Corrugated steel longitudinal rib-precast lightweight UHPC thin plate composite deck

Abstract

The utility model discloses a corrugated steel longitudinal rib - prefabricated light UHPC thin plate combined bridge deck belongs to combined bridge deck technical field, it includes: base component and connecting component, base component includes the prefabricated light UHPC thin plate of setting from top to bottom in proper order, steel roof and corrugated steel plate stiffener, the section of corrugated steel plate stiffener is U, and multiple corrugated steel plate stiffeners are along the longitudinal coaxial setting of bridge face, and the fixed connection between along the longitudinal adjacent corrugated steel plate stiffener of bridge face, connecting component includes the embedded part and fastener of embedding in light UHPC thin plate, and fastener passes through the edge of corrugated steel plate stiffener and steel roof and embedded part connection in proper order. The utility model can effectively avoid the defect and residual stress problem caused by field welding, makes combined bridge deck construction convenient, and structural reliability is high, and long -term service performance is stable.

Description

Technical Field

[0001] This utility model relates to the field of composite bridge deck technology, and in particular to a composite bridge deck of corrugated steel longitudinal ribs and prefabricated lightweight UHPC thin plates. Background Technology

[0002] Corrugated steel plate reinforced concrete composite bridge deck is a novel bridge deck system characterized by a multi-material collaborative working mechanism. Specifically, this system uses corrugated steel plates as a base, which are combined with a superstructure of reinforced concrete through periodically distributed shear connectors. The corrugated steel plates significantly enhance out-of-plane stiffness due to their unique geometric wrinkling effect, effectively bearing the function of bending moment and shear force transmission; the superstructure of reinforced concrete provides the necessary compressive stiffness and disperses the localized concentrated load effect generated by vehicle wheel loads; the built-in steel mesh inhibits the propagation of cracks during concrete shrinkage through a two-way reinforcement mechanism, thus forming a composite structure with both high load-bearing capacity and high durability.

[0003] However, due to the extremely complex structural details of this composite bridge deck, there are numerous intersecting connection points and dense welds among the various components. In actual engineering implementation, weld quality control faces severe challenges. The welding process is prone to generating initial defects such as porosity, slag inclusions, and lack of fusion, which are difficult to completely eliminate using conventional testing methods. Simultaneously, the welding process inevitably introduces significant residual stress. The superposition of these initial defects and residual stress can lead to microcracks appearing in the structure during the early stages of service, thereby accelerating fatigue damage accumulation and seriously threatening the overall safety and service life of the bridge. Utility Model Content

[0004] In view of this, it is necessary to provide a composite bridge deck of corrugated steel longitudinal ribs and prefabricated lightweight UHPC thin plates to solve the problem that the uncontrollability of existing welding processes makes it easy for micro-cracks and stress concentration to occur in the weld area, thereby weakening the overall stability and long-term durability of the structure.

[0005] This utility model provides a corrugated steel longitudinal rib-prefabricated lightweight UHPC thin plate composite bridge deck, comprising: The basic component includes a prefabricated lightweight UHPC sheet, a steel top plate, and corrugated steel stiffeners arranged sequentially from top to bottom. The corrugated steel stiffeners have a U-shaped cross section and multiple corrugated steel stiffeners are coaxially arranged along the longitudinal direction of the bridge deck. Adjacent corrugated steel stiffeners along the longitudinal direction of the bridge deck are fixedly connected. The connecting assembly includes an embedded part and a fastener embedded in the prefabricated lightweight UHPC sheet. The fastener passes through the edge of the corrugated steel plate stiffening rib and the steel top plate in sequence and is connected to the embedded part.

[0006] Furthermore, the middle part of the corrugated steel plate stiffening rib protrudes to form a crest, and the two side edges of the corrugated steel plate stiffening rib form a nodal part that is connected to the fastener.

[0007] Furthermore, the crest portion includes a horizontal segment in the middle and inclined segments on both sides, with the two ends of the horizontal segment being integrally connected to the two inclined segments respectively, and the inclined segments being integrally connected to the nodal portion.

[0008] Furthermore, the tangent of the angle between the inclined segment and the horizontal segment is 1-2.

[0009] Furthermore, an arc segment is provided between the inclined segment and the horizontal segment, and the ratio of the radius of the arc segment to the thickness of the corrugated steel plate stiffening rib is 1:6-1:4.

[0010] Furthermore, the basic component also includes a transverse diaphragm, which is perpendicular to the steel top plate and fixedly connected to the steel top plate. The two sides of the transverse diaphragm are respectively fixedly connected to two corrugated steel plate stiffening ribs arranged longitudinally along the bridge deck.

[0011] Furthermore, the ends of the plurality of corrugated steel plate stiffening ribs located on one side of the transverse diaphragm are respectively fixedly connected to the transverse diaphragm; the ratio of the height of the corrugated steel plate stiffening ribs to the height of the transverse diaphragm is 0.2-0.5.

[0012] Furthermore, multiple sets of coaxially arranged corrugated steel plate stiffeners are arranged in a transverse array along the bridge deck, and the corrugated sections of two adjacent corrugated steel plate stiffeners along the transverse direction of the bridge deck abut against each other.

[0013] Furthermore, the embedded part is an embedded sleeve, the fastener is a fastening bolt, and the fastener is screwed to the embedded part via the corrugated steel plate stiffening rib and the steel top plate.

[0014] Furthermore, multiple prefabricated lightweight UHPC thin plates are spliced ​​together to form an integral structure connected to the steel roof plate.

[0015] Compared with the prior art, the beneficial effects of this utility model are as follows: (1) The present invention relates to a corrugated steel longitudinal rib-prefabricated lightweight UHPC thin plate composite bridge deck, which is provided with a foundation component. The foundation component consists of a prefabricated lightweight UHPC thin plate, a steel top plate, and corrugated steel plate stiffening ribs arranged sequentially from top to bottom. The prefabricated lightweight UHPC thin plate is manufactured in advance in the factory, thereby effectively reducing the risk of shrinkage cracks during on-site concrete pouring and reducing the self-weight of the structure. The steel top plate is set as an intermediate transition layer, providing a flat connection interface to ensure coordinated stress distribution between the upper thin plate and the lower stiffening rib. The corrugated steel plate stiffening rib adopts a U-shaped cross-section design. Based on the principle of geometric wrinkling effect, the out-of-plane stiffness of the corrugated steel plate stiffening rib is enhanced to efficiently transfer bending moment and shear force. Multiple corrugated steel plate stiffening ribs are arranged coaxially along the longitudinal direction of the bridge deck, and adjacent corrugated steel plate stiffening ribs are fixedly connected. Multiple corrugated steel plate stiffening ribs form a whole, which can further improve the overall bending moment and shear force resistance of the bridge deck.

[0016] (2) A corrugated steel longitudinal rib-prefabricated lightweight UHPC thin plate composite bridge deck of the present invention is provided with a connecting component. The connecting component includes an embedded part and a fastener embedded in the lightweight UHPC thin plate. The fastener passes through the edge of the corrugated steel stiffening rib and the steel top plate in sequence and is connected to the embedded part. By adopting a purely mechanical connection method, the welding process is completely eliminated, and the firmness and inspectability of the connection point are guaranteed. Attached Figure Description

[0017] The accompanying drawings, which are included to provide a further understanding of the present invention and form part of this application, illustrate exemplary embodiments of the present invention and, together with the description thereof, serve to explain the present invention and do not constitute an undue limitation thereof. In the drawings: Figure 1 This is a schematic diagram of the overall structure of the present invention. Figure 1 ; Figure 2 This is a schematic diagram of the overall structure of the present invention. Figure 2 ; Figure 3 This is a schematic diagram of the overall structure of the present invention. Figure 3 ; Figure 4 This is a schematic diagram of the overall structure of the present invention. Figure 4 .

[0018] In the diagram, 100 is the base component; 110 is the prefabricated lightweight UHPC sheet; 120 is the steel roof plate; 130 is the corrugated steel stiffener; 131 is the crest; 131a is the horizontal section; 131b is the inclined section; 131c is the arc section; 132 is the nodal section; and 140 is the diaphragm. 200. Connecting component; 210. Embedded part; 220. Fastener. Detailed Implementation

[0019] The preferred embodiments of the present invention will now be described in detail with reference to the accompanying drawings, which constitute a part of this application and are used together with the embodiments of the present invention to illustrate the principles of the present invention, but are not intended to limit the scope of the present invention.

[0020] This embodiment describes a composite bridge deck consisting of corrugated steel longitudinal ribs and prefabricated lightweight UHPC thin plates 110, which relates to the field of composite bridge deck technology. By adopting a modular composite structure of prefabricated lightweight UHPC thin plates 110 and corrugated steel plate stiffening ribs 130, and using fasteners 220 to replace the traditional dense welding process, the defects and residual stress problems caused by on-site welding are effectively avoided. This makes the composite bridge deck easy to construct, has high structural reliability, and stable long-term service performance.

[0021] Please see Figures 1 to 4 The bridge deck of the present embodiment, which is a combination of corrugated steel longitudinal ribs and prefabricated lightweight UHPC thin plate 110, includes a base component 100 and a connecting component 200. The base components 100 can be combined with each other, and the connecting component 200 can connect and fix the combined base components 100.

[0022] The basic component 100 consists of a prefabricated lightweight UHPC sheet 110, a steel top plate 120, and corrugated steel stiffeners 130 arranged sequentially from top to bottom. The prefabricated lightweight UHPC sheet 110 is manufactured in the factory, effectively reducing the risk of shrinkage cracks during on-site concrete pouring and also reducing the structure's self-weight. The steel top plate 120 serves as an intermediate transition layer, providing a smooth connection interface to ensure coordinated stress distribution between the upper sheet and the lower stiffeners. The corrugated steel stiffeners 130 employ a U-shaped cross-section design, and based on the principle of geometric wrinkling effect, their out-of-plane stiffness is enhanced to efficiently transfer bending moment and shear force. Multiple corrugated steel stiffeners 130 are coaxially arranged along the longitudinal direction of the bridge deck, and adjacent corrugated steel stiffeners 130 are fixedly connected, forming a unified structure that further improves the overall bending moment and shear force resistance of the bridge deck.

[0023] The connecting component 200 includes an embedded part 210 and a fastener 220 embedded in a lightweight UHPC thin plate. The fastener 220 passes through the edge of the corrugated steel plate stiffening rib 130 and the steel top plate 120 in sequence and is connected to the embedded part 210. By adopting a purely mechanical connection method, the welding process is completely eliminated, and the firmness and inspectability of the connection point are guaranteed.

[0024] In some embodiments, please refer to Figure 2The corrugated steel plate stiffening rib 130 has a relatively prominent central part forming a crest 131, and the two side edges of the corrugated steel plate stiffening rib 130 form a nodal part 132 that connects to the fastener 220. Through the geometric protrusion of the crest 131, the bending moment is effectively dispersed when the corrugated steel plate stiffening rib 130 is subjected to longitudinal load, and the abnormal stress accumulation in the overall structure is suppressed. At the same time, the concave contour feature of the nodal part 132 ensures that the fastener 220 achieves a smooth transition with the edge during insertion, forming a uniform contact interface, significantly reducing the stress peak at the connection point, thereby eliminating the risk of crack initiation caused by the sharp edge of the traditional U-shaped section, and strengthening the fatigue resistance of the stiffening rib itself.

[0025] In the specific implementation process, the crest 131 is the relatively protruding structural area in the middle of the corrugated steel plate stiffening rib 130. It can be realized by adopting a continuous arc-shaped protrusion or a segmented stepped platform structure. The purpose is to disperse the bending moment distribution under longitudinal load and avoid excessive deformation in the middle area due to insufficient stiffness. The nodal 132 is the recessed connection area formed by the two sides of the corrugated steel plate stiffening rib 130. It can be realized by adopting a smoothly transitioned U-shaped groove or a right-angle transitioned recessed structure. The purpose is to provide the fastener 220 with a precise positioning space and a uniform contact interface, and reduce the risk of stress concentration during the connection process. The specific implementation of the scheme in this application is as follows: the crest part 131 has a continuous arc-shaped convex shape, the nodal part 132 forms a smooth U-shaped concave contour, and the fastener 220 passes through the edge of the nodal part 132 of the corrugated steel plate stiffening rib 130 and the steel top plate 120 and the embedded part 210 in sequence to achieve reliable fixation of the corrugated steel plate stiffening rib 130 and the upper structure.

[0026] It should be noted that the nodal section 132 is the lowest relatively horizontal region compared to the crest section 131.

[0027] In some embodiments, please continue reading Figure 2 The wave crest section 131 includes a horizontal section 131a in the middle and inclined sections 131b on both sides. The two ends of the horizontal section 131a are integrally connected to the two inclined sections 131b, and the inclined sections 131b are integrally connected to the wave node section 132. The integral connection of the horizontal section 131a and the inclined sections 131b allows the horizontal section 131a to act as a stable load-bearing platform to evenly distribute the upper load, while the inclined sections 131b provide a smooth transition path to avoid stress concentration. Furthermore, the integral connection of the horizontal section 131a and the inclined sections 131b, and the inclined sections 131b and the wave node section 132, forms a continuous whole, eliminating the defects and residual stress that may occur with traditional welded connections. This reduces the risk of stress concentration and fatigue damage under dynamic loads, improving the overall safety and long-term service performance of the bridge deck structure.

[0028] In the specific implementation process, the horizontal segment 131a is the flat part in the middle of the crest 131, which can be implemented using a straight section or a slightly curved surface. Its purpose is to provide a stable load-bearing platform and evenly distribute the upper load. The inclined segment 131b can be understood as the transition area on both sides of the crest 131, which can be implemented using a straight inclined surface or a curved transition. Its purpose is to provide a smooth transition path and avoid stress concentration when the load changes abruptly. The horizontal segment 131a and the inclined segment 131b, and the inclined segment 131b and the corrugated section 132 are formed into a continuous structure through an integral molding process without additional welding. The purpose is to eliminate potential weld defect sources in the connection area and ensure that the structure maintains mechanical continuity under stress.

[0029] The corrugated steel plate stiffening rib 130 can be integrally formed by cold-rolled steel plate through continuous cold bending process. The horizontal section 131a of the crest part 131 remains horizontal, and the inclined section 131b transitions to the corrugated section 132 at a gentle angle. All parts are seamlessly connected and no welding operation is required.

[0030] As a further implementation, the tangent of the angle between the inclined segment 131b and the horizontal segment 131a is 1-2. By limiting the tangent of the angle between the inclined segment 131b and the horizontal segment 131a to the range of 1 to 2, the stress of the corrugated steel plate stiffening rib 130 is evenly distributed along the geometric contour when bearing vehicle wheel loads. When the tangent is less than 1, the angle is too gentle, causing stress to concentrate near the corrugation 132; when the tangent is greater than 2, the angle is too steep, weakening the overall stiffness of the structure. Furthermore, the tangent is preferably set to 1.5, which further optimizes the transition shape between the inclined segment 131b and the horizontal segment 131a, allowing stress flow to be smoothly transmitted in the connection area, thereby reducing the risk of stress abrupt change in the weld area.

[0031] In the specific implementation process, the tangent value of the angle between the inclined segment 131b and the horizontal segment 131a is the tangent function value of the geometric angle. It can be achieved by precisely controlling the angle through mold angle design or CNC cutting process during the forming process of the corrugated steel plate stiffening rib 130. The setting of the tangent value range avoids the reliance on additional transition structures. Its purpose is to ensure that the corrugated steel plate forms a continuous stress transmission path under load, effectively suppressing the generation of local stress peaks.

[0032] When manufacturing the corrugated steel plate stiffening rib 130, the forming angle of the stamping die is adjusted to make the included angle between the inclined section 131b and the horizontal section 131a form a smooth transition; for example, the steel plate is processed by a high-precision CNC cutting equipment to ensure that the tangent value of the included angle is stable within the preferred range, while ensuring the geometric continuity between the crest part 131 and the nodal part 132.

[0033] In some embodiments, please continue reading Figure 2 An arc segment 131c is provided between the inclined segment 131b and the horizontal segment 131a. The arc segment 131c can achieve a smooth transition at the connection, change the stress distribution path, and enable the stress to be evenly distributed. It avoids high stress concentration at sharp corners, thereby effectively reducing the risk of fatigue cracking of the structure under dynamic load.

[0034] In practical implementation, the arc segment 131c is a smooth transition area set between the inclined segment 131b and the horizontal segment 131a. It can be implemented using a continuously curved metal plate structure, with the aim of eliminating sharp corners and reducing stress concentration. The ratio of radius to thickness can be understood as the ratio of the radius of curvature of the arc segment 131c to the thickness of the corrugated steel stiffener material, which can be set in the range of 1:6 to 1:4. Specifically, it can be achieved through mold forming or machining, with the aim of ensuring that the transition area can effectively disperse stress without excessively weakening the structural stiffness. As the optimal implementation method, the ratio of the radius of the arc segment 131c to the thickness of the corrugated steel stiffener is 1:5, which can maintain a balance between stress dispersion and structural stiffness.

[0035] In some embodiments, please refer to Figures 2 to 4 The basic component 100 also includes a transverse diaphragm 140, which is perpendicular to and fixedly connected to the steel top plate 120. Both sides of the transverse diaphragm 140 are fixedly connected to two corrugated steel plate stiffeners 130 arranged longitudinally along the bridge deck. By vertically anchoring the transverse diaphragm 140 to the steel top plate 120, the lateral load can be directly transferred to the support system, avoiding local concentration. Simultaneously, the transverse diaphragm 140 bridges adjacent corrugated steel plate stiffeners 130, forming a lateral constraint mechanism. This allows the longitudinal units of the structure to work collaboratively under stress, not only improving the overall torsional stiffness but also evenly dispersing lateral deformation energy, thereby effectively reducing the stress peak at the root weld of the corrugated steel plate stiffeners 130.

[0036] In practical implementation, the diaphragm 140 is a lateral support component, which can be made of steel plate, steel section, or composite section to provide lateral stiffness and stability. The diaphragm 140 is positioned perpendicular to the steel top plate 120, meaning its plane is perpendicular to the plane of the steel top plate 120. This can be achieved through vertical welding or bolt connection, aiming to efficiently transfer lateral loads on the bridge deck. The diaphragm 140 forms a rigid connection through welding, high-strength bolts, or riveting to ensure the continuity of force flow between interfaces and reduce stress abrupt changes. The two sides of the diaphragm 140 are fixedly connected to the corrugated steel plate stiffeners 130, with each end of the diaphragm 140 fixed to the sidewall of the adjacent corrugated steel plate stiffener 130. This can be achieved using fillet welds or connecting plates, forming a lateral constraint network that mutually restrains multiple longitudinal units, improving the overall stability and safety of the bridge deck structure under lateral loads.

[0037] In some embodiments, please refer to Figure 3 and Figure 4 The ends of multiple corrugated steel plate stiffening ribs 130 located on one side of the diaphragm 140 are fixedly connected to the diaphragm 140, which promotes the uniformity of load distribution in the connection area, effectively alleviates the phenomenon of local stress concentration, ensures the quality of weld connection, significantly reduces the risk of initial defects and residual stress accumulation, and thus improves the overall safety and service durability of the bridge deck structure.

[0038] In the specific implementation process, the two ends of the corrugated steel plate stiffener 130 can be fixedly connected to the transverse diaphragm 140 by welding or high-strength bolt connection. The purpose is to replace the local single-point connection with a multi-point anchoring mechanism, thereby distributing the transverse load to multiple stiffener units. The ratio of the height of the corrugated steel plate stiffener 130 to the height of the transverse diaphragm 140 is the ratio of their geometric dimensions, which can be set in the range of 0.2 to 0.5. The purpose is to match the stiffness of the transverse diaphragm 140 with the deformation requirements of the stiffener according to the structural mechanical characteristics, so as to avoid stress mutation caused by excessive stiffness or deformation aggravated by excessive stiffness.

[0039] In a preferred embodiment, the open ends of the transverse diaphragm 140 and the multiple corrugated steel plate stiffening ribs 130 arranged longitudinally along the bridge deck are fixedly connected by full penetration welding; the ratio of the height of the corrugated steel plate stiffening ribs 130 to the height of the transverse diaphragm 140 is preferably 0.35, so as to further balance the stress transmission path.

[0040] In some embodiments, multiple sets of coaxially arranged corrugated steel plate stiffeners 130 are arranged in a transverse array along the bridge deck. The corrugated portions 132 of two adjacent corrugated steel plate stiffeners 130 abut against each other, achieving direct surface contact between adjacent stiffeners. The corrugated portions 132, as the connection parts of the fasteners 220, have a relatively flat geometry. When they abut against each other, they can effectively disperse shear force and pressure, avoiding the introduction of new welds at the transverse connection, thereby reducing potential defect points and improving the overall integrity and reliability of the structure.

[0041] In practical implementation, the corrugated steel plate stiffeners 130 form a regular and uniform distribution pattern in the transverse direction. This can be achieved using equal or variable spacing arrangements to ensure the continuity of the load transfer path in the transverse direction and avoid localized stress concentration. The interlocking of the corrugated sections 132 can be understood as the direct contact between the trough areas of adjacent corrugated steel plate stiffeners 130 without the need for additional connectors. This can be achieved using planar end-face contact or a slightly raised fit structure. The purpose is to utilize the geometric flatness of the corrugated sections 132 as fasteners 220 connection points to reduce weld dependence and thus lower the risk of structural defects.

[0042] When the corrugated steel plate stiffeners 130 are arranged in a transverse array, the corrugated section 132 of the adjacent corrugated steel plate stiffeners 130 is designed as a flat end face. When the two stiffeners are installed side by side, the end faces fit tightly to form a continuous contact interface. No additional welding or bolt connection is required, and the transverse load is transmitted by the strength of the material itself.

[0043] In some embodiments, please refer to Figure 2 and Figure 3 The embedded part 210 is an embedded sleeve, and the fastener 220 is a fastening bolt. The fastener 220 is screwed to the embedded part 210 via the corrugated steel plate stiffening rib 130 and the steel top plate 120. A stable interface bond is formed through the embedded sleeve during the prefabrication stage. The fastening bolt is screwed into the embedded sleeve via the steel top plate 120 and the corrugated steel plate stiffening rib 130. The steel top plate 120 acts as an intermediate transition layer to disperse localized concentrated stress, and the corrugated steel plate stiffening rib 130 acts as a force transmission component to strengthen shear force transmission. The three work together to form a mechanical locking mechanism, which enables reliable force flow transmission between the corrugated steel longitudinal rib and the prefabricated lightweight UHPC thin plate 110, thereby completely avoiding the application of welding technology and solving the safety hazards caused by unstable weld quality.

[0044] In practical implementation, the pre-embedded sleeve is a sleeve structure pre-embedded during the manufacturing stage of the precast lightweight UHPC thin plate 110. It can be implemented using steel sleeves. Its purpose is to provide a reliable anchoring foundation and avoid thermal damage to the concrete material and potential cracking risks caused by on-site welding. The fastening bolt can be understood as a type of high-strength bolt fastener 220. Specifically, standard high-strength bolts can be selected. Its purpose is to replace the rigid fixation of welding with a controllable preload, eliminating the root cause of weld defects and residual stress.

[0045] The pre-embedded sleeve can be a standard steel sleeve pre-embedded in the precast lightweight UHPC thin plate 110; the fastening bolts can be high-strength bolts.

[0046] In some embodiments, multiple prefabricated lightweight UHPC sheets 110 are spliced ​​together to form a whole connected to the steel roof 120. By splicing multiple prefabricated lightweight UHPC sheets 110 to form a continuous covering layer, the process limitations of manufacturing and transporting single large-size sheets are solved. At the same time, the spliced ​​sheet as a whole is firmly bonded to the steel roof 120, so that the stress under wheel load is evenly distributed to the corrugated steel stiffener 130 through the connecting components 200, reducing the risk of interface slippage and local deformation at the splice, thereby constructing a stable load transfer path.

[0047] In the specific implementation process, multiple prefabricated lightweight UHPC thin plates 110 are spliced ​​together to form a continuous covering layer by combining multiple prefabricated units through a non-welded interface connection method. This can be achieved by mechanical interlocking structures or high-strength adhesive bonding, etc. The purpose is to avoid the defect risks introduced by the welding process, ensure the structural continuity of the splicing interface and the reliability of load transfer, and form a whole connected with the steel roof plate 120. It can be understood that the spliced ​​thin plate system and the steel roof plate 120 are rigidly connected through the connecting components 200, which can be achieved by the cooperation of embedded parts 210 and fasteners 220. The purpose is to strengthen the collaborative working mechanism between the thin plate and the steel roof plate 120, so that the local load is evenly distributed and effectively transferred to the corrugated steel plate stiffening ribs 130, avoiding stress concentration.

[0048] The above description is only a preferred embodiment of the present utility model, but the protection scope of the present utility model is not limited thereto. Any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope disclosed in the present utility model should be included within the present utility model.

Claims

1. A composite bridge deck consisting of corrugated steel longitudinal ribs and prefabricated lightweight UHPC thin plates, characterized in that, include: The basic component includes a prefabricated lightweight UHPC sheet, a steel top plate, and corrugated steel stiffeners arranged sequentially from top to bottom. The corrugated steel stiffeners have a U-shaped cross section and multiple corrugated steel stiffeners are coaxially arranged along the longitudinal direction of the bridge deck. Adjacent corrugated steel stiffeners along the longitudinal direction of the bridge deck are fixedly connected. The connecting assembly includes an embedded part and a fastener embedded in the lightweight UHPC sheet, wherein the fastener passes sequentially through the edge of the corrugated steel plate stiffening rib and the steel top plate and is connected to the embedded part.

2. The corrugated steel longitudinal rib-prefabricated lightweight UHPC thin plate composite bridge deck according to claim 1, characterized in that, The middle part of the corrugated steel plate stiffening rib protrudes to form a crest, and the two side edges of the corrugated steel plate stiffening rib form a nodal part that is connected to the fastener.

3. The corrugated steel longitudinal rib-prefabricated lightweight UHPC thin plate composite bridge deck according to claim 2, characterized in that, The crest portion includes a horizontal segment in the middle and inclined segments on both sides. The two ends of the horizontal segment are integrally connected to the two inclined segments respectively, and the inclined segments are integrally connected to the nodal portion.

4. The corrugated steel longitudinal rib-prefabricated lightweight UHPC thin plate composite bridge deck according to claim 3, characterized in that, The tangent of the angle between the inclined segment and the horizontal segment is 1-2.

5. The corrugated steel longitudinal rib-prefabricated lightweight UHPC thin plate composite bridge deck according to claim 4, characterized in that, An arc segment is provided between the inclined segment and the horizontal segment, and the ratio of the radius of the arc segment to the thickness of the corrugated steel plate stiffening rib is 1:6-1:

4.

6. The corrugated steel longitudinal rib-prefabricated lightweight UHPC thin plate composite bridge deck according to claim 5, characterized in that, The basic component also includes a transverse diaphragm, which is perpendicular to the steel top plate and fixedly connected to the steel top plate. The two sides of the transverse diaphragm are respectively fixedly connected to two corrugated steel plate stiffening ribs arranged longitudinally along the bridge deck.

7. The corrugated steel longitudinal rib-prefabricated lightweight UHPC thin plate composite bridge deck according to claim 6, characterized in that, The ends of the plurality of corrugated steel plate stiffening ribs located on one side of the transverse diaphragm are respectively fixedly connected to the transverse diaphragm; the ratio of the height of the corrugated steel plate stiffening ribs to the height of the transverse diaphragm is 0.2-0.

5.

8. A corrugated steel longitudinal rib-prefabricated lightweight UHPC thin plate composite bridge deck according to any one of claims 2-7, characterized in that, Multiple sets of coaxially arranged corrugated steel plate stiffeners are arranged in a transverse array along the bridge deck, and the corrugated sections of two adjacent corrugated steel plate stiffeners abut against each other along the transverse side of the bridge deck.

9. The corrugated steel longitudinal rib-prefabricated lightweight UHPC thin plate composite bridge deck according to claim 1, characterized in that, The embedded part is an embedded sleeve, and the fastener is a fastening bolt. The fastener is screwed to the embedded part via the corrugated steel plate stiffening rib and the steel top plate.

10. The corrugated steel longitudinal rib-prefabricated lightweight UHPC thin plate composite bridge deck according to claim 1, characterized in that, Multiple prefabricated lightweight UHPC thin plates are spliced ​​together to form an integral structure connected to the steel roof plate.

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