Fabricated steel-ultra-high performance concrete combined bridge deck structure with shear grooves

Abstract

The utility model discloses an assembly type steel-ultra-high performance concrete combined bridge deck structure with shear grooves, and relates to the technical field of bridge deck structures, the bridge deck structure comprises a lower layer steel bridge deck, an upper layer prefabricated ultra-high performance concrete bridge deck and shear connecting pieces, the prefabricated ultra-high performance concrete bridge deck is provided with the shear grooves, and the shear connecting pieces are connected with the shear grooves. An embedded connecting piece penetrates through a notch 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 utility model relates to bridge deck structure technical field especially relates to a kind of assembly type steel-ultra-high performance concrete composite bridge deck slab structure with shear slot. BACKGROUND

[0002] The bridge deck structure of highway steel bridge directly bears wheel load, and is one of the vulnerable parts of the bridge, mainly manifested as steel bridge deck slab cracking and steel bridge deck pavement damage. To solve the common diseases of steel bridge deck system and control the dead weight of the structure, the steel-ultra-high performance concrete (UHPC for short) composite bridge deck slab with small section height, high bearing capacity, large stiffness and good fatigue resistance has become a trend option of current steel bridge deck structure. The compressive strength of UHPC prepared according to the maximum density theory is usually not less than 120 MPa, and the axial tensile strength is not less than 8 MPa, which is a relatively ideal bridge deck material. However, UHPC has large early shrinkage, and it is difficult to maintain steam after large-area casting, and the concrete is prone to cracking after pouring, so it is difficult to fully exert the performance advantages of the material. Therefore, it is necessary to use the assembly type steel-UHPC composite bridge deck slab structure with good crack resistance and high construction efficiency, and the conventional method is to bond the high-quality precast concrete slab produced in the factory with the steel bridge deck slab through adhesive.

[0003] Compared with cast-in-place on-site hot maintenance treatment, factory precast hot maintenance can make UHPC shrink rapidly under unconstrained conditions, reduce volume deformation under constrained conditions, thereby significantly reducing the shrinkage cracking risk of precast concrete slab and steel bridge deck slab after assembly. At the same time, since the bonding layer plays a transition role, the connection between the concrete layer and the steel bridge deck slab will not cause stress concentration problem, which is beneficial to improve the fatigue resistance of the composite slab, so from the technical point of view, steel-UHPC composite bridge deck slab is suitable for precast assembly process. In addition, the components prepared in the factory are not restricted by external factors such as temperature and humidity, which can improve the production quality and efficiency of precast slab, and greatly reduce the on-site operation time and its negative impact on the surrounding environment. Therefore, the assembly type composite slab has great engineering application potential, and how to establish a stable and reliable structure connection between steel and concrete interface and ensure the cooperative deformation of precast concrete slab and steel bridge deck slab is a crucial problem.

[0004] The interface connection measures of the existing assembled composite slab mainly include epoxy bonding and cement-based material bonding. Since the flowability of the epoxy resin is low and the cost is high, the uniformity and the paving thickness of the epoxy layer cannot be guaranteed in actual application, and it is difficult to meet the leveling requirements of the steel-concrete interface. Moreover, the fatigue characteristics and the durability of the epoxy layer in extreme environments are not fully clear, and it cannot be well supported to be applied to the construction of the composite bridge deck system. The flowability of the cement-based material, such as the grouting material, is relatively good, but the bonding force of the material is poor, and the stress of the steel bridge deck plate and the concrete plate cannot be guaranteed. Therefore, the two kinds of steel-concrete interface bonding methods have technical defects. In addition, the method of connecting the prefabricated steel-concrete interface through welding nails and bolts has the problems of multiple welding and bolting points and inconvenient construction, and it is also difficult to meet the engineering application requirements of the assembled composite slab. Practical new type content

[0005] In order to solve the above problems, the utility model provides a kind of assembled steel-ultra high performance concrete composite bridge deck plate structure with shear slot, and the overall performance is good, the crack resistance is excellent, and the stress is reasonable, which can effectively solve the interface connection problem of prefabricated ultra high performance concrete bridge deck plate and steel bridge deck plate, and improve the bearing capacity and service life of composite bridge deck system.

[0006] The utility model is realized by the following technical schemes.

[0007] The utility model provides a kind of assembled steel-ultra high performance concrete composite bridge deck plate structure with shear slot, including lower steel bridge deck plate, upper layer prefabricated ultra high performance concrete bridge deck plate and shear connecting piece, the prefabricated ultra high performance concrete bridge deck plate is opened with shear slot, and its characterized in that: the slot mouth of shear slot is transversed with embedded connecting piece in horizontal bridge direction, two ends of embedded connecting piece are embedded in prefabricated ultra high performance concrete bridge deck plate, and the top of shear connecting piece is overlapped and fixed with embedded connecting piece, and its bottom is fixed with steel bridge deck plate, and post-poured layer is arranged between prefabricated ultra high performance concrete bridge deck plate and steel bridge deck plate.

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

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

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

[0011] Further, the embedded connecting piece is an arc-shaped steel plate embedded in the prefabricated ultra-high performance concrete bridge deck slab at both ends, and the shear connecting piece is a circular steel pipe, the top of which is fixedly attached to the bottom surface of the arc-shaped steel plate, and the bottom is fixed to the steel bridge deck slab.

[0012] Further, the embedded connecting piece is an arc-shaped steel plate embedded in the prefabricated ultra-high performance concrete bridge deck slab at both ends, and the shear connecting piece is a circular steel pipe, the top of which is fixedly attached to the bottom surface of the arc-shaped steel plate, and the bottom is fixed to the steel bridge deck slab.

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

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

[0015] The beneficial effects of the present application are:

[0016] The prefabricated steel-ultra-high performance concrete composite bridge deck slab structure with shear grooves has the advantages that the embedded connecting piece is embedded in the shear groove opening of the prefabricated ultra-high performance concrete bridge deck slab, and then the embedded connecting piece and the shear connecting piece welded to the steel bridge deck slab are fixedly overlapped, thereby playing a mechanical connecting role of the prefabricated ultra-high performance concrete bridge deck slab and the steel bridge deck slab, and the post-cast layer is arranged between the prefabricated ultra-high performance concrete bridge deck slab and the steel bridge deck slab, and the lower edge plate of the embedded connecting piece extends to the post-cast layer, thereby enhancing the connectivity and integrity of the prefabricated ultra-high performance concrete bridge deck slab and the post-cast layer.

[0017] The prefabricated steel-ultra-high performance concrete composite bridge deck slab structure with shear grooves has the advantages that the prefabricated steel-ultra-high performance concrete composite bridge deck slab structure has good integrity, excellent crack resistance, and reasonable stress distribution, can effectively solve the interface connection problem of the prefabricated ultra-high performance concrete bridge deck slab and the steel bridge deck slab, 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 DRAWINGS

[0018] Figure 1 The present application is a composite bridge deck slab overall structure;

[0019] Figure 2 The present application is a prefabricated ultra-high performance concrete bridge deck slab top view of embodiment 1;

[0020] Figure 3 The present application is a prefabricated ultra-high performance concrete bridge deck slab bottom view of embodiment 1;

[0021] Figure 4 The rectangular steel frame structure diagram embedded for the embodiment 1 of the utility model;

[0022] Figure 5 The prefabricated ultra-high performance concrete bridge deck panel and steel bridge deck panel assembly diagram 1 of the embodiment 1 of the utility model is shown in figure 1;

[0023] Figure 6 The Figure 5 The local enlarged view of A in the middle;

[0024] Figure 7 The prefabricated ultra-high performance concrete bridge deck panel and steel bridge deck panel assembly diagram 2 of the embodiment 1 of the utility model is shown in figure 2;

[0025] Figure 8 The rectangular steel pipe and channel steel nesting step schematic diagram of the embodiment 1 of the utility model is shown in figure 1;

[0026] Figure 9 The bridge deck structure diagram before the post-cast layer implementation of the utility model is shown in figure 1;

[0027] Figure 10 The Figure 9 The local enlarged view of B in the middle;

[0028] Figure 11 The prefabricated ultra-high performance concrete bridge deck panel bottom view in the embodiment 2 of the utility model is shown in figure 1;

[0029] Figure 12 The prefabricated ultra-high performance concrete bridge deck panel top view in the embodiment 3 of the utility model is shown in figure 1;

[0030] Figure 13 The prefabricated ultra-high performance concrete bridge deck panel bottom view in the embodiment 3 of the utility model is shown in figure 1;

[0031] Figure 14 The flat steel plate and square steel pipe lap joint diagram in the embodiment 4 of the utility model is shown in figure 1;

[0032] Figure 15 The flat steel plate and square steel pipe lap joint diagram in the embodiment 5 of the utility model is shown in figure 1;

[0033] Figure 16 The arc-shaped steel plate and round steel lap joint diagram in the embodiment 6 of the utility model is shown in figure 1.

[0034] In the diagram: 1. Steel bridge deck; 2. Precast ultra-high performance concrete bridge deck; 3. Shear groove; 4. Embedded connectors: 4-1. Top flange plate; 4-2. Bottom flange plate; 4-3. Side plate; 5. Shear connectors; 5-1. Upper flange; 5-2. Lower flange; 6. Post-cast layer; 7. Cast-in-place strip; 8. Reinforcing bars: 8-1. Longitudinal reinforcing bars; 8-2. Transverse reinforcing bars; 9. Spacers; 10. Welding studs; 11. Flat steel plate; 12. Square steel pipe; 13. Circular steel pipe; 14. Curved steel plate. Detailed Implementation

[0035] The following description further explains the structures involved in this utility model and the technical terms used therein. These descriptions are merely illustrative of how this utility model is implemented and do not constitute any limitation on this utility model.

[0036] In the description of this utility model, it should be understood that the terms "upper," "lower," "front," "rear," "left," and "right," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing this utility model and simplifying the description, and do not indicate or imply that the indicated position or element must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations of this utility model. Furthermore, the terms "first," "second," etc., are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0037] In the description of this utility model, unless otherwise explicitly specified and limited, terms such as "connection" and "fixation" should be interpreted broadly. For example, "fixation" can mean a fixed connection, a detachable connection, or an integral part; it can mean a direct connection or an indirect connection through an intermediate medium; it can mean the internal communication of two components or the interaction between two components, unless otherwise explicitly limited. Those skilled in the art can understand the specific meaning of the above terms in this utility model according to the specific circumstances.

[0038] Example 1

[0039] like Figures 1-10 As shown in the figure, this embodiment introduces a prefabricated 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 shear connectors 5. The prefabricated ultra-high performance concrete bridge deck 2 has shear grooves 3, and embedded connectors 4 are transversely inserted into the grooves of the shear grooves 3. Both ends of the embedded connectors 4 are embedded in the prefabricated ultra-high performance concrete bridge deck 2. The top of the shear connectors 5 overlaps and is fixed with the embedded connectors 4, and its bottom is fixed with the steel bridge deck 1. A post-cast layer 6 is provided between the prefabricated ultra-high performance concrete bridge deck 2 and the steel bridge deck 1.

[0040] The prefabricated ultra-high performance concrete bridge deck slab 2 is made of ultra-high performance concrete and fiber material, 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.

[0041] As shown in Figure 8 The embedded connecting piece 4 is a rectangular steel frame composed of a top edge plate 4-1, a bottom edge plate 4-2 and two side plates 4-3, and the shear connecting piece 5 is a channel steel. The two side plates 4-3 are embedded in the prefabricated ultra-high performance concrete bridge deck slab 2, the upper flange 5-1 of the channel steel 5 penetrates through the rectangular steel frame 4 and is fixed with the inner wall of the top edge plate 4-1 of the rectangular steel frame 4, and the lower flange 5-2 is welded and fixed with the steel bridge deck slab 1.

[0042] As shown in Figure 8 The height difference between the upper flange 5-1 and the lower flange 5-2 of the shear connecting piece 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 connecting piece 4.

[0043] The top edge plate 4-1 is lower than the prefabricated ultra-high performance concrete bridge deck slab 2, and the distance from the upper surface of the prefabricated ultra-high performance concrete bridge deck slab 2 is not less than 10 mm, and the bottom edge plate is exposed to the prefabricated ultra-high performance concrete bridge deck slab 2, and the distance from the lower surface of the prefabricated ultra-high performance concrete bridge deck slab 2 is not less than 10 mm.

[0044] The bottom edge plate 4-2 extends out of the prefabricated ultra-high performance concrete bridge deck slab 2 to more than half the thickness of the post-cast layer 6.

[0045] The cross-sectional shape of the shear groove 3 is an isosceles inverted trapezoid, the short side length is not less than 1 / 20 of the corresponding side length of the prefabricated ultra-high performance concrete bridge deck slab 2, and not less than 5 cm. The length of the embedded connecting piece 4 in the longitudinal bridge direction is not greater than 1 / 2 of the corresponding short side length of the shear groove 3.

[0046] The thickness of the post-cast layer 6 is between 10-30 mm.

[0047] The pouring material of the post-cast layer 6 is a high-fluidity cement mortar without fiber, and the cement mortar is one of ultra-high performance mortar, self-compacting cement mortar, polymer modified cement mortar or grouting material.

[0048] As shown in Figure 1 The cast-in-place strip 7 is arranged between adjacent prefabricated ultra-high performance concrete bridge deck slabs 2, and the width of the cast-in-place strip 2 is not less than 200 mm.

[0049] The embodiment introduces a construction method of the above-mentioned assembled steel-ultra-high performance concrete composite bridge deck slab structure with shear grooves, including the following steps:

[0050] Step 1: Factory formwork: install the bottom form, four edge formwork and shear channel formwork of the ultra-high performance concrete bridge deck 2 in sequence according to the inverted form method;

[0051] Step 2: Arrangement of reinforcement and pre-embedded connectors 4: arrange longitudinal reinforcement 8-1, transverse reinforcement 8-2 and tie them into a reinforcement mesh, position and install the rectangular steel frame 4 at the slot opening position of the shear channel 3;

[0052] Step 3: Concrete pouring and curing: pour the ultra-high performance concrete bridge deck, and perform roughening treatment on the exposed surface of the concrete when it is final setting, and then perform high-temperature steam curing for not less than 48 hours;

[0053] Step 4: Steel beam erection and construction: weld the channel steel 5 at the position corresponding to the shear channel 3 of the ultra-high performance concrete bridge deck on the steel bridge deck 2;

[0054] Step 5: Hoisting of precast ultra-high performance concrete bridge deck and assembly of components: hoist the precast ultra-high performance concrete bridge deck 2 and control the rectangular steel frame 4 at the slot opening to be sleeved into the channel steel 5, so that the inner wall of the top edge plate 4-1 of the rectangular steel frame 4 is overlapped with the upper flange 5-1 of the channel steel 5, at the same time, put the cushion block 9 between the precast ultra-high performance concrete bridge deck 2 and the steel bridge deck 1 to support and position the precast 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;

[0055] Step 6: On-site formwork and pouring: after the post-cast layer and cast-in-place strip formwork are made on site, pour the post-cast layer 6 along the slot opening of the shear channel 3 and implement steam curing, and then remove the formwork when the strength of the post-cast mortar reaches 70% of the target value; weld the weld studs 10 at the position of the cast-in-place strip 7, and then pour the precast ultra-high performance concrete bridge deck 2 wet joint and cure the joint concrete to the target strength.

[0056] Example 2

[0057] As Figure 11As shown, the difference from Example 1 is that the thickness of the post-cast layer 6 in this example is larger, not less than 30mm and not exceeding 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 better, 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 template for the post-cast layer 6 required in step 6 of Example 1 is eliminated. In addition, when the precast ultra-high performance concrete bridge deck 2 is made according to the requirements of step 2 of Example 1, the rectangular steel frame 4 is regarded as a hoop. Longitudinal steel bars 8-1 are placed inside the hoop, and transverse steel bars 8-2 are placed on the longitudinal steel bars 8-1. The reinforcement skeleton of the post-cast layer 6 is tied to ensure the integrity and load-bearing performance of the post-cast concrete layer and the precast concrete layer. Then, the interface connection construction of the precast composite slab is carried out according to steps 3 to 5 of Example 1. At step 6, the post-cast layer 6 and the cast-in-place strip 7 are poured in a unified manner to complete the construction of the prefabricated composite bridge deck system.

[0058] Example 3

[0059] like Figures 12-13 As shown, the difference from Example 1 is that the thickness of the post-cast layer 6 in this example is smaller, not more than 10mm, which is difficult to accommodate the rectangular steel frame. Therefore, the rectangular steel frame 4 is replaced with a flat steel plate 11. Then, the construction steps in Example 1 are used to install the combined bridge deck. When performing implementation 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. The remaining implementation steps remain unchanged.

[0060] Example 4

[0061] like Figure 14 As shown, the difference from Embodiment 3 is that the shear connector in this embodiment is replaced by a square steel pipe 12.

[0062] Example 5

[0063] like Figure 15 As shown, the difference from Embodiment 3 is that the shear connector in this embodiment is replaced by a circular steel pipe 13.

[0064] Example 6

[0065] like Figure 16 As shown, the difference from Embodiment 5 is that in this embodiment, the flat steel plate 11 is replaced with an arc-shaped steel plate 14. Under certain conditions, the connection between the concrete flat steel plate 11 and the curved surface of the circular steel pipe 13 is inconvenient to operate. In order to improve the convenience of construction and increase the efficiency of assembly operations, the flat steel plate 11 is replaced with an arc-shaped steel plate 14 that matches the size of the circular steel pipe 13, thus optimizing the connection method between the two.

[0066] The above merely describes preferred embodiments of the present application and is not intended to limit the present application. Although the present application has been described in detail with reference to the foregoing embodiments, those skilled in the art will appreciate that the technical solutions recorded in the foregoing embodiments can be modified, or some technical features thereof can be replaced equivalently, and any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. A fabricated steel-ultra high performance concrete composite deck slab structure with shear slots, comprising a lower steel deck slab, an upper precast ultra high performance concrete deck slab and shear connectors, the precast ultra high performance concrete deck slab is provided with shear slots, characterized in that: The pre-buried connecting piece is embedded in the notch of the shear slot, two ends of the pre-buried connecting piece are embedded in the prefabricated ultra-high performance concrete bridge deck, the top of the shear connecting piece is overlapped and fixed with the pre-buried connecting piece, and the bottom is fixed with the steel bridge deck, and a post-poured layer is arranged between the prefabricated ultra-high performance concrete bridge deck and the steel bridge deck.

2. The field-assembled steel-ultra high-performance concrete composite deck slab structure with shear slots of claim 1, wherein: The pre-buried connecting piece is a rectangular steel frame composed of a top edge plate, a bottom edge plate and two side plates, the shear connecting piece 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 with the inner wall of the top edge plate of the rectangular steel frame, and the lower flange is fixed with the steel bridge deck.

3. The shear key assembled steel-ultra high performance concrete composite bridge deck structure according to claim 2, wherein: The top edge plate is lower than the prefabricated ultra-high performance concrete bridge deck, and the distance from the upper surface of the prefabricated ultra-high performance concrete bridge deck is not less than 10mm, and the bottom edge plate is exposed from the prefabricated ultra-high performance concrete bridge deck, and the distance from the lower surface of the prefabricated ultra-high performance concrete bridge deck is not less than 10mm.

4. The shear key assembled steel-ultra high performance concrete composite bridge deck structure according to claim 3, wherein: 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-poured layer.

5. The field-assembled steel-ultra high-performance concrete composite deck slab structure with shear slots of claim 1, wherein: The pre-buried connecting piece is a flat steel plate embedded in the prefabricated ultra-high performance concrete bridge deck at both ends, and the shear connecting piece 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 with the bottom surface of the flat steel plate, and the bottom is fixed with the steel bridge deck.

6. The field-assembled steel-ultra high-performance concrete composite deck slab structure with shear slots of claim 1, wherein: The pre-buried connecting piece is an arc-shaped steel plate embedded in the prefabricated ultra-high performance concrete bridge deck at both ends, and the shear connecting piece is a circular steel pipe, the top of the circular steel pipe is fixed with the bottom surface of the arc-shaped steel plate, and the bottom is fixed with the steel bridge deck.

7. The field-assembled steel-ultra high-performance concrete composite deck slab structure with shear slots of claim 1, wherein: The cross-sectional shape of the shear slot is isosceles inverted trapezoidal, and the length of the pre-buried connecting piece along the longitudinal direction is not greater than 1 / 2 of the corresponding short side length of the shear slot.

8. The field-assembled steel-ultra high-performance concrete composite deck slab structure with shear slots of claim 1, wherein: The thickness of the post-poured layer is between 10-30mm.

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