connection structure of the section steel-UHPC composite board, preferably, the fixed connecting member includes a web connecting member for connecting web plates of adjacent section steels and a lower flange plate connecting member for connecting lower flange plates of adjacent section steels; the web connecting piece comprises a web steel base plate and a connecting bolt, and adjacent steel webs are fixedly connected through the web steel base plate and the connecting bolt; the lower flange plate connecting piece comprises a lower flange plate steel base plate and a connecting bolt, and the adjacent section steel lower flange plates are fixedly connected through the lower flange plate steel base plate and the connecting bolt. Through the fixed connecting piece, the fixed connection between the profile steel web and the profile steel lower flange plate can be realized.

In the joint connection structure of the section steel-UHPC combined plate, preferably, the longitudinal end part (the end surface of the longitudinal end part is in the transverse bridge direction) of the UHPC plate is provided with an embedded steel plate, and the embedded steel plate comprises an embedded section embedded at the bottom of the UHPC plate and an extension section extending into the transverse cast-in-situ UHPC connecting part. The embedded section is connected with the bottom of the UHPC board through a stud. At the moment, the embedded steel plate can be directly used as a template of the bottom surface of the joint, and the UHPC connecting part can be directly cast in situ in the transverse direction.

In the above joint connection structure of the section steel-UHPC composite board, preferably, the fixed connection member includes an upper flange plate connection member for connecting the extension section with the section steel upper flange plate, the adjacent section steel upper flange plate and the adjacent extension section, the upper flange plate connection member includes an upper flange plate steel backing plate and a connection bolt, and the extension section, the section steel upper flange plate, the adjacent extension section and the adjacent section steel upper flange plate are connected and fixed into a whole through the upper flange plate steel backing plate and the connection bolt.

In the joint connection structure of the section steel-UHPC composite board, preferably, a water-stop rubber strip is arranged in a gap between adjacent extension sections.

In the joint connection structure of the section steel-UHPC composite board, preferably, the longitudinal end of the UHPC board is a dovetail structure. The thickness of the transverse cast-in-place UHPC connecting part is equal to that of the UHPC plate, in order to increase the crack resistance of the joint, the UHPC plate at the joint is preferably set to be a dovetail joint, and after splicing is completed, a hanging die is used for pouring the transverse cast-in-place UHPC connecting part.

In the joint connection structure of the section steel-UHPC composite board, preferably, the section steel-UHPC composite board is disposed on an upper panel of the diaphragm plate or the cross beam, the section steel lower flange plate is connected with the upper panel of the diaphragm plate or the cross beam through an upper panel connecting piece, the upper panel connecting piece includes an upper panel steel backing plate and a connecting bolt, and the upper panel and the section steel lower flange plate are fixedly connected through the upper panel steel backing plate and the connecting bolt.

In the joint connection structure of the profile steel-UHPC composite board, preferably, the joint connection structure includes a profile steel-UHPC composite board adjacently arranged in a transverse bridge direction and a longitudinal joint structure arranged between the profile steel-UHPC composite boards adjacently arranged in the transverse bridge direction, a longitudinal stiffener is arranged at a transverse end (the end surface of the transverse end is in a longitudinal bridge direction) of the profile steel-UHPC composite board, the longitudinal joint structure includes a T-shaped joint and a longitudinal cast-in-place UHPC connection part cast in the T-shaped joint in situ (arranged in the longitudinal bridge direction), and the T-shaped joint mainly includes a notch arranged between the adjacent UHPC boards and a gap between the adjacent longitudinal stiffener. The width of the notch is wider to avoid a high tensile stress area with negative bending moment and avoid the phenomenon that the tensile strength is low and cracks appear too early at the joint because the fibers of the new and old UHPC interface steel are discontinuous.

In the joint connection structure of the section steel-UHPC combined plate, preferably, the longitudinal stiffening plate is a UHPC stiffening plate integrally formed with the UHPC plate, longitudinal reinforcing steel bars are arranged in the UHPC stiffening plate, dovetail-shaped protrusions extending into the longitudinal cast-in-place UHPC connecting part are arranged on the end face of the UHPC stiffening plate, a thickening layer is arranged at the bottom of the UHPC plate between the UHPC stiffening plate and the section steel adjacent to the UHPC stiffening plate, and studs are welded below the steel plate strips. The dovetail-shaped protrusions are used for improving the stress performance of the longitudinal joint, and the longitudinal reinforcing steel bars are used for improving the longitudinal stress of the UHPC stiffening plate. Because the UHPC plate is very thin, if a T-shaped joint is directly arranged like the prior art, the thickness of the lower layer step is too thin and is easy to damage, and the risk in the hoisting process in construction is increased, the UHPC top plate between the longitudinal stiffening plate and the adjacent section steel is thickened, and simultaneously, in order to increase the anti-cracking capacity of the bottom surface of the UHPC section, studs are welded below the steel plate strips of the local thickened section.

In the joint connection structure of the section steel-UHPC combined plate, preferably, the longitudinal stiffening plate is a channel steel (for example, a section steel which is slightly shorter than the section steel in the section steel-UHPC combined plate is selected), a long stud which extends upwards into the longitudinal cast-in-place UHPC connecting part is arranged on the flange plate of the upper flange of the channel steel, a long stud which extends horizontally into the longitudinal cast-in-place UHPC connecting part and crosses the central line of the longitudinal joint structure is arranged on the web plate of the channel steel, the long studs on the web plates of the channel steels on two adjacent sides are arranged in a staggered manner, a thickening layer is arranged at the bottom of the UHPC plate between the channel steel and the section steel adjacent to the channel steel, and studs are welded. The arrangement enables the stress state of UHPC below the longitudinal joint to be converted from tension to compression, improves the stress performance of the longitudinal joint, thickens the UHPC top plate between the short section steel and the adjacent section steel, and welds the stud below the steel plate strip of the local thickened section.

In the above joint connection structure of the section steel-UHPC composite board, preferably, a plurality of steel strips (steel strips are used as a transverse stiffening structure) arranged at the bottom of the UHPC board and on the flange plate on the section steel are arranged in the section steel-UHPC composite board, the plurality of steel strips are arranged at intervals, the plurality of steel strips are arranged along a transverse bridge direction, and a shear connector (such as a stud) for connecting with the UHPC is arranged on each steel strip.

In the joint connection structure of the section steel-UHPC combined plate, preferably, the steel strips in the section steel-UHPC combined plate adjacent to each other in the transverse bridge direction are arranged in a staggered manner, extend towards the longitudinal joint structure and cross the central line of the longitudinal joint structure, so that the overhanging sections of the steel strips at two sides of the longitudinal joint structure are inserted in a staggered manner, the upper surface of each steel strip is flush with the bottom surface of the corresponding notch, the steel strips are connected with UHPC (thickening layer) at the lower step (lower part) of the joint through the studs at the bottom surface, and connected with UHPC at the upper step (notch) of the joint through the studs at the top surface, so that the connection degree of new and old UHPC in the joint is increased.

In the above joint connection structure of the section steel-UHPC composite panel, preferably, the steel strip is fixed on the flange plate of the section steel by gluing or spot welding, and a certain number of shear connectors are also arranged on the steel strip extending to the inner part of the longitudinal joint structure.

The arrangement mode of the steel plate strips enables the UHPC above the joint between the adjacent steel plate strips to be converted into a compression state from an original tension state, and the tensile property of the UHPC at the joint is improved, so that the stress property of the longitudinal joint is improved, and the structure can be suitable for bridge structures with large transverse tension, such as transverse large cantilever structures.

In the above joint connection structure of the section steel-UHPC composite plate, preferably, the UHPC plate is a flat plate, and the average thickness of the UHPC plate can be 60mm (60-150mm) at the lowest, and the average thickness is free of joints. By optimizing the joint connection structure, the UHPC plate adopted in the invention has the advantages of thinner allowable thickness, lighter self weight of the whole bridge deck structure and more favorable application to large-span bridges.

In the joint connection structure of the section steel-UHPC combined plate, preferably, the section steel is H-shaped steel, I-shaped steel, channel steel, angle steel, T-shaped steel, flat-bulb steel or U-shaped steel, the height of the section steel is not more than 400mm, and the transverse distance is 300-1000 mm.

In the joint connection structure of the section steel-UHPC composite board, preferably, the shear connector is a stud connector, a section steel connector, a bent rib connector, a bolt connector or an open-pore steel plate connector.

In the joint connection structure of the section steel-UHPC composite slab, preferably, the lower steel beam connected to the steel-UHPC composite slab is a PK beam, a steel box beam, a steel plate beam or a steel truss beam without an orthotropic steel bridge deck, and only an upper flange plate or an upper surface plate with a certain width is arranged above the longitudinal partition plate or the longitudinal beam, the transverse partition plate or the transverse beam to connect the section steel-UHPC composite slab.

The transverse joint structure of the section steel-UHPC combined plate is characterized in that lower section steel is bolted and upper UHPC is cast in place, the joint position is arranged at a position far away from a diaphragm plate or a cross beam, the position is close to a reverse bending point, the bending moment is small, the transverse joint structure can meet the requirement, and the section steel-UHPC combined plate allows a thinner UHPC plate to be adopted, has a thinner joint structure and is lower in self weight. The longitudinal joint is of a T-shaped joint structure, the position of the top joint is arranged at a position far away from a longitudinal partition plate or a longitudinal beam, so that the joint position can avoid a hogging moment peak tensile stress area, and meanwhile, due to the arrangement of the upper step and the lower step of the T-shaped joint, the contact surface between the cast-in-place joint UHPC and the lower step at the joint is UHPC and is long, and the horizontal frictional resistance between the contact surfaces can reduce the risk of shrinkage and cracking.

The invention also provides a construction method of the joint connection structure of the section steel-UHPC combined plate, which comprises the following steps: the method comprises the following steps of prefabricating a lower steel beam and an upper section steel-UHPC (ultra high performance polycarbonate) composite plate separately, and splicing on site to form a composite beam structure, wherein the method comprises the following steps:

S1: respectively prefabricating the section steel-UHPC combined plate and the steel beam;

s2: welding shear-resistant studs on the upper flange plate of the steel beam longitudinal partition plate or the longitudinal beam, and arranging rubber adhesive tapes for sealing outside the upper flange plate;

s3: installing a section steel-UHPC combined plate, wherein the section steel-UHPC combined plate in the transverse direction is connected with an upper panel connecting piece between the upper panel of the cross beam or the diaphragm plate through a section steel lower flange plate, and a section steel web plate at two sides of a transverse joint and the section steel lower flange plate are respectively connected with a lower flange plate connecting piece through a web plate connecting piece; longitudinal direction section steel is directly lapped on rubber adhesive tapes on upper flange plates of longitudinal partition plates or longitudinal beams, and then reinforcing steel bars are placed along the width direction of the joint;

s4: pouring an ultra-high performance concrete layer to enable the studs and the reinforcing steel bars to be embedded in the ultra-high performance concrete, so that the section steel-UHPC light combined bridge deck units are combined into a whole to finish construction;

the second construction method comprises the following steps: the lower steel beam and the upper section steel-UHPC combined plate unit are integrally prefabricated to form combined beam sections, and then the splicing among the sections is completed on site, and the method comprises the following steps:

s1: integrally prefabricating a section steel-UHPC combined plate and a steel beam, wherein the section steel-UHPC combined plate in the transverse direction is connected with an upper panel connecting piece between a cross beam or an upper panel of a diaphragm plate through a section steel lower flange plate, and is connected with a shear-resistant stud on the upper flange plate of the diaphragm plate or the cross beam through a steel beam longitudinal diaphragm plate or a longitudinal beam in the longitudinal direction to form a segmental combined beam, and reserving the position of a transverse joint between segments;

S2: installing sections of an ultra-light composite beam structure, respectively connecting the section steel web plates on two sides in the transverse direction and the section steel lower flange plates through web plate connecting pieces and lower flange plate connecting pieces, and then longitudinally placing longitudinal reinforcing steel bars along the bridge along the transverse joint;

s3: and pouring an ultra-high performance concrete layer to enable the studs and the reinforcing steel bars to be embedded in the ultra-high performance concrete, so that the sections of the composite beam structure are combined into a whole to complete construction.

Compared with the prior art, the invention has the advantages that:

1. the thickness of the transverse cast-in-place UHPC connecting part is equal to that of the UHPC plate, the thickness of the joint is very thin, and the weight is not increased due to the increased thickness of the transverse joint structure, so that the self weight of the section steel-UHPC combined plate bridge deck system is lighter, and the transverse cast-in-place UHPC combined plate bridge deck system can be leveled with the traditional orthotropic steel bridge deck system, and can be suitable for large-span bridges such as suspension bridges and the like which are highly sensitive to the self weight.

2. The initial construction cost of the section steel-UHPC composite slab and the concrete pavement of the invention is less than half of the construction cost of the special pavement of the traditional orthotropic steel bridge deck and the steel bridge deck, and simultaneously, the service life cost of the section steel-UHPC composite bridge deck system of the invention is lower and less than 30 percent of the construction cost of the traditional orthotropic steel bridge deck system due to different pavement costs.

3. The main reason for the disease of the traditional steel bridge deck is that the local rigidity is too low. The local rigidity of the bridge deck plate can be characterized by Et3(E is the elastic modulus of the material, t is the thickness of the deck plate), and calculation shows that the rigidity of a 60mm thick UHPC plate is about 12 times of that of a 16mm thick steel plate, so that early diseases such as pavement of the bridge deck plate and the like are not easy to occur.

4. In the invention, because the section steel-UHPC combined plate is prefabricated in a factory, only longitudinal and transverse wet joints are required to be poured on site, the cast-in-site quantity is small, the joints are only required to be roughened on top-layer steps, the workload is small, reinforcing steel bars at the joints are not required to be bent and bound, and are not required to be lapped or welded, the operation is simple, the equipment investment is small, the operation is simple and easy, and the requirements on labor quality and process are lower.

5. The steel section-UHPC combined plate adopts hot-rolled steel sections instead of welded steel plates as longitudinal ribs, so that the risk of fatigue cracking is obviously reduced, and the bridge deck structure of the invention has no other welding (including seams) except stud welding, so that the fatigue resistance of the steel sections is higher than that of the traditional welded steel structure, and the reinforced UHPC has excellent fatigue resistance, therefore, the steel section-UHPC combined plate of the invention has good fatigue resistance.

6. The steel material has good durability as long as the surface is properly protected. The durability of the cement-based material mainly comprises impermeability, carbonization resistance, frost resistance and the like. Because the UHPC material is denser than common concrete, has no toxicity or invasion, the durability of the UHPC material is usually higher than that of the common concrete by one order of magnitude, and the UHPC is generally considered to have the service life of more than 200 years, the section steel-UHPC composite plate has higher durability.

In general, the section steel-UHPC combined plate and the common pavement are expected to become a special pavement scheme for completely replacing the traditional orthotropic steel bridge deck and steel bridge deck in the future and serve as a second bridge deck scheme for large-span bridges.

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 introduced 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 structural view (plan view) of a section steel-UHPC composite plate according to the example.

Fig. 2 is a sectional view taken along line a-a of fig. 1.

Fig. 3 is a sectional view taken along line B-B in fig. 1.

Fig. 4 is a cross-sectional view of C-C in fig. 1.

Fig. 5 is a schematic structural diagram of a longitudinal joint structure in a joint connection structure of a section steel-UHPC composite board in an embodiment (the longitudinal stiffening plate is a UHPC stiffening plate, the notch is a flat opening, and a top view is a cross-sectional view F-F in fig. 9 and 10).

Fig. 6 is a schematic structural diagram of a longitudinal joint structure in a joint connection structure of a section steel-UHPC composite board in an embodiment (the longitudinal stiffening plate is a UHPC stiffening plate, the slot is dovetail-shaped, and a top view is a cross-sectional view F-F in fig. 9 and 10).

Fig. 7 is a sectional view (plan view) taken along line G-G in fig. 9 and 10.

Fig. 8 is a sectional view (top view) taken along line H-H in fig. 9 and 10.

Fig. 9 is a sectional view taken along line D-D in fig. 5, 6, 7 and 8.

Fig. 10 is a cross-sectional view of E-E in fig. 5, 6, 7 and 8.

Fig. 11 is a schematic structural diagram of a longitudinal joint structure in the joint connection structure of the section steel-UHPC composite board in the embodiment (the longitudinal stiffening plate is a channel steel, the notch is a flat opening, and the top view is a cross-sectional view F-F in fig. 15 and 16).

Fig. 12 is a schematic structural diagram of a longitudinal joint structure in the joint connection structure of the section steel-UHPC composite board in the embodiment (the longitudinal stiffening plate is a channel steel, the notch is a dovetail shape, and the top view is a cross-sectional view F-F in fig. 15 and 16).

Fig. 13 is a G-G sectional view (plan view) in fig. 15 and 16.

Fig. 14 is a sectional view (plan view) taken along line H-H in fig. 15 and 16.

Fig. 15 is a cross-sectional view taken along line D-D in fig. 11, 12, 13 and 14.

Fig. 16 is a cross-sectional view of E-E in fig. 11, 12, 13 and 14.

FIG. 17 is a schematic structural view (top view, sectional view I-I in FIG. 20) of a transverse joint structure in the joint connection structure of the section steel-UHPC composite panel according to the embodiment.

FIG. 18 is a schematic structural view (top view, J-J cross-sectional view in FIG. 20) of a transverse joint structure in the joint connection structure of the section steel-UHPC composite panel according to the embodiment.

FIG. 19 is a schematic structural view (top view, K-K cross-sectional view in FIG. 20) of a transverse joint structure in the joint connection structure of the section steel-UHPC composite panel according to the embodiment.

Fig. 20 is a sectional view taken along line L-L in fig. 17, 18 and 19.

FIG. 21 is a schematic structural view (top view, sectional view I-I in FIG. 24) of a transverse joint structure in a joint connection structure of a section steel-UHPC composite panel according to an embodiment.

FIG. 22 is a schematic structural view (top view, J-J cross-sectional view in FIG. 24) of a transverse joint structure in the joint structure of the section steel-UHPC composite panel according to the embodiment.

FIG. 23 is a schematic structural view (top view, K-K cross-sectional view in FIG. 24) of a transverse joint structure in the joint connection structure of the section steel-UHPC composite panel according to the embodiment.

Fig. 24 is a sectional view taken along line L-L in fig. 21, 22 and 23.

Illustration of the drawings:

1. section steel; 101. a profile steel upper flange plate; 102. a section steel web plate; 103. a profile steel lower flange plate; 2. a UHPC board; 3. transversely casting a UHPC connecting part in situ; 4. a diaphragm plate; 5. a web steel backing plate; 6. a connecting bolt; 7. a lower flange plate steel backing plate; 8. pre-burying a steel plate; 81. pre-embedding a section; 82. an extension section; 9. an upper flange plate steel backing plate; 10. sealing up the rubber strip; 11. an upper panel; 12. an upper panel steel backing plate; 13. longitudinally casting a UHPC connecting part in situ; 14. a UHPC stiffener; 15. longitudinal reinforcing steel bars; 16. a dovetail-shaped protrusion; 17. thickening the layer; 18. channel steel; 1801. a channel steel upper flange plate; 1802. a channel steel web plate; 19. a long stud; 20. steel plate strips; 21. a shear connector; 22. a longitudinal partition plate; 23. and (5) an asphalt pavement layer.

Detailed Description

In order to facilitate an understanding of the invention, the invention will be described more fully and in detail below with reference to the accompanying drawings and preferred embodiments, but the scope of the invention is not limited to the specific embodiments 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 existing methods.

Example (b):

as shown in fig. 1 to 4 and fig. 17 to 24, in the joint connection structure of the section steel-UHPC composite panel according to the present embodiment, the section steel-UHPC composite panel includes a plurality of section steels 1 and UHPC panels 2 fixedly connected to the section steels 1, and a plurality of shear connectors 21 (e.g., studs) are welded to the section steels 1 for connecting the UHPC panels 2. The joint connection structure comprises profile steel-UHPC combined plates arranged adjacently in the longitudinal bridge direction and a transverse joint structure arranged between the profile steel-UHPC combined plates arranged adjacently in the longitudinal bridge direction, the transverse joint structure comprises a transverse cast-in-place UHPC connecting part 3 positioned between the adjacent UHPC plates 2 and a fixed connecting part used for connecting the adjacent profile steel 1, and the central distance k between the transverse joint structure and the transverse partition plate 4 or the transverse beam closest to the transverse joint structure is 0.2-0.5 times of the central distance between the adjacent transverse partition plates 4 or the central distance between the adjacent transverse partition plates 4 and the transverse beam. In this embodiment, the transverse seam construction is located near the recurved point where the bending moment is very small and close to "zero", making the transverse seam construction less prone to cracking.

In this embodiment, the UHPC board 2 is a flat board, and the thickness thereof may be 60mm, and the weight of the UHPC board 2 is lighter. A steel bar net is required to be arranged in the UHPC plate 2 and is positioned above the steel plate strips 20, the steel bar net is composed of longitudinal steel bars and transverse steel bars in the UHPC plate, the diameter of the longitudinal steel bars and the diameter of the transverse steel bars are 10-32mm, and the distance between the steel bars is 70-300 mm.

In the embodiment, the section steel 1 mainly serves as a stiffening rib of the UHPC plate 2 and bears the tensile stress, the section steel 1 is I-shaped steel, the section steel 1 is longitudinally arranged, the transverse distance is 1000mm, the width of the section steel 1 is generally 400mm, and the section steel 1 serves as the stiffening rib, so that the height is smaller and is generally not more than 400 mm.

As shown in FIGS. 17 to 24, in the present embodiment, the fixing connection members include web connection members for connecting web plates 102 of the adjacent section steels and lower flange plate connection members for connecting lower flange plates 103 of the adjacent section steels; the web connecting piece comprises a web steel base plate 5 and a connecting bolt 6, and the adjacent steel webs 102 are fixedly connected through the web steel base plate 5 and the connecting bolt 6; the lower flange plate connecting piece comprises a lower flange plate steel base plate 7 and a connecting bolt 6, and the adjacent section steel lower flange plates 103 are fixedly connected through the lower flange plate steel base plate 7 and the connecting bolt 6.

As shown in fig. 21 to 24, in this embodiment, an embedded steel plate 8 is disposed at a longitudinal end of the UHPC board 2, and the embedded steel plate 8 includes a bottom embedded section 81 embedded in the UHPC board 2 and an extension section 82 extending into the transverse cast-in-place UHPC connection portion 3.

In this embodiment, the fixed connecting member includes an upper flange plate connecting member for connecting the extending section 82 with the steel upper flange plate 101, the adjacent steel upper flange plate 101 and the adjacent extending section 82, the upper flange plate connecting member includes an upper flange plate steel backing plate 9 and a connecting bolt 6, and the extending section 82 is integrally connected and fixed with the steel upper flange plate 101, the adjacent extending section 82 and the adjacent steel upper flange plate 101 through the upper flange plate steel backing plate 9 and the connecting bolt 6.

As shown in fig. 22, in the present embodiment, a water stop rubber strip 10 is provided in a gap between adjacent extension sections 82.

In the embodiment, in the transverse joint structure, the width of the joint of the UHPC board 2 is reserved at 200-.

As shown in fig. 17 to 24, in this embodiment, the section steel-UHPC combined plate is disposed on the diaphragm plate 4 or the upper panel 11 of the beam, the section steel lower flange plate 103 is connected with the diaphragm plate 4 or the upper panel 11 of the beam through an upper panel connector, the upper panel connector includes an upper panel steel backing plate 12 and a connecting bolt 6, and the upper panel 11 and the section steel lower flange plate 103 are connected and fixed through the upper panel steel backing plate 12 and the connecting bolt 6.

As shown in fig. 1 to 16, in this embodiment, the joint connection structure includes a section steel-UHPC composite board disposed adjacently in a transverse direction and a longitudinal joint structure disposed between the section steel-UHPC composite boards disposed adjacently in the transverse direction, a longitudinal stiffener is disposed at a transverse end of each section steel-UHPC composite board, the longitudinal joint structure includes a T-shaped joint and a longitudinal cast-in-place UHPC connection portion 13 cast in the T-shaped joint in situ, and the T-shaped joint mainly includes a notch disposed between adjacent UHPC boards 2 and a gap between adjacent longitudinal stiffener.

In this embodiment, the longitudinal joint structure is formed by lapping the steel-UHPC composite plate on the sealing rubber strip on the longitudinal partition plate 22 or the flange plate on the longitudinal beam.

As shown in fig. 5 to 10, in this embodiment, the longitudinal stiffener is a UHPC stiffener 14 integrally formed with the UHPC board 2, a longitudinal stiffener 15 is disposed in the UHPC stiffener 14, a dovetail-shaped protrusion 16 extending into the longitudinal cast-in-place UHPC connection portion 13 is disposed on an end surface of the UHPC stiffener 14, and a thickening layer 17 is disposed at a bottom of the UHPC board 2 between the UHPC stiffener 14 and the adjacent section steel 1.

As shown in fig. 11-16, in this embodiment, the longitudinal stiffening plate is a channel steel 18, the upper flange plate 1801 of the channel steel is provided with a long peg 19 extending upward into the longitudinally cast-in-place UHPC connecting portion 13, the web 1802 of the channel steel is provided with a long peg 19 extending horizontally into the longitudinally cast-in-place UHPC connecting portion 13 and crossing the center line of the longitudinal joint structure, the long pegs 19 on the web 1802 of the channel steel on two adjacent sides are arranged in a staggered manner, and the bottom of the UHPC plate 2 between the channel steel 18 and the adjacent section steel 1 is provided with a thickening layer 17.

In the embodiment, the reserved width of the notch is 400-1200mm, the notch is in a flat-opening shape or a dovetail shape, and before pouring, roughening treatment is needed; the reserved width of the gap between the adjacent longitudinal stiffening plates is 200-600mm, and the chiseling treatment is not needed before pouring. The bridge provided with the small longitudinal beams can be placed on the upper flange plate of the small longitudinal beams, and the bridge without the longitudinal partition plate and the small longitudinal beams can be directly placed on the upper flange plate of the edge web plate.

In the embodiment, a plurality of steel strips 20 arranged at the bottom of the UHPC plate 2 and on the upper flange plate 101 of the section steel are arranged in the section steel-UHPC composite plate, the plurality of steel strips 20 are arranged at intervals, the plurality of steel strips 20 are arranged along the transverse bridge direction, and a shear connecting piece 21 used for being connected with the UHPC is arranged on each steel strip 20; the steel plate strips 20 in the adjacent section steel-UHPC combined plate are arranged in a staggered mode, the steel plate strips 20 extend towards the inside of the longitudinal joint structure and cross the center line of the longitudinal joint structure, and the upper surfaces of the steel plate strips 20 are flush with the bottom surfaces of the notches.

In this embodiment, the length of the steel strip 20 is slightly longer than the width of the prefabricated section steel-UHPC composite plate, a certain reserved length is left to extend into the longitudinal joint structure, so that the strength of the longitudinal joint structure is more reliable, the width of the steel strip 20 is 50-150mm, and the steel strip 20 is positioned on the flange plate 101 on the section steel by spot welding (or gluing) on two sides. Studs are welded to the upper flange plate 101 of the section steel, and a steel strip 20 is laid in the gaps between the studs of adjacent upper flange plates 101 of the section steel.

In this embodiment, the UHPC board 2 in the section steel-UHPC composite board is connected to the section steel 1 through the studs on the flange plate 101 on the section steel, and is connected to the steel strip 20 through the studs on the steel strip 20. The diameter of the studs on the upper flange plate 101 of the section steel is 9-25mm, the height is 25-80mm, 2-4 rows of studs are generally arranged above each section steel 1 in the transverse direction, the distance is 50-200mm, and the longitudinal distance between adjacent studs is 100-300 mm. The pegs on the steel plate strip 20 are welded on the central line of the steel plate strip 20 in the length direction, the distance between every two adjacent pegs is 100-300mm, the height of each peg is 25-80mm, and the diameter of each peg is 10-25 mm.

In this embodiment, in the T type seam of vertical seam structure, the reinforcing bar need not to buckle, also need not overlap joint or welding between the reinforcing bar, and certain length need be reserved to the horizontal reinforcing bar of top layer and vertical reinforcing bar in the UHPC board along seam width direction, and reserved length should be greater than 10 times the reinforcing bar diameter, staggers to arrange crossing length and should not be less than 7.5 times the reinforcing bar diameter, and the net interval should not be less than 1.5 times the steel fibre maximum length between the reinforcing bar of stagger arrangement and adjacent reinforcing bar. And meanwhile, parallel transverse reinforcing steel bars and longitudinal reinforcing steel bars are arranged along the width direction of the joint for larger steel bar spacing.

In this embodiment, the UHPC board 2, the horizontal cast-in-place UHPC connection part 3, and the vertical cast-in-place UHPC connection part 13 are cast from ultra-high performance concrete, which is concrete containing steel fibers in components, having no coarse aggregate, having a compressive strength of not less than 100MPa, and having an axial tensile strength of not less than 5 MPa.

As shown in fig. 2 to 4, in this embodiment, an asphalt pavement 23 is provided above the UHPC board 2.

The embodiment also provides a construction method of the section steel-UHPC combined beam bridge deck structure, which comprises the following steps:

s1: prefabricated steel-UHPC composite board and girder steel: fixing the section steel 1, positioning the steel plate strip 20 welded with the short studs on the upper flange plate 101 of the section steel through spot welding or adhesive bonding, manufacturing a template of the UHPC plate 2, welding the studs on the upper flange plate 101 of the section steel, placing the bound longitudinal steel bars and transverse steel bars, reserving the steel bars with certain length outside the template, and pouring UHPC to form the section steel-UHPC combined plate after finishing maintenance; prefabricating a lower steel beam, prefabricating the lower steel beam according to a conventional steel-concrete composite bridge construction method, and welding studs at joints on longitudinal partition plates 22 of the steel beam or upper flange plates of longitudinal beams;

s2: erecting a steel beam and a prefabricated section steel-UHPC combined plate: the method comprises the following steps of carrying out a steel beam on-site splicing process according to a conventional steel-concrete composite bridge construction method, hoisting a prefabricated section steel-UHPC (ultra high performance concrete) composite board, connecting a transverse section steel lower flange plate 103 with an upper panel 11 of a diaphragm plate 4 through a lower flange plate connecting piece, connecting a section steel web plate 102 and a section steel lower flange plate 103 at two sides of a transverse joint through a web plate connecting piece and a lower flange plate connecting piece respectively, and directly lapping longitudinal section steel 1 on a longitudinal diaphragm plate 22 or a rubber adhesive tape on an upper flange plate of a longitudinal beam;

S3: pouring wet joints: chiseling the notches of the UHPC plates 2 with the longitudinal joint structures and the notches of the UHPC plates 2 with the transverse joint structures, placing parallel reinforcing steel bars along the width direction of the joint for larger steel bar spacing, and finally pouring ultrahigh-performance concrete for the joint, so that the studs, the reserved steel bars, the reinforcing steel bars and the steel plate strips are embedded in the ultrahigh-performance concrete, and the lower steel beam and the section steel-UHPC combined plate are combined into a whole and stressed together;

s4: paving an asphalt pavement layer 23: and roughening the top surfaces of the UHPC plate 2 and the cast-in-place joint, and paving an asphalt pavement layer 23 above the UHPC plate to finish the construction of the section steel-UHPC combined beam bridge deck structure.

Claims

1. The joint connection structure of the section steel-UHPC combined plate comprises a plurality of section steels (1) and UHPC plates (2) fixedly connected to the section steels (1), and is characterized by comprising section steel-UHPC combined plates arranged adjacently in the longitudinal direction of a bridge and a transverse joint structure arranged between the section steel-UHPC combined plates arranged adjacently in the longitudinal direction of the bridge, wherein the transverse joint structure comprises a transverse cast-in-place UHPC connecting part (3) positioned between the adjacent UHPC plates (2) and a fixed connecting part used for connecting the adjacent section steels (1).

2. The joint connection structure of the section steel-UHPC combined plate according to claim 1, characterized in that the center-to-center distance k between the transverse joint structure and the diaphragm plate (4) or the beam closest to the transverse joint structure is 0.2-0.5 times of the center-to-center distance between the adjacent diaphragm plates (4) or the center-to-center distance between the adjacent diaphragm plates (4) and the beam.

3. The structure of joint connection of section steel-UHPC composite panels according to claim 1, wherein the fixing connectors comprise web connectors for connecting web plates (102) of the adjacent section steels and lower flange plate connectors for connecting lower flange plates (103) of the adjacent section steels.

4. The joint connection structure of the section steel-UHPC combined plate as claimed in claim 3, characterized in that the web connecting piece comprises a web steel backing plate (5) and a connecting bolt (6), and the adjacent section steel webs (102) are connected and fixed through the web steel backing plate (5) and the connecting bolt (6); the lower flange plate connecting piece comprises a lower flange plate steel base plate (7) and a connecting bolt (6), and the adjacent section steel lower flange plates (103) are fixedly connected through the lower flange plate steel base plate (7) and the connecting bolt (6).

5. The joint connection structure of the section steel-UHPC combined plate as claimed in claim 1, wherein a pre-embedded steel plate (8) is arranged at the longitudinal end of the UHPC plate (2), and the pre-embedded steel plate (8) comprises a pre-embedded section (81) which is pre-embedded at the bottom of the UHPC plate (2) and an extension section (82) which extends into the transverse cast-in-situ UHPC connecting part (3).

6. The joint connection structure of the section steel-UHPC combined plate as claimed in claim 5, wherein the fixed connecting member comprises an upper flange plate connecting member for connecting the extension section (82) with the section steel upper flange plate (101), the adjacent section steel upper flange plate (101) and the adjacent extension section (82), the upper flange plate connecting member comprises an upper flange plate steel backing plate (9) and a connecting bolt (6), and the extension section (82) is integrally connected and fixed with the section steel upper flange plate (101), the adjacent extension section (82) and the adjacent section steel upper flange plate (101) through the upper flange plate steel backing plate (9) and the connecting bolt (6).

7. The joint connection structure of the section steel-UHPC composite plate according to claim 5, characterized in that a water-stop rubber strip (10) is arranged in a gap between adjacent extension sections (82).

8. The joint connection structure of the section steel-UHPC composite plate according to claim 1, characterized in that the longitudinal ends of the UHPC plate (2) are of a dovetail type.

9. The structure of the joint connection of the section steel-UHPC combined plate according to the claim 1, characterized in that, the section steel-UHPC combined plate is arranged on the diaphragm plate (4) or the upper panel (11) of the beam, the section steel lower flange plate (103) is connected with the diaphragm plate (4) or the upper panel (11) of the beam through an upper panel connecting piece, the upper panel connecting piece comprises an upper panel steel backing plate (12) and a connecting bolt (6), and the upper panel (11) and the section steel lower flange plate (103) are connected and fixed through the upper panel steel backing plate (12) and the connecting bolt (6).

10. The joint connection structure of the section steel-UHPC combined plate as claimed in any one of claims 1-9, wherein the joint connection structure comprises a section steel-UHPC combined plate which is adjacently arranged in a transverse bridge direction and a longitudinal joint structure which is arranged between the section steel-UHPC combined plates which are adjacently arranged in the transverse bridge direction, longitudinal stiffening plates are arranged at the transverse end parts of the section steel-UHPC combined plate, the longitudinal joint structure comprises a T-shaped joint and a longitudinal cast-in-situ UHPC connecting part (13) which is cast in the T-shaped joint, and the T-shaped joint mainly comprises a notch which is arranged between the adjacent UHPC plates (2) and a gap between the adjacent longitudinal stiffening plates.

11. The joint connection structure of the section steel-UHPC combined plate according to claim 10, characterized in that the longitudinal stiffening plate is a UHPC stiffening plate (14) integrally formed with the UHPC plate (2), a longitudinal reinforcing steel bar (15) is arranged in the UHPC stiffening plate (14), a dovetail-shaped protrusion (16) extending into the longitudinal cast-in-place UHPC connecting part (13) is arranged on the end surface of the UHPC stiffening plate (14), and a thickening layer (17) is arranged at the bottom of the UHPC plate (2) between the UHPC stiffening plate (14) and the section steel (1) adjacent to the UHPC stiffening plate.

12. The joint connection structure of the section steel-UHPC combined plate as claimed in claim 10, characterized in that the longitudinal stiffening plate is a channel steel (18), long pegs (19) extending upwards into the longitudinal cast-in-place UHPC connecting part (13) are arranged on the upper flange plate (1801) of the channel steel, long pegs (19) extending horizontally into the longitudinal cast-in-place UHPC connecting part (13) and crossing the central line of the longitudinal joint structure are arranged on the web plate (1802) of the channel steel, the long pegs (19) on the web plates (1802) of the channel steel on two adjacent sides are staggered, and the bottom of the UHPC plate (2) between the channel steel (18) and the section steel (1) adjacent to the channel steel is provided with a thickening layer (17).

13. The joint connection structure of the section steel-UHPC combined plate according to claim 10, characterized in that a plurality of steel plate strips (20) arranged on the bottom of the UHPC plate (2) and the upper flange plate (101) of the section steel are arranged in the section steel-UHPC combined plate, the plurality of steel plate strips (20) are arranged at intervals, the plurality of steel plate strips (20) are arranged along the transverse bridge direction, and a shear connector (21) used for connecting with the UHPC is arranged on each steel plate strip (20).

14. The structure of joint connection of section steel-UHPC combined plates according to claim 13, characterized in that the steel plate strips (20) in the adjacent section steel-UHPC combined plates are staggered with each other, the steel plate strips (20) extend into the longitudinal joint structure and cross the center line of the longitudinal joint structure, and the upper surfaces of the steel plate strips (20) are flush with the bottom surface of the notch.