A longitudinal bridge joint connection structure of steel-UHPC composite panels

Abstract

The present invention discloses a longitudinal bridge joint connection structure of a steel-UHPC composite plate, wherein a steel beam is provided below the steel-UHPC composite plate, a longitudinal stiffening plate is provided at the transverse end of the steel-UHPC composite plate, and a pedestal plate is provided on the side web of the steel beam. The longitudinal bridge joint connection structure includes a cast-in-place connection portion provided between the steel-UHPC composite plate, the side web, and the pedestal plate, and a reinforcing connector extending into the cast-in-place connection portion; the reinforcing connector includes a transverse shear connector provided on the longitudinal stiffening plate and the side web, and a vertical shear connector provided on the pedestal plate. The present invention also provides a longitudinal bridge joint connection structure located between adjacent steel-UHPC composite plates. The longitudinal bridge joint connection structure of the present invention has the advantages of light weight and strong tensile strength. The bridge deck of the steel-UHPC composite plate using the longitudinal bridge joint connection structure of the present invention is expected to completely replace the traditional orthotropic steel bridge deck in the future.

Description

Technical Field

[0001] The invention belongs to the field of bridges, and in particular relates to a joint connection structure. Background Art

[0002] Long-span bridges are a reflection of a country's scientific and technological level. Steel bridges have the advantages of light weight, large span capacity, and good seismic performance, making them the first choice for long-span bridges. The deck structure of a steel bridge usually adopts an orthotropic steel deck system. However, since the steel deck is a fully welded structure, it is not only expensive, but also suffers from two major problems under the action of heavy-loaded vehicles: (1) fatigue cracking and local buckling of the steel deck, which endangers the safety of the bridge; (2) frequent damage to the asphalt pavement, resulting in huge renovation costs. The above-mentioned problems reduce the operating efficiency of bridges and are recognized as a global problem in the field of steel bridges. my country has a large amount of heavy-loaded traffic, and the above-mentioned problems are particularly serious.

[0003] To address these challenges, Professor Shao Xudong of Hunan University used ultra-high performance concrete (UHPC), a material with excellent mechanical properties, to strengthen steel bridge decks in his previous research. In 2010, he successfully developed a lightweight composite bridge deck made of orthotropic steel plates and UHPC. This achievement significantly increased the stiffness of the bridge deck and reduced the risk of fatigue cracking and pavement damage. This achievement has been applied to more than 100 actual bridges in my country, and none of them have suffered any damage to date, with a positive response. However, since this achievement did not eliminate the orthotropic steel bridge deck, the cost of the bridge deck structure is still relatively high, at approximately 4,000 yuan per square meter. 2 While the UHPC layer significantly reduces stress in the U-rib connection details, the impact on other details is minimal. Therefore, theoretically, the risk of fatigue cracking in steel bridge decks cannot be completely eliminated. In 2015, Professor Shao Xudong developed a UHPC low-rib deck structure, which has been implemented in real projects. However, practice has shown that UHPC low-rib decks are 30% heavier than traditional steel decks, making them difficult to use on long-span bridges. In patents CN109338866A and CN109610310A, Professor Shao Xudong proposed a new type of steel-UHPC low-rib slab. However, this bridge deck is used in long-span bridges, and more than two longitudinal joints are set in the transverse direction of the bridge, and are usually arranged along the longitudinal direction of the bridge. To ensure the safety of the joints, the width of the longitudinal joints needs to be relatively wide. In the above patents, it is generally taken as 300mm, so the casting volume is large, resulting in an increase in the average slab thickness, which is not conducive to long-span flexible bridges that are extremely sensitive to their own weight. At the same time, the longitudinal wet joints in these two patents have insufficient tensile strength at the bottom of the joints. For large transverse cantilever structures, the bridge deck is in an axial tension state in the transverse direction, and tensile stress exists on the bottom of the longitudinal joints, which may pose a risk of cracking. In addition, the longitudinal joints of the bridge deck at the lower steel beam side web (inner side web or outer side web) in the above two patents also have the defects of being too wide and insufficient tensile strength.

[0004] Therefore, in order to obtain a "second" bridge deck system that can replace orthotropic slabs to become a large-span bridge, and at the same time solve the problem of longitudinal joints easily cracking when the full cross-section of the transverse bridge deck is under tension, it is necessary to develop a longitudinal joint structure that can maximize the advantage of the light weight of the bridge deck structure and resist the tension of the full cross-section, so that the bridge deck structure has the advantages of light weight, high rigidity, low cost, and durability. This is a technical problem that needs to be solved in engineering practice. Summary of the Invention

[0005] The technical problem to be solved by the present invention is to overcome the shortcomings and defects mentioned in the above background technology and provide a longitudinal bridge joint connection structure of steel-UHPC composite panels with light weight and high tensile strength suitable for long-span bridges. To solve the above technical problems, the technical solutions proposed by the present invention are as follows:

[0006] A longitudinal bridge joint connection structure for a steel-UHPC composite panel, the steel-UHPC composite panel comprising a UHPC panel and a steel section disposed below the UHPC panel, a steel beam disposed below the steel-UHPC composite panel, longitudinal stiffening plates disposed at the transverse ends (i.e., both ends in the transverse direction) of the steel-UHPC composite panel, a cap plate disposed on the side web of the steel beam (generally disposed perpendicularly to the side of the side web), the longitudinal bridge joint connection structure comprising a cast-in-place connection between the steel-UHPC composite panel, the side web, and the cap plate, and a reinforcing connector extending into the cast-in-place connection; the reinforcing connector comprises a transverse shear connector disposed on the longitudinal stiffening plate and the side web, and a vertical shear connector disposed on the cap plate. In the present invention, the side web comprises an inner side web and an outer side web, and the outer side web can be disposed vertically or at an angle. When disposed at an angle, the transverse shear connector is disposed perpendicular to the side web.

[0007] In the above-mentioned longitudinal bridge joint connection structure, preferably, the reinforcing connectors include at least one row of longitudinal bridge-direction transverse shear connectors arranged on the longitudinal stiffening plates (preferably, the transverse shear connectors are perpendicular to the longitudinal stiffening plates), at least one row of longitudinal bridge-direction transverse shear connectors arranged on the side webs (preferably, the transverse shear connectors are perpendicular to the side webs) and at least one row of longitudinal bridge-direction vertical shear connectors arranged on the base plates (preferably, the vertical shear connectors are perpendicular to the base plates), the transverse shear connectors on adjacent longitudinal stiffening plates and side webs are arranged in pairs (positions and quantities are arranged in pairs), and the transverse shear connectors all cross the longitudinal bridge center line of the lower part of the cast-in-place connection part (i.e., the second cast-in-place part) (this center line refers to the center line of the second cast-in-place part in the longitudinal bridge direction, i.e., the center line at half of the transverse bridge width), and the transverse shear connectors and vertical shear connectors are arranged at intervals in the longitudinal bridge direction. In the present invention, adjacent transverse shear connectors are staggered up and down and pass through the center line of the joint. In the longitudinal bridge direction, the transverse shear connectors and the vertical shear connectors are staggered. The mutual synergy between the transverse shear connectors and the vertical shear connectors can improve the stress performance of the joint while making full use of the layout space, and can resist the stress of the entire cross-section. While ensuring the mechanical properties, the width of the joint can be reduced, the cast-in-place amount can be reduced, and the deadweight of the structure can be reduced.

[0008] In the above-mentioned longitudinal bridge joint connection structure, preferably, the transverse shear connectors on the longitudinal stiffening plates are provided in two upper and lower rows in the vertical direction, and the transverse shear connectors on the side webs are provided in two upper and lower rows in the vertical direction. The longitudinal bridge positions of the transverse shear connectors corresponding to each other on the adjacent longitudinal stiffening plates and side webs are the same (but the vertical heights are slightly different), and the transverse shear connectors on the adjacent longitudinal stiffening plates and side webs are provided in pairs corresponding to each other; the vertical shear connectors are provided in one row in the center. Preferably, the length of the vertical shear connector is half the height of the longitudinal stiffening plate. The above-mentioned arrangement is conducive to ensuring the mechanical properties of the joint through the mutual synergy of the transverse shear connectors and the vertical shear connectors, so that the joint has higher tensile strength.

[0009] The cast-in-place connection is located between the steel-UHPC composite slab, the side web, and the cap slab. Enabling the transverse shear connector to extend beyond the longitudinal centerline of the lower portion of the cast-in-place connection means ensuring that the transverse shear connector's length is greater than half the transverse width of the cast-in-place connection at its location. The staggered arrangement of transverse and vertical shear connectors in the longitudinal direction means that, when viewed from above, transverse and vertical shear connectors are arranged alternately in the longitudinal direction. Studs may be used for the transverse and vertical shear connectors.

[0010] In the aforementioned longitudinal bridge joint connection structure, preferably, the top of the side web is no lower than the top surface of the UHPC panel, the UHPC panel is provided with a notch, and reinforcing bars (such as U-shaped bars) are fixed to the side web, extending into the notch. Due to the smooth interface between the cast-in-place UHPC and the side web, untreated, this interface is prone to cracking, leading to water seepage and other defects. Therefore, reinforcing bars are fixed to the side web, and the distance the reinforcing bars extend into the cast-in-place joint is greater than 10 times the diameter of the bar, effectively ensuring the crack resistance of this interface.

[0011] In the above-mentioned longitudinal bridge joint connection structure, preferably, the top of the side web is lower than the top surface of the UHPC plate, a steel top plate is provided on the side web, the position of the steel top plate is lower than the top surface of the UHPC plate, a shear connector (such as a stud) is provided on the steel top plate, and the cast-in-place connection portion extends toward the steel top plate and covers the steel top plate by at least 50 mm, so that the UHPC covers the interface between the side web and the cast-in-place UHPC to prevent cracking of the interface, at least one row of studs is welded on the steel top plate to ensure a reliable connection between the UHPC and the steel top plate, and 50 mm is the minimum width to ensure the net distance between the studs and the side web and the thickness of the stud protective layer.

[0012] In the above-mentioned longitudinal bridge joint connection structure, preferably, the longitudinal stiffening plate is a channel steel, and the transverse shear connector is provided on the web of the channel steel; the upper flange plate of the channel steel is provided with a shear connector (such as a bolt) for connecting the channel steel and the UHPC plate, and the UHPC plate is provided with a thickening layer at the contact point with the upper flange plate.

[0013] In the above-mentioned longitudinal bridge joint connection structure, preferably, the cast-in-place connection portion includes a first cast-in-place portion located between the UHPC plate and the side web and a second cast-in-place portion located between the longitudinal stiffening plate and the side web. The transverse width of the second cast-in-place portion is 50-250 mm (more preferably 50-100 mm), which is significantly lower than the width in the prior art, and the self-weight of the bridge deck is lighter.

[0014] In the previous longitudinal bridge joint structure, the UHPC plate is generally placed on the upper flange plate of the side web at the side web (the upper flange plate is generally a later added structure). The side web only plays the role of a pedestal for the stress on the bridge deck and the role of transmitting the longitudinal bridge shear force. At the same time, since the UHPC plates at the outermost edges of both sides of the steel beam are not constrained by other UHPC plates and are only connected to the upper flange plate through the joint, the constraint is relatively weak. In order to enhance the restraint capacity of this part of the joint, the width of the outermost longitudinal joint is made wider, and the second cast-in-place part is generally 300mm. The present invention adds a pedestal plate to the side web, optimizes the layout of the joint, and places the UHPC plate on the pedestal plate on the side of the side web. The pedestal plate and the bolts on the side web participate in the stress together with the side web, which is beneficial to improving the mechanical properties of the joint and increasing the restraint capacity of the UHPC plate, so the joint width can be reduced.

[0015] As a general technical concept, the present invention also provides a longitudinal bridge joint connection structure of a steel-UHPC composite plate, wherein the steel-UHPC composite plate comprises a UHPC plate and a steel section arranged below the UHPC plate, a steel beam is arranged below the steel-UHPC composite plate, and a longitudinal stiffening plate is provided at the transverse end of the steel-UHPC composite plate. The longitudinal bridge joint connection structure comprises a cast-in-place connection portion between the steel-UHPC composite plate and the middle web / small longitudinal beam (either the middle web or the small longitudinal beam) of the steel beam arranged adjacent to each other in the transverse direction, and a reinforcing connector extending into the cast-in-place connection portion; the reinforcing connector comprises at least one row of longitudinal bridges. The transverse shear connectors are arranged on the longitudinal stiffening plates in the transverse direction (preferably the transverse shear connectors are perpendicular to the longitudinal stiffening plates) and at least one row of vertical shear connectors are arranged on the middle webs / small longitudinal beams in the longitudinal bridge direction (preferably the vertical shear connectors are perpendicular to the middle webs / small longitudinal beams). The transverse shear connectors on the adjacent longitudinal stiffening plates in the transverse bridge direction are arranged in pairs (the positions and quantities are arranged in pairs), and the transverse shear connectors all cross the longitudinal bridge center line of the cast-in-place connection (this center line refers to the longitudinal bridge center line, that is, the center line at half of the transverse bridge width), and the transverse shear connectors and vertical shear connectors are arranged at intervals in the longitudinal bridge direction.

[0016] In the present invention, adjacent transverse shear connectors are staggered up and down and pass through the center line of the joint. In the longitudinal bridge direction, the transverse shear connectors and the vertical shear connectors are staggered. The mutual synergy between the transverse shear connectors and the vertical shear connectors can improve the stress performance of the joint while making full use of the layout space, and can resist the stress of the entire cross-section. While ensuring the mechanical properties, the width of the joint can be reduced, the cast-in-place amount can be reduced, and the deadweight of the structure can be reduced.

[0017] The cast-in-place connections are located between adjacent UHPC panels, adjacent longitudinal stiffeners, and mid-webs / small longitudinal beams. Enabling the transverse shear connectors to extend beyond the longitudinal centerline of the cast-in-place connections means ensuring that the transverse shear connectors are longer than half the transverse width of the cast-in-place connections at their locations. The staggered arrangement of transverse and vertical shear connectors in the longitudinal direction means that, when viewed from above, transverse and vertical shear connectors are arranged alternately in the longitudinal direction. Studs may be used for the transverse and vertical shear connectors.

[0018] In the above-mentioned longitudinal bridge joint connection structure, preferably, the transverse shear connectors on the longitudinal stiffening plates are provided in two upper and lower rows in the vertical direction, the transverse shear connectors corresponding to each other on the adjacent longitudinal stiffening plates in the transverse bridge direction have the same longitudinal bridge position (but slightly different vertical heights), and the transverse shear connectors on the adjacent longitudinal stiffening plates in the transverse bridge direction are provided in pairs corresponding to each other; the vertical shear connectors are provided in a row in the center. Preferably, the length of the vertical shear connector is half the height of the longitudinal stiffening plate. The above-mentioned arrangement is conducive to ensuring the mechanical properties of the joint through the mutual cooperation of the transverse shear connectors and the vertical shear connectors, so that the joint has higher tensile strength.

[0019] In the above-mentioned longitudinal bridge joint connection structure, preferably, the longitudinal stiffening plate is a channel steel, and the transverse shear connector is provided on the web of the channel steel; the upper flange plate of the channel steel is provided with a shear connector (such as a bolt) for connecting the channel steel and the UHPC plate, and the UHPC plate is provided with a thickening layer at the contact point with the upper flange plate.

[0020] In the above-mentioned longitudinal bridge joint connection structure, preferably, the cast-in-place connection part is a T-joint, and the T-joint includes a first cast-in-place part located between adjacent UHPC panels and a second cast-in-place part located between adjacent longitudinal stiffening panels, and the transverse width of the second cast-in-place part is 50-250mm (more preferably 50-100mm). The minimum transverse width of the second cast-in-place part of the present invention can be 50mm (that is, a row of bolts is provided in the middle, and at the same time, the net distance between the outermost edge of the bolts and the two sides is ensured to be greater than the minimum net distance requirement required by the specification to ensure the random distribution of fibers in the cast-in-place UHPC). In the prior art, the transverse width of the second cast-in-place part is generally 300mm. In the present invention, by optimizing the structure at the longitudinal joint, by adopting transverse shear connectors and vertical shear connectors, and optimizing their relative arrangement and arrangement position, the width of the joint can be greatly reduced while meeting the mechanical properties, and the deadweight of the bridge deck can be reduced.

[0021] In the longitudinal bridge joint connection structure provided by the present invention, for the case where the longitudinal bridge joint connection structure is in the side web, the side web may include an inner side web or an outer side web, and in this case the longitudinal bridge joint is located on the side of the bridge deck. For the case where the longitudinal bridge joint connection structure is in the middle web / small longitudinal beam, the middle web / small longitudinal beam includes a middle web or a small longitudinal beam, and in this case the longitudinal bridge joint is located between the two sides of the bridge deck. The longitudinal bridge joint connection structure of the present invention basically includes all cases of longitudinal bridge joints connecting steel-UHPC composite panels and steel beams. This longitudinal bridge joint has the advantages of narrow width, small on-site casting amount, light deadweight, and strong tensile strength, and can be applied to large-span bridges such as suspension bridges that are highly sensitive to deadweight.

[0022] Compared with the prior art, the advantages of the present invention are:

[0023] 1. The present invention optimizes the layout and arrangement of the cast-in-place connection parts by adding a cap plate to the side web. The cap plate and the reinforcing connectors on the side web participate in the load-bearing and work together with the side web to reliably bear and transmit horizontal shear forces, which is beneficial to improving the mechanical properties of the joint and increasing the restraint capacity of the UHPC board. It is applicable to situations where the entire cross-section of the joint is under tension. The joint width can be smaller, the on-site casting volume is smaller, and the deadweight of the bridge deck is lighter.

[0024] 2. The longitudinal bridge-direction joint connection structure of the steel-UHPC composite panel of the present invention is a narrow joint. The mechanical performance is guaranteed by optimizing the arrangement of transverse shear connectors and vertical shear connectors. Adjacent transverse shear connectors are staggered vertically and pass through the centerline of the joint. The transverse shear connectors and vertical shear connectors are staggered in the longitudinal bridge direction. This fully utilizes the arrangement space while improving the mechanical performance of the joint. Therefore, the joint width and the on-site UHPC casting amount can be reduced, thereby making the deadweight of the steel-UHPC composite bridge deck system lighter, which can be equal to or even lower than that of traditional orthotropic steel bridge deck systems. Therefore, it is suitable for long-span bridges such as suspension bridges that are highly sensitive to deadweight.

[0025] 3. The initial cost of the steel-UHPC composite slab + concrete pavement system of the present invention is less than half of the cost of a traditional orthotropic steel bridge deck + dedicated steel bridge deck pavement. At the same time, due to the different costs of replacing the pavement, the life cycle cost of the steel-thin steel plate-UHPC composite slab system of the present invention is even lower, less than 30% of the traditional orthotropic steel bridge deck system.

[0026] 4. The main reason for the damage of traditional steel bridge deck is the low local stiffness. The local stiffness of the bridge deck can be expressed as Et 3(E is the elastic modulus of the material, t is the thickness of the panel), the stiffness of the combined bridge panel of 55mm UHPC panel + 6mm steel strip on the bottom surface is much greater than the stiffness of 16mm thick steel plate, so the early diseases such as paving of the bridge panel of the present invention are not easy to occur.

[0027] 5. In the present invention, since the steel-UHPC composite panels are prefabricated in the factory, only the longitudinal wet joints need to be cast on site. The on-site casting volume is small, the operation is simple, the equipment investment is small, it is simple and easy to operate, and the requirements for labor quality and process are low.

[0028] 6. The steel-UHPC composite plate of the present invention uses hot-rolled steel sections instead of welded steel plates as longitudinal ribs, which significantly reduces the risk of fatigue cracking. The bridge deck structure of the present invention does not have any other welds (including seams) except for stud welding, so the fatigue resistance of the steel sections will be higher than that of traditional welded steel structures. Therefore, the steel-UHPC composite plate of the present invention has good fatigue resistance.

[0029] 7. Steel itself has excellent durability as long as its surface is properly protected. The durability of cement-based materials mainly includes impermeability, carbonation resistance, and frost resistance. Because UHPC is denser and more resistant to all kinds of poisons than ordinary concrete, its durability is generally an order of magnitude higher than that of ordinary concrete. UHPC is generally believed to have a lifespan of over 200 years. Therefore, the steel-UHPC composite panel of the present invention has even higher durability.

[0030] In general, the bridge deck composed of steel-UHPC composite panels and ordinary pavement using the longitudinal bridge joint connection structure of the present invention is expected to completely replace the traditional orthotropic steel bridge deck + steel bridge deck dedicated pavement solution in the future, and serve as a second bridge deck solution for long-span bridges. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the embodiments or the description of the prior art. Obviously, the drawings described below are some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying any creative work.

[0032] Figure 1 Schematic diagram of the longitudinal bridge joint connection structure between adjacent steel-UHPC composite panels in the embodiment (the notch is dovetail-shaped, top view, Figure 5 、 Figure 6 (JJ section view in the figure, longitudinal reinforcement is not shown).

[0033] Figure 2Schematic diagram of the longitudinal bridge joint connection structure between adjacent steel-UHPC composite panels in the embodiment (the notch is flat, top view, Figure 5 、 Figure 6 (JJ section view in the figure, longitudinal reinforcement is not shown).

[0034] Figure 3 for Figure 5 、 Figure 6 KK cross-section (top view) in.

[0035] Figure 4 for Figure 5 、 Figure 6 LL cross-section (top view) in.

[0036] Figure 5 for Figure 1 、 Figure 2 、 Figure 3 and Figure 4 MM cross-sectional view.

[0037] Figure 6 for Figure 1 、 Figure 2 、 Figure 3 and Figure 4 Cross-sectional view of the middle NN section.

[0038] Figure 7 Schematic diagram of the longitudinal bridge joint connection structure between the steel-UHPC composite plate and the side web (inner side web) in the embodiment (the notch is dovetail-shaped, top view, Figure 11 、 Figure 12 OO section view in the figure, longitudinal reinforcement is not shown).

[0039] Figure 8 Schematic diagram of the longitudinal bridge joint connection structure between the steel-UHPC composite plate and the side web (inner side web) in the embodiment (the notch is flat, top view, Figure 11 、 Figure 12 OO section view in the figure, longitudinal reinforcement is not shown).

[0040] Figure 9 for Figure 11 、 Figure 12 PP cross-section (top view) in.

[0041] Figure 10 for Figure 11 、 Figure 12 QQ cross-section (top view) in.

[0042] Figure 11 for Figure 7 、 Figure 8 、 Figure 9 and Figure 10 Cross-sectional view of the middle RR section.

[0043] Figure 12 for Figure 7 、 Figure 8 、 Figure 9 and Figure 10 Cross-sectional view of SS section.

[0044] Figure 13 Schematic diagram (elevation view) of the longitudinal bridge joint connection structure between the section steel-UHPC composite plate and the edge web (outer edge web) in the embodiment.

[0045] Figure 14 This is an elevation view of the connection between the medium-section steel-UHPC composite plate and the steel beam in this embodiment.

[0046] Legend:

[0047] 1. Steel section; 2. UHPC board; 3. Steel beam; 31. Middle web / small longitudinal beam; 32. Inner web; 33. Outer web; 34. Cap plate; 35. Steel top plate; 4. Longitudinal stiffener; 5. Cast-in-place connection; 6. Horizontal shear connector; 7. Vertical shear connector; 8. Shear connector; 9. Thickening layer; 10. Reinforcement steel bar. DETAILED DESCRIPTION

[0048] To facilitate understanding of the present invention, the present invention will be described in more comprehensive and detailed form below in conjunction with the accompanying drawings and preferred embodiments. However, the protection scope of the present invention is not limited to the following specific embodiments.

[0049] Unless otherwise defined, all technical terms used hereinafter have the same meanings as those generally understood by those skilled in the art. The technical terms used herein are only for the purpose of describing specific embodiments and are not intended to limit the scope of protection of the present invention.

[0050] Unless otherwise specified, various raw materials, reagents, instruments and equipment used in the present invention can be purchased from the market or prepared by existing methods.

[0051] Example:

[0052] like Figures 1-6As shown, the longitudinal bridge joint connection structure of the steel-UHPC composite plate of this embodiment includes a UHPC plate 2 and a steel 1 arranged below the UHPC plate 2, a steel beam 3 is arranged below the steel-UHPC composite plate, and a longitudinal stiffening plate 4 is provided at the transverse end of the steel-UHPC composite plate. The longitudinal bridge joint connection structure includes a cast-in-place connection portion 5 provided between the steel-UHPC composite plate and the middle web / small longitudinal beam 31 of the steel beam 3 arranged adjacent to each other in the transverse direction, and a reinforcement connection portion extending into the cast-in-place connection portion 5. The reinforcing connectors include at least one row of transverse shear connectors 6 (perpendicularly arranged on the longitudinal stiffening plates 4) in the longitudinal bridge direction and at least one row of vertical shear connectors 7 (perpendicularly arranged on the middle web / small longitudinal beam 31) in the longitudinal bridge direction. The transverse shear connectors 6 on adjacent longitudinal stiffening plates 4 in the transverse bridge direction are arranged in pairs, and all transverse shear connectors 6 cross the longitudinal bridge centerline of the cast-in-place connection 5. The transverse shear connectors 6 and vertical shear connectors 7 are arranged at intervals in the longitudinal bridge direction. Both the transverse shear connectors 6 and the vertical shear connectors 7 can be bolts, the same below.

[0053] In this embodiment, the middle web / small longitudinal beam 31 can be either a middle web or a small longitudinal beam. Figure 14 The figure shows the case of a small longitudinal beam. Extending the small longitudinal beam downward to the bottom surface of the steel beam is the case of a middle web (not shown in this embodiment).

[0054] Specifically, in this embodiment, the transverse shear connectors 6 on the longitudinal stiffening plates 4 are provided in two rows in the vertical direction, and the transverse shear connectors 6 corresponding to each other on the adjacent longitudinal stiffening plates 4 in the transverse direction are in the same longitudinal bridge position, and the transverse shear connectors 6 on the adjacent longitudinal stiffening plates 4 in the transverse bridge direction are provided in pairs in an upper and lower correspondence (the quantity and position are provided in a corresponding manner); a row of vertical shear connectors 7 is provided in the center.

[0055] In this embodiment, the longitudinal stiffener 4 is a channel steel, and the transverse shear connector 6 is provided on the web of the channel steel; the upper flange of the channel steel is provided with a shear connector 8 (using studs) for connecting the channel steel and the UHPC plate 2, and the UHPC plate 2 is provided with a thickening layer 9 ( Figure 7-13 This structure can be used for the longitudinal stiffening plates 4 in the figure).

[0056] In this embodiment, the cast-in-situ connection 5 is a T-joint, which includes a first cast-in-situ portion located between adjacent UHPC panels 2 and a second cast-in-situ portion located between adjacent longitudinal stiffening panels 4. The transverse width of the second cast-in-situ portion is 50-250 mm (the above range is acceptable. By optimizing the arrangement position and arrangement method of the transverse shear connector 6 and the vertical shear connector 7, the minimum width in this embodiment can be 50 mm). In this embodiment, the end face of the first cast-in-situ portion can be a dovetail type (such as Figure 1as shown) or flat mouth type (as shown Figure 2 shown).

[0057] like Figure 7-13 As shown in the figure, the longitudinal bridge joint connection structure of the steel-UHPC composite plate of this embodiment includes a UHPC plate 2 and a steel 1 arranged below the UHPC plate 2, a steel beam 3 is arranged below the steel-UHPC composite plate, and a longitudinal stiffening plate 4 is arranged at the transverse end of the steel-UHPC composite plate. The side webs of the steel beam 3 (the side webs include the inner side webs 32 (such as Figure 7-12 As shown) and the outer web 33 (as Figure 13 As shown, the outer side web 33 is inclined and a base plate 34 is provided on the side. The longitudinal bridge joint connection structure includes a cast-in-place connection part 5 provided between the steel-UHPC composite plate, the side web and the base plate 34, and a reinforcing connector extending into the cast-in-place connection part 5; the reinforcing connector includes a transverse shear connector 6 provided on the longitudinal stiffening plate 4 and the side web and a vertical shear connector 7 provided on the base plate 34.

[0058] In this embodiment, the reinforcing connectors include at least one row of transverse shear connectors 6 (vertically arranged on the longitudinal stiffening plates 4) arranged in the longitudinal bridge direction, at least one row of transverse shear connectors 6 (vertically arranged on the side webs) arranged in the longitudinal bridge direction, and at least one row of vertical shear connectors 7 (vertically arranged on the side webs) arranged in the longitudinal bridge direction on the base plate 34. The transverse shear connectors 6 on adjacent longitudinal stiffening plates 4 and side webs are arranged in pairs, and the transverse shear connectors 6 all cross the longitudinal bridge center line of the lower part of the cast-in-place connection part 5. The transverse shear connectors 6 and the vertical shear connectors 7 are arranged at intervals in the longitudinal bridge direction.

[0059] Specifically, in this embodiment, the transverse shear connectors 6 on the longitudinal stiffening plates 4 are provided in two rows in the vertical direction, and the transverse shear connectors 6 on the side webs are provided in two rows in the vertical direction. The longitudinal bridge positions of the transverse shear connectors 6 corresponding to each other on adjacent longitudinal stiffening plates 4 and side webs are the same, and the transverse shear connectors 6 on adjacent longitudinal stiffening plates 4 and side webs are provided in pairs in correspondence with each other (the quantity and position are provided correspondingly); a row of vertical shear connectors 7 is provided in the center.

[0060] like Figure 7-12 As shown, in this embodiment, the top of the side web (the inner side web 32) is no lower than the top surface of the UHPC panel 2. The UHPC panel 2 is provided with a notch, and a reinforcing steel bar 10, such as a U-shaped steel bar, is fixed to the side web and extends into the notch. The U-shaped steel bar can be welded to the side web, and the U-shaped steel bar can be positioned at the location of the transverse steel bar in the UHPC panel 2.

[0061] like Figure 13As shown, in this embodiment, the top of the edge web (the inclined outer edge web 33) is lower than the top surface of the UHPC panel 2, and a steel top plate 35 is provided on the edge web. The position of the steel top plate 35 is lower than the top surface of the UHPC panel 2, and a shear connector 8 is provided on the steel top plate 35. The cast-in-place connection portion 5 extends toward the steel top plate 35 and covers the steel top plate 35 by at least 50 mm.

[0062] In this embodiment, if the top of the outer web 33 is not lower than the top surface of the UHPC plate 2 , the outer web 33 can adopt a structure similar to that of the inner web 32 , that is, reinforcing steel bars 10 are provided on the side surfaces of the outer web 33 .

[0063] In this embodiment, the cast-in-place connection 5 includes a first cast-in-place portion located between the UHPC panel 2 and the side web, and a second cast-in-place portion located between the longitudinal stiffener 4 and the side web. The transverse width of the second cast-in-place portion is 50-250 mm (the above range is acceptable; by optimizing the side web structure and joint location, and by optimizing the layout and arrangement of the transverse shear connectors 6 and vertical shear connectors 7, a minimum width of 50 mm can be achieved in this embodiment). In this embodiment, the end surface of the first cast-in-place portion can be dovetail-shaped or flat-end-shaped.

[0064] like Figure 14 As shown in FIG, it is the elevation view of the connection between the steel-UHPC composite plate and the steel beam 3 in this embodiment. Figure 14 Included Figures 1-13 As can be seen from the figure, the distribution of the middle web / small longitudinal beam 31 (small longitudinal beam in the figure), the inner web 32, and the outer web 33 of the steel beam 3. For the steel beam 3, the outer web 33 can also be used as the entire structure.

Claims

1. A longitudinal bridge joint connection structure of a steel-UHPC composite panel, the steel-UHPC composite panel comprising a UHPC panel (2) and a steel section (1) disposed below the UHPC panel (2), a steel beam (3) disposed below the steel-UHPC composite panel, characterized in that: The transverse ends of the steel-UHPC composite plate are provided with longitudinal stiffening plates (4), the side webs of the steel beams (3) are provided with cap plates (34), and the longitudinal bridge joint connection structure comprises a cast-in-place connection portion (5) provided between the steel-UHPC composite plate, the side webs, and the cap plates (34), and a reinforcement connector extending into the cast-in-place connection portion (5); the reinforcement connector comprises a transverse shear connector (6) provided on the longitudinal stiffening plates (4) and the side webs, and a vertical shear connector (7) provided on the cap plates (34); When the top of the side web is not lower than the top surface of the UHPC plate (2), a notch is provided on the UHPC plate (2), and a reinforcing steel bar (10) extending into the notch is fixed on the side web; When the top of the side web is lower than the top surface of the UHPC plate (2), a steel top plate (35) is provided on the side web, the position of the steel top plate (35) is lower than the top surface of the UHPC plate (2), a shear connector (8) is provided on the steel top plate (35), and the cast-in-place connection portion (5) extends toward the steel top plate (35) and covers the steel top plate (35) by at least 50 mm.

2. The longitudinal bridge joint connection structure according to claim 1, characterized in that: The reinforcing connectors include at least one row of transverse shear connectors (6) arranged on the longitudinal stiffening plates (4) in the longitudinal bridge direction, at least one row of transverse shear connectors (6) arranged on the side webs in the longitudinal bridge direction, and at least one row of vertical shear connectors (7) arranged on the base plate (34) in the longitudinal bridge direction. The transverse shear connectors (6) on adjacent longitudinal stiffening plates (4) and side webs are arranged in pairs, and the transverse shear connectors (6) all cross the longitudinal bridge center line of the lower part of the cast-in-place connection part (5). The transverse shear connectors (6) and the vertical shear connectors (7) are arranged at intervals in the longitudinal bridge direction.

3. The longitudinal bridge joint connection structure according to claim 2, characterized in that: The transverse shear connectors (6) on the longitudinal stiffening plates (4) are provided in two rows in the vertical direction, and the transverse shear connectors (6) on the side webs are provided in two rows in the vertical direction. The transverse shear connectors (6) provided in pairs on the adjacent longitudinal stiffening plates (4) and side webs are in the same longitudinal bridge position, and the transverse shear connectors (6) on the adjacent longitudinal stiffening plates (4) and side webs are provided in pairs in the vertical direction. The vertical shear connectors (7) are provided in one row in the center.

4. The longitudinal bridge joint connection structure according to any one of claims 1 to 3, characterized in that: The cast-in-situ connection portion (5) comprises a first cast-in-situ portion located between the UHPC plate (2) and the side web, and a second cast-in-situ portion located between the longitudinal stiffening plate (4) and the side web, wherein the transverse width of the second cast-in-situ portion is 50-250 mm.

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