Fabricated steel-ultra-high performance concrete combined bridge deck slab structure with shear grooves and construction method of fabricated steel-ultra-high performance concrete combined bridge deck slab structure

Abstract

The invention discloses a fabricated steel-ultra-high-performance concrete combined bridge deck structure with shear grooves and a construction method of the fabricated steel-ultra-high-performance concrete combined bridge deck structure, and relates to the technical field of bridge deck constructions.The bridge deck structure comprises a lower-layer steel bridge deck, an upper-layer prefabricated ultra-high-performance concrete bridge deck and shear connectors; the prefabricated ultra-high performance concrete bridge deck is provided with a shear groove, an embedded connecting piece penetrates through a groove opening of the shear groove in the transverse bridge direction, the two ends of the embedded connecting piece are embedded in the prefabricated ultra-high performance concrete bridge deck, the top of the shear connecting piece is fixed to the embedded connecting piece in a lap joint mode, and the bottom of the shear connecting piece is fixed to the steel bridge deck. A post-pouring layer is arranged between the prefabricated ultra-high performance concrete bridge deck and the steel bridge deck. The bridge deck slab is good in structural integrity, excellent in crack resistance and reasonable in stress, the interface connection problem of the prefabricated ultra-high-performance concrete bridge deck slab and the steel bridge deck slab can be effectively solved, the bearing capacity of a combined bridge deck system is improved, and the service life of the combined bridge deck system is prolonged.

Description

Technical Field

[0001] The present invention relates to the technical field of bridge deck structures, and in particular to an assembled steel-ultra-high performance concrete composite bridge deck structure with shear grooves and a construction method thereof. Background Art

[0002] The deck structure of a highway steel bridge directly bears the wheel load and is one of the vulnerable parts of the bridge, which is mainly manifested in cracking of the steel bridge deck and damage to the steel bridge deck pavement. In order to solve the common diseases of the steel bridge deck system and control the deadweight of the structure, the steel-ultra-high performance concrete (UHPC) composite bridge deck with small cross-sectional height, high bearing capacity, high stiffness and good fatigue resistance has become a trend option for the current steel bridge deck structure. The compressive strength of UHPC prepared according to the maximum density theory is usually not less than 120MPa, and the axial tensile strength is not less than 8MPa, which is a more ideal bridge deck material. However, UHPC has large early shrinkage, and steam curing is difficult when cast in place over a large area. The concrete is prone to cracking after pouring, making it difficult to fully exert the performance advantages of the material. Therefore, it is necessary to adopt an assembled steel-UHPC composite bridge deck structure with excellent crack resistance and high construction efficiency. The conventional practice is to bond the high-quality precast concrete slabs produced in the factory to the steel bridge deck through an adhesive.

[0003] Compared with cast-in-place hot curing treatment, factory prefabrication hot curing can make UHPC shrink rapidly under unconstrained conditions, reduce volume deformation under constrained conditions, and thus significantly reduce the risk of shrinkage cracking after the precast concrete slab and steel bridge deck are assembled. At the same time, since the bonding layer plays a transitional role, the connection between the concrete layer and the steel bridge deck will not cause stress concentration problems, which is conducive to improving the fatigue resistance of the composite slab. Therefore, from a technical perspective, the steel-UHPC composite bridge deck is suitable for construction using prefabricated assembly technology. In addition, factory-prepared components are not restricted by external factors such as temperature and humidity, which can improve the production quality while improving the production efficiency of precast panels, and greatly reduce on-site operation time and its negative impact on the surrounding environment. Therefore, prefabricated composite panels have great engineering application potential, and how to establish a stable and reliable structural connection between the steel-concrete interface and ensure the coordinated deformation of the precast concrete slab and the steel bridge deck is a crucial issue.

[0004] The existing interface connection measures for prefabricated composite panels are mainly epoxy bonding and cement-based material bonding. Due to the low fluidity and high cost of epoxy resin, the uniformity of the epoxy layer and its paving thickness may be difficult to guarantee in actual application, and it is not easy to meet the leveling requirements of the steel-concrete interface. In addition, the fatigue properties of the epoxy layer and its durability in extreme environments have not yet been fully clarified, which cannot well support its application in the construction of composite bridge deck systems. Cement-based materials, such as grouting materials, have relatively good fluidity, but the bonding strength of the materials is poor, and it is impossible to ensure that the steel bridge deck and the concrete slab are subjected to coordinated forces. Therefore, both steel-concrete interface bonding methods have technical defects. In addition, the method of connecting the prefabricated steel-concrete interface by welding nails and bolts may have the problem of many welding and bolting points and inconvenient construction, which is also difficult to meet the engineering application requirements of prefabricated composite panels. Summary of the invention

[0005] In order to solve the above problems, the present invention provides an assembled steel-ultra-high performance concrete composite bridge deck structure with shear grooves and a construction method thereof, which has good integrity, excellent crack resistance, and reasonable force. It can effectively solve the interface connection problem between the prefabricated ultra-high performance concrete bridge deck and the steel bridge deck, and improve the bearing capacity and service life of the composite bridge deck system.

[0006] The present invention is achieved through the following technical solutions.

[0007] On the one hand, the present invention provides an assembled steel-ultra-high performance concrete composite bridge deck structure with shear grooves, comprising a lower steel bridge deck, an upper prefabricated ultra-high performance concrete bridge deck and a shear connector, wherein the prefabricated ultra-high performance concrete bridge deck is provided with a shear groove, and is characterized in that: a pre-embedded connector penetrates the groove of the shear groove in the transverse direction of the bridge, both ends of the pre-embedded connector are pre-embedded in the prefabricated ultra-high performance concrete bridge deck, the top of the shear connector is overlapped and fixed with the pre-embedded connector, and the bottom thereof is fixed to the steel bridge deck, and a post-cast layer is arranged between the prefabricated ultra-high performance concrete bridge deck and the steel bridge deck.

[0008] Furthermore, the embedded connecting part is a rectangular steel frame, which is composed of a top edge plate, a bottom edge plate and two side plates. The shear connecting part is a channel steel. The two side plates are embedded in the prefabricated ultra-high performance concrete bridge deck. The upper flange of the channel steel passes through the rectangular steel frame and is fixed to the inner wall of the top edge plate of the rectangular steel frame, and its lower flange is fixed to the steel bridge deck.

[0009] Furthermore, the top edge plate is lower than the precast ultra-high performance concrete bridge deck, and the distance from the upper surface of the precast ultra-high performance concrete bridge deck is not less than 10 mm, and the bottom edge plate is exposed from the precast ultra-high performance concrete bridge deck, and the distance from the lower surface of the precast ultra-high performance concrete bridge deck is not less than 10 mm.

[0010] Furthermore, the bottom edge plate extends out of the prefabricated ultra-high performance concrete bridge deck to more than half of the thickness of the post-cast layer.

[0011] Furthermore, the embedded connector is a flat steel plate, both ends of which are embedded in the prefabricated ultra-high performance concrete bridge deck, and the shear connector is a channel steel or a square steel pipe or a circular steel pipe, the top of the channel steel or the square steel pipe or the circular steel pipe is fixed to the bottom surface of the flat steel plate, and the bottom is fixed to the steel bridge deck.

[0012] Furthermore, the embedded connector is an arc-shaped steel plate, both ends of which are embedded in the prefabricated ultra-high performance concrete bridge deck, and the shear connector is a circular steel pipe, the top of which is fitted and fixed to the bottom surface of the arc-shaped steel plate, and the bottom is fixed to the steel bridge deck.

[0013] Furthermore, the cross-sectional shape of the shear groove is an isosceles inverted trapezoid, and the side length of the embedded connecting piece along the longitudinal bridge direction is not greater than 1 / 2 of the side length of the corresponding short side of the shear groove.

[0014] Furthermore, the thickness of the post-cast layer is between 10 and 30 mm.

[0015] Furthermore, the casting material of the post-casting layer is fiber-free high-fluidity cement mortar, and the cement mortar is one of ultra-high performance mortar, self-compacting cement mortar, polymer-modified cement mortar or grouting material.

[0016] On the other hand, the present invention provides a construction method of an assembled steel-ultra-high performance concrete composite bridge deck structure with shear grooves, comprising the following steps:

[0017] Step 1: Factory formwork: Install the bottom formwork, four-side formwork and shear trough formwork of the ultra-high performance concrete bridge deck in sequence according to the inverted formwork method;

[0018] Step 2: Arrange the steel bars and embedded connectors: Arrange the longitudinal and transverse steel bars and tie them into a steel mesh, locate and install the embedded connectors at the notch of the shear groove;

[0019] Step 3: Concrete pouring and curing: pour the ultra-high performance concrete bridge deck, and roughen the exposed surface when the concrete is finally set, and then carry out high-temperature steam curing for no less than 48 hours;

[0020] Step 4: Steel beam erection and construction: Weld shear connectors at the steel bridge deck positions corresponding to the shear grooves of the UHPCC bridge deck;

[0021] Step 5: Prefabricated UHPC bridge deck hoisting and component assembly: hoist the prefabricated UHPC bridge deck and control the overlap of the embedded connectors at the notch and the top of the shear connector. At the same time, place a pad between the prefabricated UHPC bridge deck and the steel bridge deck to support and position the prefabricated UHPC bridge deck, and then establish the connection between the embedded connectors and the shear connectors by welding or riveting.

[0022] Step 6: On-site formwork and pouring: After the post-pouring layer and cast-in-place strip formwork are made on-site, the post-pouring layer is poured along the groove and steam curing is implemented. The formwork is removed when the strength of the post-pouring mortar reaches 70% of the target value.

[0023] The beneficial effects of the present invention are:

[0024] The assembled steel-ultra-high performance concrete composite bridge deck structure with shear grooves described in the present invention pre-buries embedded connectors in the shear groove notches on the precast ultra-high performance concrete bridge deck, and then overlaps and fixes the embedded connectors and the shear connectors welded to the steel bridge deck, thereby mechanically connecting the precast ultra-high performance concrete bridge deck and the steel bridge deck. At the same time, a post-cast layer is arranged between the precast ultra-high performance concrete bridge deck and the steel bridge deck. The lower edge plate of the embedded connector is extended to the post-cast layer, thereby enhancing the connectivity and integrity of the precast ultra-high performance concrete bridge deck and the post-cast layer.

[0025] The assembled steel-ultra-high performance concrete composite bridge deck with shear grooves described in the present invention has good integrity, excellent crack resistance, and reasonable force. It can effectively solve the interface connection problem between the prefabricated ultra-high performance concrete bridge deck and the steel bridge deck, improve the bearing capacity and service life of the composite bridge deck system, and has outstanding engineering application value and good social and economic benefits. BRIEF DESCRIPTION OF THE DRAWINGS

[0026] Figure 1 This is the overall structural diagram of the composite bridge deck of the present invention;

[0027] Figure 2 This is a top view of the prefabricated ultra-high performance concrete bridge deck according to Example 1 of the present invention;

[0028] Figure 3 This is a bottom view of the prefabricated ultra-high performance concrete bridge deck according to Example 1 of the present invention;

[0029] Figure 4 This is a structural diagram of a rectangular steel frame pre-buried in Example 1 of the present invention;

[0030] Figure 5 FIG1 is an assembly diagram of a prefabricated ultra-high performance concrete bridge deck and a steel bridge deck in Example 1 of the present invention;

[0031] Figure 6 for Figure 5A partial enlarged view of middle A;

[0032] Figure 7 FIG2 is an assembly diagram of a prefabricated ultra-high performance concrete bridge deck and a steel bridge deck in Example 1 of the present invention;

[0033] Figure 8 This is a schematic diagram of the steps of nesting a rectangular steel pipe and a channel steel in Example 1 of the present invention;

[0034] Fig. 9 This is a structural diagram of the bridge deck before the post-casting layer of the present invention is implemented;

[0035] Fig.10 for Fig. 9 A partial enlarged view of B in the middle;

[0036] Fig.11 This is a bottom view of the prefabricated ultra-high performance concrete bridge deck in Example 2 of the present invention;

[0037] Fig.12 This is a top view of the prefabricated ultra-high performance concrete bridge deck in Example 3 of the present invention;

[0038] Fig.13 This is a bottom view of the prefabricated ultra-high performance concrete bridge deck in Example 3 of the present invention;

[0039] Fig.14 This is a diagram of the overlap between a flat steel plate and a square steel pipe in Example 4 of the present invention;

[0040] Fig.15 This is a diagram of the overlap between a flat steel plate and a round steel pipe in Example 5 of the present invention;

[0041] Fig.16 This is a diagram of the overlap between the arc steel plate and the circular steel in Example 6 of the present invention.

[0042] In the figure: 1. Steel bridge deck; 2. Precast ultra-high performance concrete bridge deck; 3. Shear groove; 4. Embedded connectors: 4-1. Top edge plate; 4-2. Bottom edge plate; 4-3. Side plate; 5. Shear connector; 5-1. Upper flange; 5-2. Lower flange; 6. Post-cast layer; 7. Cast-in-place strip; 8. Steel bars: 8-1 longitudinal steel bars; 8-2 transverse steel bars; 9. Spacers; 10. Welding nails; 11. Flat steel plates; 12. Square steel pipes; 13. Round steel pipes; 14. Arc steel plates. DETAILED DESCRIPTION

[0043] The following further describes the structures involved in the present invention or the technical terms used in these descriptions. These descriptions are only used as examples to illustrate how the methods of the present invention are implemented, and cannot constitute any limitation to the present invention.

[0044] In the description of the present invention, it should be understood that the terms "upper", "lower", "front", "back", "left" and "right" indicate positions or positional relationships based on the positions or positional relationships shown in the drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the positions or elements referred to must have a specific orientation, be constructed and operate in a specific orientation, and therefore cannot be understood as limitations of the present invention. In addition, the terms "first", "second", etc. are only used for descriptive purposes and cannot be understood as indicating or implying relative importance.

[0045] In the description of the present invention, unless otherwise clearly specified and limited, "connection", "fixation" and the like should be understood in a broad sense. For example, "fixation" can be a fixed connection, a detachable connection, or an integral connection; it can be a direct connection, or an indirect connection through an intermediate medium, it can be the internal connection of two elements or the interaction relationship between two elements, unless otherwise clearly defined. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0046] Example 1

[0047] like Figure 1-10 As shown, this embodiment introduces an assembled steel-ultra-high performance concrete composite bridge deck structure with shear grooves, including a lower steel bridge deck 1, an upper prefabricated ultra-high performance concrete bridge deck 2 and a shear connector 5, the prefabricated ultra-high performance concrete bridge deck 2 is provided with a shear groove 3, and a pre-embedded connector 4 is penetrated in the transverse direction of the shear groove 3, and both ends of the pre-embedded connector 4 are pre-embedded in the prefabricated ultra-high performance concrete bridge deck, the top of the shear connector 5 is overlapped and fixed with the pre-embedded connector 4, and the bottom thereof is fixed to the steel bridge deck 1, and a post-cast layer 6 is arranged between the prefabricated ultra-high performance concrete bridge deck 2 and the steel bridge deck 1.

[0048] The prefabricated ultra-high performance concrete bridge deck 2 is made of ultra-high performance concrete and fiber materials, the ultra-high performance concrete includes one of reactive powder concrete, ultra-high strength concrete, ultra-high toughness concrete or ultra-high performance fiber reinforced concrete, and the fiber material includes one or more of steel fiber, polypropylene fiber, polyethylene fiber, polyvinyl alcohol fiber, carbon fiber, basalt fiber and glass fiber.

[0049] like Figure 8 As shown, the embedded connector 4 is a rectangular steel frame, which is composed of a top edge plate 4-1, a bottom edge plate 4-2 and two side plates 4-3. The shear connector 5 is a channel steel. The two side plates 4-3 are embedded in the prefabricated ultra-high performance concrete bridge deck 2. The upper flange 5-1 of the channel steel 5 passes through the rectangular steel frame 4 and is fixed to the inner wall of the top edge plate 4-1 of the rectangular steel frame 4, and its lower flange 5-2 is welded and fixed to the steel bridge deck 1.

[0050] like Figure 8As shown, the height difference between the upper flange 5 - 1 and the lower flange 5 - 2 of the shear connector 5 is not less than the height difference between the top edge plate 4 - 1 and the bottom edge plate 4 - 2 of the embedded connector 4 .

[0051] The top edge plate 4-1 is lower than the precast ultra-high performance concrete bridge deck 2, and the distance from the upper surface of the precast ultra-high performance concrete bridge deck 2 is not less than 10 mm, and the bottom edge plate is exposed from the precast ultra-high performance concrete bridge deck 2, and the distance from the lower surface of the precast ultra-high performance concrete bridge deck 2 is not less than 10 mm.

[0052] The bottom edge plate 4 - 2 extends out of the precast ultra-high performance concrete bridge deck 2 to more than half of the thickness of the post-cast layer 6 .

[0053] The cross-sectional shape of the shear groove 3 is an isosceles inverted trapezoid, and the length of its short side is not less than 1 / 20 of the length of the corresponding side of the prefabricated ultra-high performance concrete bridge deck 2, and not less than 5 cm. The length of the embedded connector 4 along the longitudinal direction of the bridge is not greater than 1 / 2 of the length of the short side corresponding to the shear groove 3.

[0054] The thickness of the post-cast layer 6 is between 10 and 30 mm.

[0055] The pouring material of the post-casting layer 6 is fiber-free high-fluidity cement mortar, and the cement mortar is one of ultra-high performance mortar, self-compacting cement mortar, polymer-modified cement mortar or grouting material.

[0056] like Figure 1 As shown, the cast-in-place strip 7 is provided between adjacent prefabricated ultra-high performance concrete bridge deck panels 2, and the width of the cast-in-place strip 2 is not less than 200 mm.

[0057] This embodiment introduces a construction method of the above-mentioned assembled steel-ultra-high performance concrete composite bridge deck structure with shear grooves, comprising the following steps:

[0058] Step 1: Factory formwork: Install the bottom formwork, four-side formwork and shear trough formwork of the ultra-high performance concrete bridge deck 2 in sequence according to the inverted formwork method;

[0059] Step 2: Arrange the steel bars and embedded connectors 4: Arrange the longitudinal steel bars 8-1 and the transverse steel bars 8-2 and tie them into a steel mesh, and locate and install the rectangular steel frame 4 at the notch position of the shear groove 3;

[0060] Step 3: Concrete pouring and curing: pour the ultra-high performance concrete bridge deck, and roughen the exposed surface when the concrete is finally set, and then carry out high-temperature steam curing for no less than 48 hours;

[0061] Step 4: Steel beam erection and construction: weld channel steel 5 at the position of steel bridge deck 2 corresponding to shear groove 3 on the ultra-high performance concrete bridge deck;

[0062] Step 5: Prefabricated ultra-high performance concrete bridge deck hoisting and component assembly: hoist the prefabricated ultra-high performance concrete bridge deck 2 and control the rectangular steel frame 4 at the notch to insert into the channel steel 5 from the center, so that the inner wall of the top edge plate 4-1 of the rectangular steel frame 4 overlaps the upper flange 5-1 of the channel steel 5, and at the same time, put a pad 9 between the prefabricated ultra-high performance concrete bridge deck 2 and the steel bridge deck 1 to support and position the prefabricated ultra-high performance concrete bridge deck 2, and then establish the connection between the rectangular steel frame 4 and the channel steel 5 by welding or riveting;

[0063] Step 6: On-site formwork and pouring: After the post-casting layer and cast-in-place strip formwork are made on-site, the post-casting layer 6 is poured along the notch of the shear groove 3, and steam curing is carried out until the post-casting mortar strength reaches 70% of the target value, and the formwork is removed; the welding nails 10 at the position of the cast-in-place strip 7 are welded, and then the prefabricated ultra-high performance concrete bridge deck 2 wet joints are cast, and the joint concrete is cured to the target strength.

[0064] Example 2

[0065] like Fig.11 As shown, the difference from Example 1 is that the thickness of the post-cast layer 6 of this embodiment is relatively large, not less than 30mm and not more than the thickness of the precast ultra-high performance concrete bridge deck 2. At this time, the connectivity between the post-cast layer 6 and the cast-in-place strip 7 is good, and the fiber-free cement-based material can flow freely between the post-cast layer 6 and the cast-in-place strip 7. Therefore, the post-cast layer 6 template required to be set in step 6 of Example 1 is cancelled. In addition, when the precast ultra-high performance concrete bridge deck 2 is manufactured according to the requirements of step 2 in Example 1, the rectangular steel frame 4 is regarded as a hoop, and the longitudinal steel bars 8-1 are placed on the inner side of the hoop, and the transverse steel bars 8-2 are placed on the longitudinal steel bars 8-1. The steel bar 8 skeleton of the post-cast layer 6 is tied to ensure the integrity and stress performance of the post-cast concrete layer and the precast concrete layer. Then, the interface connection construction of the precast composite board is carried out according to steps 3 to 5 in Example 1. At step 6, the post-cast layer 6 and the cast-in-place strip 7 are uniformly cast to complete the construction of the assembled composite bridge deck system.

[0066] Example 3

[0067] like Figures 12-13 As shown, the difference from Example 1 is that the thickness of the post-cast layer 6 in this embodiment is relatively small, not more than 10 mm, and it is difficult to accommodate the rectangular steel frame. Therefore, the rectangular steel frame 4 is replaced by a flat steel plate 11, and then the construction steps in Example 1 are used to install the composite bridge deck. When executing step 5, the bottom surface of the flat steel plate 11 is overlapped with the outer wall of the upper flange 5-1 of the channel steel 5, and the other implementation steps remain unchanged.

[0068] Example 4

[0069] like Fig.14 As shown, the difference from Example 3 is that the shear connector in this embodiment is changed to a square steel pipe 12.

[0070] Example 5

[0071] like Fig.15 As shown, the difference from Example 3 is that the shear connector in this embodiment is changed to a circular steel pipe 13.

[0072] Example 6

[0073] like Fig.16 As shown, the difference from Example 5 is that in this embodiment, the flat steel plate 11 is replaced by a curved steel plate 14. Under some conditions, the curved connection between the concrete flat steel plate 11 and the circular steel pipe 13 is inconvenient to operate. In order to improve the convenience of construction and the efficiency of assembly work, the flat steel plate 11 is replaced by a curved steel plate 14 that matches the size of the circular steel pipe 13, and the connection method between the two is optimized.

[0074] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Although the present invention has been described in detail with reference to the aforementioned embodiments, it is still possible for those skilled in the art to modify the technical solutions described in the aforementioned embodiments, or to make equivalent substitutions for some of the technical features therein. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. An assembled steel-ultra-high performance concrete composite bridge deck structure with shear grooves, comprising a lower steel bridge deck, an upper prefabricated ultra-high performance concrete bridge deck and a shear connector, wherein the prefabricated ultra-high performance concrete bridge deck has shear grooves, and is characterized in that: An embedded connector is inserted into the notch of the shear groove in the transverse direction of the bridge, and both ends of the embedded connector are embedded in the prefabricated ultra-high performance concrete bridge deck. The top of the shear connector is overlapped and fixed with the embedded connector, and the bottom is fixed to the steel bridge deck. A post-cast layer is arranged between the prefabricated ultra-high performance concrete bridge deck and the steel bridge deck.

2. The assembled steel-ultra-high performance concrete composite bridge deck structure with shear grooves according to claim 1 is characterized in that: The embedded connector is a rectangular steel frame, which is composed of a top edge plate, a bottom edge plate and two side plates. The shear connector is a channel steel. The two side plates are embedded in the prefabricated ultra-high performance concrete bridge deck. The upper flange of the channel steel passes through the rectangular steel frame and is fixed to the inner wall of the top edge plate of the rectangular steel frame, and its lower flange is fixed to the steel bridge deck.

3. The assembled steel-ultra-high performance concrete composite bridge deck structure with shear grooves according to claim 2 is characterized in that: The top edge plate is lower than the precast ultra-high performance concrete bridge deck and is not less than 10 mm away from the upper surface of the precast ultra-high performance concrete bridge deck. The bottom edge plate is exposed from the precast ultra-high performance concrete bridge deck and is not less than 10 mm away from the lower surface of the precast ultra-high performance concrete bridge deck.

4. The assembled steel-ultra-high performance concrete composite bridge deck structure with shear grooves according to claim 3 is characterized in that: The bottom edge plate extends out of the precast ultra-high performance concrete bridge deck to more than half of the thickness of the post-cast layer.

5. The assembled steel-ultra-high performance concrete composite bridge deck structure with shear grooves according to claim 1 is characterized in that: The embedded connector is a flat steel plate, both ends of which are embedded in the prefabricated ultra-high performance concrete bridge deck. The shear connector is a channel steel or a square steel pipe or a circular steel pipe, the top of which is fixed to the bottom surface of the flat steel plate, and the bottom is fixed to the steel bridge deck.

6. The assembled steel-ultra-high performance concrete composite bridge deck structure with shear grooves according to claim 1 is characterized in that: The embedded connector is an arc-shaped steel plate, both ends of which are embedded in the prefabricated ultra-high performance concrete bridge deck. The shear connector is a circular steel pipe, the top of which is fitted and fixed to the bottom surface of the arc-shaped steel plate, and the bottom of which is fixed to the steel bridge deck.

7. The assembled steel-ultra-high performance concrete composite bridge deck structure with shear grooves according to claim 1 is characterized in that: The cross-sectional shape of the shear groove is an isosceles inverted trapezoid, and the side length of the embedded connecting piece along the longitudinal bridge direction is not greater than 1 / 2 of the side length of the short side corresponding to the shear groove.

8. The assembled steel-ultra-high performance concrete composite bridge deck structure with shear grooves according to claim 1, characterized in that: The thickness of the post-cast layer is between 10 and 30 mm.

9. The assembled steel-ultra-high performance concrete composite bridge deck structure with shear grooves according to claim 8, characterized in that: The pouring material of the post-casting layer is a fiber-free high-fluidity cement mortar, and the cement mortar is one of ultra-high performance mortar, self-compacting cement mortar, polymer-modified cement mortar or grouting material.

10. A construction method for an assembled steel-ultra-high performance concrete composite bridge deck structure with shear grooves, characterized in that: The construction of the bridge deck structure according to claims 1 to 9 comprises the following steps: Step 1: Factory formwork: Install the bottom formwork, four-side formwork and shear trough formwork of the ultra-high performance concrete bridge deck in sequence according to the inverted formwork method; Step 2: Arrange the steel bars and embedded connectors: Arrange the longitudinal and transverse steel bars and tie them into a steel mesh, locate and install the embedded connectors at the notch of the shear groove; Step 3: Concrete pouring and curing: pour the ultra-high performance concrete bridge deck, and roughen the exposed surface when the concrete is finally set, and then carry out high-temperature steam curing for no less than 48 hours; Step 4: Steel beam erection and construction: Weld shear connectors at the steel bridge deck positions corresponding to the shear grooves of the UHPCC bridge deck; Step 5: Prefabricated UHPC bridge deck hoisting and component assembly: hoist the prefabricated UHPC bridge deck and control the overlap of the embedded connectors at the notch and the top of the shear connector. At the same time, place a pad between the prefabricated UHPC bridge deck and the steel bridge deck to support and position the prefabricated UHPC bridge deck, and then establish the connection between the embedded connectors and the shear connectors by welding or riveting. Step 6: On-site formwork and pouring: After the post-pouring layer and cast-in-place strip formwork are made on-site, the post-pouring layer is poured along the groove and steam curing is implemented. The formwork is removed when the strength of the post-pouring mortar reaches 70% of the target value.

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