Steel shell-concrete composite orthotropic bridge deck structure, and fabrication method and device

Abstract

The present invention relates to the technical field of bridge engineering. Particularly disclosed are a steel shell-concrete composite orthotropic bridge deck structure and a fabrication method and device. The steel housing-concrete composite orthotropic bridge deck structure comprises a steel shell structure, infilled concrete, longitudinal and transverse stiffening ribs arranged at the bottom of the steel shell structure, and a deck-end connecting structure, wherein the steel shell structure comprises an upper steel plate and a lower steel plate that are arranged in parallel, and a plurality of perforated T-shaped ribs arranged in parallel in a longitudinal direction. Webs of the perforated T-shaped ribs are welded to the upper steel plate, flanges are riveted to the lower steel plate, the upper steel plate and the lower steel plate are connected into the steel shell structure, and reinforced concrete tenons formed by the perforated T-shaped ribs and core bar reinforcements and shear bolts anchor the upper steel plate and the lower steel plate in the infilled concrete to form a steel shell-concrete composite deck that bears loads jointly. The present invention provides high bending stiffness, solves the problem of fatigue at welds between the stiffening ribs and a steel top plate, fully utilizes the properties of a steel shell and concrete, and solves the problems of the crackability under a negative bending moment and excessive weight of a traditional composite bridge deck.

Description

Steel shell-concrete composite orthotropic bridge deck structure and preparation method and device thereof TECHNICAL FIELD

[0001] The present application belongs to the technical field of bridge engineering, and relates to a steel shell-concrete composite orthotropic bridge deck structure and a preparation method and device thereof, in particular to a steel-concrete composite orthotropic bridge deck structure with mutual strong constraints and a manufacturing method and device thereof. BACKGROUND

[0002] The steel orthotropic plate is a structure composed of longitudinal and transverse mutually perpendicular stiffening ribs (or cross diaphragms) together with a steel top plate to jointly bear the load. The self weight of the steel orthotropic plate is about 1 / 4-1 / 5 of the self weight of the reinforced concrete bridge deck or the prefabricated prestressed concrete bridge deck, and the steel orthotropic plate is convenient to transport and erect, has a short construction period, strong bearing capacity and excellent tensile and compressive properties, promotes the improvement of the bridge spanning capacity, and becomes the preferred bridge deck form of the large-span bridge. Since the 1930s, the steel orthotropic plate structure has been proposed and applied to the construction of the kurpfalz bridge in 1950, which is the first steel structure bridge in the world that uses the steel orthotropic plate structure as a component of the main beam to jointly bear the load and simultaneously bears the local traffic load of the driving lane, and has been widely applied in the steel structure bridge engineering.

[0003] However, in more than 70 years of use, the steel orthotropic bridge deck has exposed some problems. Firstly, the U rib is welded with the steel top plate, and the U rib, the top steel plate and the weld joint connecting the two are prone to fatigue cracking due to the existence of the initial defects of the weld joint and the welding residual stress. Secondly, the U rib side surface is welded with the cross diaphragm, and the cross diaphragm near the U rib and the weld joint of the U rib and the cross diaphragm are prone to fatigue cracking. The main reason is that the top plate of the orthotropic bridge deck has small rigidity and large deformation, and the influence line of the bridge deck is short, which causes the stress of the above weld joints to frequently change. The key to solving this problem is to increase the rigidity of the top plate, reduce the deformation and reduce the stress amplitude. According to this idea, the steel-concrete composite bridge deck is proposed by the engineering and technical personnel at home and abroad, and the rigidity of the top plate can be greatly improved through the concrete layer, the stress of the weld joint of the U rib and the top plate can be reduced by more than 2 / 3, and the stress of the weld joint of the U rib side surface and the cross diaphragm can be reduced by 1 / 3. However, engineering practice shows that the traditional steel-concrete composite bridge deck has the following problems: the tensile strength of the concrete is low, and the concrete is prone to cracking under the action of the tensile stress caused by the negative bending moment, which reduces the effective section of the concrete layer and greatly reduces the effect of increasing the rigidity and reducing the stress of the steel structure; in addition, due to the large thickness and weight of the concrete layer, the weight of the concrete layer can be more than 3 times that of the steel orthotropic bridge deck; the construction of the concrete layer is carried out on the bridge site, which is a typical cast-in-place structure, and the labor input is high and the environmental protection and control are difficult.

[0004] Based on the above defects and deficiencies, the technical field urgently needs to propose a steel shell-concrete composite orthotropic bridge deck structure to solve the fatigue problem of the stiffening rib and the steel top plate weld of the steel orthotropic bridge deck, while avoiding the problem of easy cracking and significant reduction in stiffness of the traditional composite bridge deck under negative bending moment. SUMMARY

[0005] In view of the above defects or improvement needs of the prior art, the present application provides a steel shell-concrete composite orthotropic bridge deck structure and a preparation method and device, which connects the upper and lower steel plates attached with shear bolts into a steel shell structure assembly that can jointly bear force in a narrow space; the reinforced concrete dowel formed by the open hole T-shaped rib and the core bar and the shear bolt anchor the upper and lower steel plates in the inner filling concrete, the T-shaped stiffening rib reduces the free plate width of the upper and lower steel plates, and forms a strong constraint on the upper and lower steel plates together with the shear bolt, ensuring that the upper and lower steel plates do not occur elastic buckling before yielding in tension and compression, so that the material properties of the upper and lower steel plates in the structure are fully utilized; the steel shell structure is strongly constrained by the inner filling concrete through the enclosed space, the reinforced concrete dowel and the shear bolt, improving its crack resistance and crack restraint capacity, effectively improving the performance of the concrete structure, so that the steel shell structure assembly and the inner filling concrete are combined into a steel shell-concrete composite plate with coordinated deformation and joint bearing; the intermediate plate converts the connection between the concretes into the connection of steel plates, the upper steel plates of adjacent composite plates are connected by welds, and the lower steel plates are connected with the bottom connecting steel plates by pre-penetrating bolts. The stiffness of the steel shell-concrete composite orthotropic bridge deck is 60 times that of the traditional steel orthotropic bridge deck steel top plate, solving the fatigue problem of the stiffening rib and the steel top plate weld of the steel orthotropic bridge deck, while avoiding the problem of easy cracking and significant reduction in stiffness of the traditional composite bridge deck under negative bending moment, fully utilizing the performance of the steel shell and the concrete, and solving the problem of excessive weight of the traditional steel-concrete composite bridge deck.

[0006] To achieve the above object, according to one aspect of the present application, a steel shell-concrete composite orthotropic bridge deck structure is provided, which comprises a plurality of steel shell-concrete composite orthotropic bridge deck units, each of which comprises a steel shell structure, inner filling concrete arranged in the steel shell structure, longitudinal and transverse stiffening ribs arranged at the bottom of the steel shell structure, and a deck end connecting structure for connecting adjacent steel shell-concrete composite orthotropic bridge deck units, wherein the steel shell structure comprises upper and lower steel plates arranged in parallel, and a plurality of core bar steels arranged in parallel, a plurality of open T-shaped ribs arranged in parallel along the longitudinal direction of the deck are arranged between the upper and lower steel plates, the core bar steels are arranged through the open T-shaped ribs, the steel shell structure further comprises a plurality of shear bolt assemblies for anchoring the upper and lower steel plates in the inner filling concrete, the web plate of the open T-shaped rib is welded to the upper steel plate, and the flange plate is riveted to the lower steel plate, so as to connect the upper and lower steel plates with the shear bolt assemblies attached thereto into a steel shell structure capable of bearing force together in a narrow space, the reinforced concrete tenon formed by the open T-shaped rib and the core bar steel and the shear bolt assembly anchor the upper and lower steel plates in the inner filling concrete, so that the steel shell structure and the inner filling concrete are combined into a steel shell-concrete composite plate capable of deforming coordinately and bearing force together.

[0007] As a further preferred, the web plate of the open T-shaped rib is provided with a web hole for accommodating the core bar steel, and the face plate of the open T-shaped rib is fixedly connected to the lower steel plate by a first rivet.

[0008] As a further preferred, the spacing of the open T-shaped ribs along the transverse direction of the bridge is ~ mm, the vertical position of the web hole is in the middle of the web plate of the open T-shaped rib, and the longitudinal spacing between adjacent web holes is 100-300 mm.

[0009] As a further preferred, the shear bolt assembly comprises an upper steel plate shear bolt fixedly connected to the upper steel plate and a lower steel plate shear bolt fixedly connected to the lower steel plate, the longitudinal and transverse spacing of the upper steel plate shear bolt is 120-220 mm, the spacing of the lower steel plate shear bolt is the same as that of the upper steel plate shear bolt, but the upper steel plate shear bolt and the lower steel plate shear bolt are arranged longitudinally staggered and spaced, and the longitudinal staggered spacing is 60-110 mm.

[0010] As a further preferred, the total thickness of the steel shell structure is ~ cm, and the thickness of the upper and lower steel plates is not greater than / of the thickness of the steel shell structure.

[0011] As a further preferred, the inner filling concrete adopts ordinary concrete, high-performance concrete, fiber concrete or ultra-high-performance concrete according to the stress requirement of the steel shell-concrete composite orthotropic bridge deck.

[0012] As a further preferred, the plate end connecting structure comprises intermediate insert plate assemblies and intermediate connecting plates arranged in the same horizontal plane, the intermediate insert plate assemblies are used to connect the core bar reinforcement at the designated roots of the steel shell structure at the two ends in the transverse direction, and the intermediate connecting plates are used to connect two adjacent intermediate insert plate assemblies, in this way, the connection between the intermediate insert plate and the inner filling concrete is enhanced, so that the intermediate insert plate and the inner filling concrete form a whole working body, at the same time, the intermediate insert plate connects the inner filling concrete of the adjacent steel shell-concrete composite orthotropic bridge deck structure, the connection between the concretes is converted into the connection between the steel plates, and the weak link of the concrete connection is eliminated.

[0013] As a further preferred, the intermediate insert plate assemblies comprise a first intermediate insert plate, a second intermediate insert plate and a third intermediate insert plate arranged in the transverse direction of the steel shell structure in sequence from the center to the two ends, wherein one end of the third intermediate insert plate is connected with the core bar reinforcement, and the other end is connected with the intermediate connecting plate.

[0014] As a further preferred, a plurality of insert plate round holes are arranged on the first intermediate insert plate, the second intermediate insert plate and the third intermediate insert plate.

[0015] As a further preferred, the plate end connecting structure further comprises a weld seam connecting two adjacent upper steel plates and a bottom connecting steel plate connecting two adjacent lower steel plates, and the bottom connecting steel plate is fixedly connected with the lower steel plate through a second rivet.

[0016] As a further preferred, the plate end connecting structure further comprises end variable cross-section T-shaped ribs arranged at the two ends of the opening T-shaped ribs and integrally formed with the opening T-shaped ribs, the end variable cross-section T-shaped ribs are arranged between the upper steel plate and the lower steel plate, and the end variable cross-section T-shaped ribs are provided with arc variable cross-sections at the ends, so that a cavity is formed between the upper steel plate, the bottom connecting steel plate and the end variable cross-section T-shaped ribs, and the cavity is filled with reinforced concrete to form internal support constraints.

[0017] As a further preferred, the longitudinal and transverse stiffening ribs comprise a plurality of transverse stiffening components arranged in parallel in the transverse direction and a plurality of longitudinal stiffening components arranged in parallel in the longitudinal direction.

[0018] As a further preferred, the spacing between adjacent transverse stiffening components is 2000-4000mm, and the spacing between adjacent longitudinal T-shaped stiffening ribs is 900-1800mm.

[0019] and a combination of any of the above embodiments, according to another aspect of the present application, a steel shell-concrete composite orthotropic bridge deck structure manufacturing method is also provided, comprising the following steps:

[0020] Step one, weld the open T-shaped rib to the lower surface of the upper steel plate, weld the open T-shaped rib and the shear pin of the upper steel plate to the lower surface of the upper steel plate, pass the core bar through the open T-shaped rib, and fix the two ends of the core bar to the outermost open T-shaped rib with bolts;

[0021] Weld the longitudinal and transverse stiffening ribs to the lower surface of the lower steel plate;

[0022] Weld the shear bolt to the upper surface of the lower steel plate;

[0023] Drill rivet holes in the lower steel plate corresponding to the T-shaped stiffening rib rivet holes and the bottom connecting plate openings, and weld the shear pin of the lower steel plate to the upper surface of the lower steel plate; pre-insert the pull rivet into the opening at the longitudinal end of the lower steel plate;

[0024] The upper surface of the lower steel plate is buckled on the flange plate welded to the open T-shaped rib of the upper steel plate, and the open T-shaped rib and the lower steel plate are riveted by the first pull rivet to complete the rigid connection between the upper steel plate and the lower steel plate, and the steel shell structure and the longitudinal and transverse stiffening ribs form a steel structure assembly;

[0025] Step two, place the steel structure assembly obliquely, with the side provided with longitudinal and transverse stiffening ribs on top, and inject concrete mixture between the two adjacent open T-shaped ribs at a specified flow rate. Before the concrete mixture is injected between the two adjacent open T-shaped ribs, first shape the concrete mixture into a thin layer of concrete with a thickness not greater than the distance between the lower edge of the core bar and the top surface of the upper steel plate. At this time, an exhaust passage is formed between the upper edge of the core bar and the top surface of the lower steel plate. Then, an excitation force is applied to the thin layer of concrete to gradually convert the thin layer of concrete from a random flow state to an ideal flow state of uniform and stable flow along the direction of the inclined slope, and the thin layer of concrete flows into the space between the two adjacent open T-shaped ribs, keeping the exhaust passage unobstructed;

[0026] Step three, after the thin layer of concrete flows into the space between the two adjacent open T-shaped ribs in the ideal flow state, continue to apply an excitation force to the thin layer of concrete in the inclined direction to make the flow rate of the concrete mixture equal in each section until the concrete mixture reaches the bottom of the steel shell structure and fills the space between the lower edge of the core bar and the top surface of the upper steel plate;

[0027] Step four, the concrete mixture flows to the bottom of the steel shell structure, gradually fills the exhaust passage, and adjusts the frequency of the excitation force in the corresponding section every time the height of the concrete mixture increases by a specified height. After vibrating for a specified length of time, stop outputting the excitation force in the corresponding section to expel the internal bubbles. Until the concrete mixture fills the entire exhaust passage, then maintain the concrete mixture to obtain a steel shell concrete composite orthotropic bridge deck panel unit;

[0028] Step five, connecting adjacent steel shell concrete composite orthotropic bridge deck panel units by using plate end connection structure, and completing the production of steel shell concrete composite orthotropic bridge deck panel structure.

[0029] As a further preferred, the step one specifically includes the following steps:

[0030] Weld the open-hole T-shaped rib and the upper steel plate shear nail on the lower surface of the upper steel plate;

[0031] Pass the core bar through the web hole, and fix the two ends of the core bar on the outermost open-hole T-shaped rib by bolts, with the core bar located in the center of the web hole;

[0032] Weld the intermediate plate and the core bar;

[0033] Drill the rivet hole on the lower steel plate corresponding to the position of the rivet hole and the open hole of the bottom connecting plate, and weld the second shear nail on the upper surface of the lower steel plate, and pre-insert the second rivet into the open hole at the longitudinal end of the lower steel plate to ensure the riveting of the longitudinal connecting area;

[0034] Weld the transverse stiffening assembly and the longitudinal stiffening assembly to the lower surface of the lower steel plate;

[0035] Pass the first rivet through the rivet hole and temporarily fix it, reverse the lower steel plate, and pass the rivet hole through the rivet to complete the rigid connection between the upper and lower steel plates, and the steel shell structure and the longitudinal and transverse stiffening ribs form a steel structure assembly.

[0036] As a further preferred, in the step two and step three, the application mode of the exciting force includes:

[0037] A plurality of frequency-adjustable vibrators are arranged along the transverse and longitudinal bridge directions, wherein the multiple vibrators in the transverse bridge direction are synchronized, the multiple vibrators in the longitudinal bridge direction are vibrated in coordination with variable frequency in different zones, the frequency of the vibrators gradually decreases from the bottom to the top, so that the frequency of the vibrators resonates with the flow state concrete mixture to excite the thixotropic properties of the flow state concrete, overcome the resistance of the first shear nail, and make the flow speed of the concrete mixture in each zone equal, realize the coordination of the vibration frequency and the flow speed, and the concrete mixture can continuously and uniformly flow downward.

[0038] As a further preferred, the step five specifically includes the following steps:

[0039] Weld the upper steel plate and the intermediate connecting plate of the adjacent bridge deck plate end connecting assembly in sequence;

[0040] Use cold riveting to connect the bottom connecting plate, and complete the connection between the bridge deck plate steel structures;

[0041] Use reinforced concrete to fill the cavity surrounded by the upper steel plate, the intermediate connecting plate and the bottom connecting plate, as the support boundary for the out-of-plane deformation of the steel plate.

[0042] Connecting adjacent bridge deck panels longitudinal and transverse stiffening ribs.

[0043] According to the third aspect of the present application, there is further provided a concrete pouring device for manufacturing a steel-concrete composite orthotropic bridge deck panel structure, comprising:

[0044] The support base has an inclined top surface;

[0045] A plurality of external vibration units are arranged along the inclined surface and fixed on the support base, the plurality of external vibration units are arranged in parallel along the horizontal direction, each of the external vibration units comprises a jig frame arranged on the support base and a plurality of vibrators arranged at the bottom of the jig frame and spaced apart along the lateral direction of the jig frame;

[0046] A transition section is arranged on the top of the support base and connected with the top surface of the jig frame, the transition section comprises a hollow shell, the top surface of the shell is a transparent top plate of the transition section for observing the flow state of the internal concrete mixture in real time, and the hollow structure of the shell is provided with a shear bolt assembly and a core bar reinforcement which are arranged in the same manner as the internal structure of the steel shell structure;

[0047] A lower hopper is arranged on the top of the transition section, and the lower hopper is provided with an adjusting valve plate at the bottom;

[0048] A shaping lower section is arranged between the lower hopper and the transition section.

[0049] As a further preferred, the plurality of vibrators are arranged along the lateral and longitudinal directions of the bridge, wherein the vibrators in the lateral direction are synchronous, the vibrators in the longitudinal direction are vibrated in coordination with variable frequency in different zones, the frequency of the vibrators gradually decreases from the bottom to the top, so that the frequency of the vibrators resonates with the flow state of the concrete mixture, the thixotropic properties of the flow state concrete are excited, the resistance of the first shear bolt is overcome, the flow rate of the concrete mixture in each zone is equal, the vibration frequency and the flow rate are coordinated, and the concrete mixture can continuously and uniformly flow downward.

[0050] According to the fourth aspect of the present application, there is further provided a working method of the concrete pouring device for manufacturing a steel-concrete composite orthotropic bridge deck panel structure, comprising the following steps:

[0051] Step one: the concrete mixture placed in the lower hopper flows into the shaping lower section at a specified flow rate, and the vibrators at the bottom of the shaping lower section apply excitation force to the concrete mixture to shape the concrete mixture to a specified thickness;

[0052] Step two, the concrete mixture of specified thickness enters the transition section, the vibrator at the bottom of the transition section applies exciting force to the concrete mixture, under the joint action of gravity and exciting force, the concrete mixture of specified thickness gradually changes from random flow state to ideal flow state of uniform and stable flow along the direction of inclined slope, and in this process, the exhaust passage is kept unblocked;

[0053] Step three, the concrete mixture in ideal flow state flows into the steel shell structure arranged at the bottom end of the transition section, the vibrator at the bottom surface of the steel shell structure applies exciting force to the concrete mixture along the inclined direction, so that the flow rate of the concrete mixture in each section of the steel shell structure is equalized until the concrete mixture reaches the bottommost part of the steel shell structure and fills the space between the lower edge of the core bar reinforcement and the top surface of the upper steel plate;

[0054] Step four, the concrete mixture flows to the bottommost part of the steel shell structure, gradually accumulates and backfills the exhaust passage, and as the height of the concrete mixture increases by a specified height from bottom to top, the frequency of the exciting force of the corresponding section is increased, the output of the exciting force of the corresponding section is stopped after vibration for a specified length of time, so as to discharge the internal bubbles, until the concrete mixture fills the transition section and the vibrator is turned off.

[0055] As a further preferred, the vibrator is arranged in multiple in the transverse bridge and longitudinal bridge directions, wherein the multiple vibrators in the transverse bridge direction are synchronous, the multiple vibrators in the longitudinal bridge direction are vibrated in coordination with variable frequency, the frequency of the vibrator gradually decreases from bottom to top, so that the frequency of the vibrator resonates with the flow state concrete mixture, the thixotropic property of the flow state concrete is excited, the resistance of the first shear stud is overcome, the flow rate of the concrete mixture in each section is equalized, the vibration frequency and the flow rate are coordinated, and the concrete mixture can continuously and uniformly flow downward.

[0056] Overall, compared with the prior art, the above technical solutions conceived by the present application mainly have the following technical advantages:

[0057] 1. The upper steel plate of the steel shell structure bears tensile stress under negative bending moment, the lower steel plate of the steel shell structure bears tensile stress under positive bending moment, and the inner filled concrete cooperates with the steel shell to bear force, which avoids the problem that the traditional composite bridge deck is prone to cracking and the stiffness greatly decreases under the action of negative bending moment.

[0058] 2. The steel-concrete composite slab of the present application anchors the upper and lower steel plates of the steel shell structure with the inner filled concrete, avoids the elastic buckling of the upper and lower steel plates, and enables the upper and lower steel plates of the steel shell structure to reach the yield stress, thereby fully utilizing the material properties of the steel shell structure. The thickness of the upper and lower steel plates is not greater than 1 / 8 of the total thickness of the composite slab, thereby saving steel compared with the traditional orthotropic bridge deck. The upper and lower steel plates constrain the concrete, thereby improving the crack resistance and crack restraining capacity of the concrete and effectively improving the structural properties of the concrete. The thickness of the concrete layer can be only 1 / 3 to 1 / 4 of the thickness of the traditional steel-concrete composite bridge deck, thereby solving the problem of excessive weight of the traditional steel-concrete composite bridge deck.

[0059] 3. The steel shell of the present application deforms in coordination with the inner filled concrete, and the cross-section stress meets the plane section assumption. The steel shell-concrete orthotropic composite bridge deck has large rigidity, and the bending rigidity of the 80mm-thick steel shell-concrete orthotropic composite bridge deck is equivalent to the bending rigidity of the 70mm-thick steel plate. The rigidity is 60 times the rigidity of the traditional steel orthotropic bridge deck, thereby greatly improving the rigidity of the top plate and solving the fatigue problem of the weld between the stiffening rib and the steel top plate of the steel orthotropic bridge deck.

[0060] 4. The structure of the present application, in which the upper steel plate of the steel shell structure is provided with a T-shaped rib with a reserved anchor hole, and a bolt is pre-penetrated to connect the upper and lower steel plates, and the steel shell-concrete orthotropic composite bridge deck steel shell structure assembly manufacturing method, solves the problem of connecting the upper and lower steel plates in a narrow space.

[0061] 5. The pouring method of the inner filled concrete of the present application, in which the steel shell structure is inclined, the concrete can flow naturally, and the resonant vibration of the inner filled concrete is formed by reasonable arrangement of the exciter, thereby fully utilizing the thixotropic properties of the concrete and significantly improving the flowability of the concrete, thereby solving the problem of pouring concrete in a narrow space.

[0062] 6. The adjacent composite plate unit connection structure provided by the present application converts the connection of the concrete into the connection of the steel plate, thereby not only solving the problem of connecting the concrete in a narrow space, but also making the connection strength between the inner filled concretes higher than that of the inner filled concrete itself, thereby eliminating the weak link of the concrete connection.

[0063] 7. The pouring of all the steel shell structure assemblies and the inner filled concrete of the present application is carried out in the factory, thereby having high mechanization degree, low labor input, and being easy to control and manage in an environmentally friendly manner.

[0064] 8. In the installation of the present application, the T-shaped steel cross rib on the lower steel plate is riveted or bolted to the steel beam to complete the connection with the steel beam. The adjacent upper steel plates are welded, and the bottom connecting steel plates are bolted or cold riveted to complete the connection between the bridge decks. All the connections are mechanical connections. In the maintenance, only the mechanical connections between the bridge deck and the steel beam and between the bridge decks need to be removed, and the damaged components can be replaced. The modular installation and disassembly of the bridge deck are realized, thereby improving the construction efficiency and the maintenance efficiency. BRIEF DESCRIPTION OF DRAWINGS

[0065] Fig. 1 is a structural schematic diagram of a steel shell concrete composite orthotropic bridge deck structure involved in an embodiment of the present application;

[0066] Fig. 2 is a structural schematic diagram of a steel shell structure involved in an embodiment of the present application;

[0067] Fig. 3 is a structural schematic diagram of longitudinal and transverse stiffening ribs involved in an embodiment of the present application;

[0068] Fig. 4 is a schematic diagram of an installation flow of a steel shell concrete composite orthotropic bridge deck structure involved in an embodiment of the present application;

[0069] Fig. 5 is a cross-sectional view of a transverse bridge direction of a steel shell concrete composite orthotropic bridge deck structure involved in an embodiment of the present application;

[0070] Fig. 6 is a structural schematic diagram of a plate end connecting structure involved in an embodiment of the present application;

[0071] Fig. 7 is a front structural schematic diagram of a concrete pouring device involved in an embodiment of the present application;

[0072] Fig. 8 is a back structural schematic diagram of a concrete pouring device involved in an embodiment of the present application;

[0073] Fig. 9 is a longitudinal sectional view of a concrete pouring device involved in an embodiment of the present application.

[0074] In all the drawings, the same reference signs represent the same technical features, specifically: 100 - steel shell structure, 101 - upper steel plate, 102 - lower steel plate, 102-2 - pull-rivet hole, 103 - open-hole T-shaped rib, 103-1 - open-hole T-shaped rib web, 103-2 - web round hole, 103-3 - flange plate, 103-4 - pull-rivet hole, 104 - shear bolt assembly, 104-1 - first shear bolt, 104-2 - second shear bolt, 105 - core bar, 106 - first pull-rivet, 200 - longitudinal and transverse stiffening rib, 201 - transverse stiffening assembly, 201-1 - transverse stiffening web, 201-2 - transverse stiffening face plate, 202 - longitudinal stiffening assembly, 202-1 - longitudinal stiffening web, 202-2 - longitudinal stiffening face plate, 300 - inner filled concrete, 400 - plate end connecting structure, 401 - end variable cross-section T-shaped rib, 402 - intermediate inserted plate assembly, 402-1 - first intermediate inserted plate, 402-2 - second intermediate inserted plate, 402-3 - third intermediate inserted plate, 403 - intermediate connecting plate, 404 - bottom connecting steel plate, 405 - bottom connecting plate open hole, 406 - weld, 407 - second pull-rivet, 408 - reinforced concrete, 409 - inserted plate round hole, 500 - concrete pouring device, 501 - lower hopper, 502 - shaping lower section, 503 - adjusting valve plate, 504 - transition section, 504-1 - transition section transparent top plate, 504-2 - transition section steel bottom plate, 505 - external vibration unit, 505-1 - cradle, 505-2 - vibrator, 506 - concrete mixture, 507 - exhaust passage, 508 - support base. DETAILED DESCRIPTION

[0075] In order to make the objectives, technical solutions and advantages of the present application clearer, the present application will be further described in detail below with reference to the drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present application and should not be used to limit the present application. In addition, the technical features involved in the various embodiments of the present application described below can be combined with each other as long as they do not conflict with each other.

[0076] As shown in FIGS. 1-6, the steel shell-concrete composite orthotropic bridge deck structure provided by the embodiment of the present application comprises a plurality of steel shell-concrete composite orthotropic bridge deck units, each of which comprises a steel shell structure 100, an inner filling concrete 300 arranged in the steel shell structure 100, longitudinal and transverse stiffening ribs 200 arranged at the bottom of the steel shell structure 100, and a deck end connecting structure 400 connecting adjacent steel shell-concrete composite orthotropic bridge deck units, wherein the steel shell structure 100 comprises upper steel plates 101, lower steel plates 102 and a plurality of core bar reinforcements 105 arranged in parallel, a plurality of open T-shaped ribs 103 arranged in parallel along the longitudinal direction of the deck are arranged between the upper steel plates 101 and the lower steel plates 102, the core bar reinforcements 105 pass through the open T-shaped ribs 103, the steel shell structure 100 further comprises a plurality of shear bolt assemblies 104 for anchoring the upper steel plates 101 and the lower steel plates 102 in the inner filling concrete 300, the open T-shaped rib web 103-1 of the T-shaped stiffening rib 103 is welded to the upper steel plate 101, and the flange plate 103-3 is riveted to the lower steel plate 102, so as to connect the upper steel plate 101 and the lower steel plate 102 with the shear bolt assemblies 104 attached thereto into a steel shell structure 100 that can bear force together in a narrow space, the reinforced concrete tenon formed by the open T-shaped rib 103 and the core bar reinforcement 105 and the shear bolt assembly 104 anchor the upper steel plate 101 and the lower steel plate 102 in the inner filling concrete 300, so that the steel shell structure 100 and the inner filling concrete 300 are combined into a steel shell-concrete composite deck that deforms coordinately and bears force together. In the embodiment, the upper and lower steel plates with the shear bolts attached thereto are connected into a steel shell structure assembly that can bear force together in a narrow space; the reinforced concrete tenon formed by the open T-shaped rib and the core bar reinforcement and the shear bolt anchor the upper and lower steel plates in the inner filling concrete, the T-shaped stiffening rib reduces the free plate width of the upper and lower steel plates and forms a strong constraint on the upper and lower steel plates together with the shear bolt, so as to ensure that the upper and lower steel plates do not elastically buckle before yielding in tension and compression, so that the material properties of the upper and lower steel plates in the structure are fully utilized; the steel shell structure strongly constrains the inner filling concrete through the closed space, the reinforced concrete tenon and the shear bolt, improves the crack resistance and crack restraint capacity of the inner filling concrete, effectively improves the performance of the concrete structure, and combines the steel shell structure assembly and the inner filling concrete into a steel shell-concrete composite deck that deforms coordinately and bears force together.

[0077] Based on the above embodiment, in a preferred embodiment of the present application, the steel shell structure 100 further comprises a plurality of shear bolt assemblies 104 for anchoring the upper steel plates 101 and the lower steel plates 102 in the inner filling concrete 300, which are used to bear part of the shear force between the upper steel plates 101, the lower steel plates 102 and the inner filling concrete 300.

[0078] Based on the above-mentioned embodiment or combination of multiple embodiments, in a preferred embodiment of the present application, the open T-shaped rib 103 comprises an integrally formed open T-shaped rib web plate 103-1 and an open T-shaped rib flange plate, the open T-shaped rib web plate 103-1 is provided with a web hole 103-2 for accommodating the core bar steel bar 105 to pass through, and the open T-shaped rib panel is fixedly connected with the lower steel plate 102 through the first pull rivet 106.

[0079] Based on the above-mentioned embodiment or combination of multiple embodiments, in a preferred embodiment of the present application, the core bar steel bar 105 is fixed at both ends by bolts on the open T-shaped rib web plate 103-1 at the transverse end of the deck panel.

[0080] That is, in the present application, the inner filling concrete 300 is densely poured in the steel shell structure 100, the open T-shaped rib 103, the core bar steel bar 105 and the inner filling concrete 300 together form a reinforced concrete tenon 301, which is used to ensure that the steel shell structure 100 and the inner filling concrete 300 bear external loads in cooperation, and the shear bolt 104 anchors the upper steel plate 101 and the lower steel plate 102 in the inner filling concrete 300 and bears part of the shear force between the upper steel plate and the lower steel plate and the inner filling concrete 300; the open T-shaped rib 103 reduces the free plate width of the upper and lower steel plates, and the inner filling concrete 300 strongly constrains the open T-shaped rib 103 to prevent it from buckling, and together with the shear bolt 104 forms a strong constraint on the upper and lower steel plates, ensuring that the upper and lower steel plates do not elastically buckle before yielding in tension and compression, so that the material properties of the upper and lower steel plates in the structure are fully utilized; the steel shell structure 100 strongly constrains the inner filling concrete 300 through the closed space, the reinforced concrete tenon 301 and the shear bolt 104, improves its crack resistance and crack restraint capacity, and effectively improves the performance of the concrete structure. The steel shell structure 100 and the inner filling concrete 300 form a steel shell-concrete composite panel with deformation coordination and common force, so that the performance of steel and concrete materials can be fully utilized, and the structural stiffness and strength are effectively improved.

[0081] Based on the above-mentioned embodiment or combination of multiple embodiments, in a preferred embodiment of the present application, the open T-shaped rib 103 has a spacing of 600-800 mm along the transverse bridge direction, the vertical position of the web hole 103-2 is in the middle of the open T-shaped rib web plate 103-1, and the longitudinal spacing between adjacent web holes 103-2 is 100-300 mm. The open shape of the web hole 103-2 is circular, and the core bar steel bar 105 inserted into the web hole 103-2 forms a reinforced concrete tenon 301 with the concrete in the hole.

[0082] Based on the above-mentioned embodiment or combination of multiple embodiments, in a preferred embodiment of the present application, the shear stud assembly 104 comprises upper steel plate shear studs 104-1 fixedly connected with the upper steel plate 101 and lower steel plate shear studs 104-2 fixedly connected with the lower steel plate 102, the longitudinal and transverse spacing of the upper steel plate shear studs 104-1 is 120-220 mm, the arrangement spacing of the lower steel plate shear studs 104-2 is the same as that of the upper steel plate shear studs 104-1, but the upper steel plate shear studs 104-1 and the lower steel plate shear studs 104-2 are staggered and arranged in the longitudinal direction. Specifically, the longitudinal and transverse spacing of the upper steel plate shear studs 104-1 is 120-220 mm, the arrangement spacing of the lower steel plate shear studs 104-2 is the same as that of the upper steel plate shear studs 104-1, but the upper steel plate shear studs 104-1 and the lower steel plate shear studs 104-2 are staggered and arranged in the longitudinal direction.

[0083] Based on the above-mentioned embodiment or combination of multiple embodiments, in a preferred embodiment of the present application, the total thickness of the steel shell structure 100 is 8-12 cm, and the thickness of the upper steel plate 101 and the lower steel plate 102 is not greater than 1 / 8 of the thickness of the steel shell structure 100.

[0084] Based on the above-mentioned embodiment or combination of multiple embodiments, in a preferred embodiment of the present application, the inner filled concrete 300 adopts ordinary concrete, high-performance concrete, fiber concrete or ultra-high performance concrete according to the stress requirement of the steel shell-concrete composite orthotropic bridge deck.

[0085] Based on the above embodiment or combination of multiple embodiments, in a preferred embodiment of the present application, the plate end connection structure 400 includes the intermediate insert plate assembly 402 and the intermediate connecting plate 403 arranged on the same horizontal plane, the intermediate insert plate assembly 402 is used to connect the core bar reinforcement 105 at the designated root of the two ends of the steel shell structure 100 in the transverse direction, and the intermediate connecting plate 403 is used to connect two adjacent intermediate insert plate assemblies 402. In this way, the connection between the intermediate insert plate 402 and the inner filling concrete 300 is enhanced, and the intermediate insert plate 402 and the inner filling concrete 300 form a whole working together. At the same time, the intermediate insert plate 402 connects the inner filling concrete 300 of the adjacent steel shell-concrete composite orthotropic bridge deck structure, converts the connection between the concretes into the connection of steel plates, and eliminates the weak link of the concrete connection. The intermediate insert plate assembly 402 includes the first intermediate insert plate 402-1, the second intermediate insert plate 402-2, and the third intermediate insert plate 402-3 arranged in the transverse center direction of the steel shell structure 100 to the two ends in sequence, wherein one end of the third intermediate insert plate 402-3 is connected with the core bar reinforcement 105, and the other end is connected with the intermediate connecting plate 403. That is, in this embodiment, the intermediate insert plate assembly 402 is divided into the first intermediate insert plate 402-1, the second intermediate insert plate 402-2, and the third intermediate insert plate 402-3 which are welded with the core bar reinforcement 105, and a round hole 409 is arranged in the middle of the first intermediate insert plate 402-1, the second intermediate insert plate 402-2, and the third intermediate insert plate 402-3 to form a concrete dowel with the flowing concrete, further enhancing the connection between the intermediate insert plate 402 and the inner filling concrete 300, and making the intermediate insert plate assembly 402 and the inner filling concrete 300 form a whole working together. The intermediate insert plate assembly 402 of the adjacent steel shell-concrete composite plate is welded and connected through the intermediate connecting plate 403, so that the intermediate insert plate assembly 402 connects the inner filling concrete 300 of the adjacent steel shell-concrete composite plate, converts the connection between the concretes into the connection of steel plates, and eliminates the weak link of the concrete connection; the upper steel plate 101 of the adjacent steel shell-concrete composite plate is connected through the weld 406; the lower steel plate 102 of the adjacent steel shell-concrete composite plate is connected through the pre-penetrating bolt and the bottom connecting steel plate 404; after the above connection is completed, the cavity formed between the upper steel plate 101, the bottom connecting steel plate 404, and the end variable cross-section T-shaped rib 401 is filled with enhanced concrete 408 to form internal support constraints.

[0086] Based on the above embodiment or combination of multiple embodiments, in a preferred embodiment of the present application, the plate end connection structure 400 further includes the weld 406 connecting the two adjacent upper steel plates 101 and the bottom connecting steel plate 404 connecting the two adjacent lower steel plates 102, and the bottom connecting steel plate 404 is fixedly connected with the lower steel plate 102 through the second rivet 407.

[0087] Based on the above embodiment or the combination of multiple embodiments, in a preferred embodiment of the present application, the plate end connecting structure 400 further comprises an end variable cross-section T-shaped rib 401, which is arranged at both ends of the open T-shaped rib 103 and integrally formed with the open T-shaped rib 103, and is arranged between the upper steel plate 101 and the lower steel plate 102, and has an arc-shaped variable cross-section at the end, so that a cavity is formed between the upper steel plate 101, the bottom connecting steel plate 404 and the end variable cross-section T-shaped rib 401, and the cavity is filled with reinforced concrete 408 to form internal support constraints.

[0088] Based on the above embodiment or the combination of multiple embodiments, in a preferred embodiment of the present application, the longitudinal and transverse stiffening ribs 200 comprise a plurality of transverse stiffening components 201 arranged in parallel in the transverse direction and a plurality of longitudinal stiffening components 202 arranged in parallel in the longitudinal direction. The spacing between adjacent transverse stiffening components 201 is 2000-4000 mm; the spacing between adjacent longitudinal T-shaped stiffening ribs 201 is 900-1800 mm. In this embodiment, the bottom surface of the steel shell-concrete composite panel is welded to the webs (201-1, 202-1) of the longitudinal and transverse T-shaped stiffening components, and the longitudinal and transverse stiffening (201, 202) further enhances the stiffness of the steel shell-concrete composite panel. Since the height and stiffness of the longitudinal and transverse stiffening (201, 202) can be set respectively, the stiffness of the steel shell-concrete composite panel reinforced by the longitudinal and transverse stiffening (201, 202) is different in the longitudinal and transverse directions, so that a steel shell-concrete composite orthotropic bridge deck structure is formed.

[0089] As shown in FIGS. 7, 8 and 9, according to another aspect of the present application, a method for manufacturing a steel-mix steel shell-concrete composite orthotropic bridge deck structure with mutual strong constraints is also provided, comprising the following steps:

[0090] Step one, preparation of a steel structure assembly.

[0091] The open T-shaped rib 103 is welded to the lower surface of the upper steel plate 101, the open T-shaped rib 103 and the upper steel plate shear stud 104-1 are collectively welded to the lower surface of the upper steel plate 101, the core bar 105 passes through the open T-shaped rib 103, and the core bar 105 is fixed at both ends to the outermost open T-shaped rib 103 by bolts; the longitudinal and transverse stiffening ribs 200 are welded to the lower surface of the lower steel plate 102; the shear stud assemblies 104 are respectively welded to the lower surface of the upper steel plate 101 and the upper surface of the lower steel plate 102; the upper surface of the lower steel plate 102 is buckled on the flange plate of the upper steel plate 101 welded with the open T-shaped rib 103, and the open T-shaped rib 103 and the lower steel plate 102 are riveted by the first rivet 106 to complete the rigid connection between the upper steel plate 101 and the lower steel plate 102, and the steel shell structure 100 and the longitudinal and transverse stiffening ribs 200 jointly form a steel structure assembly.

[0092] Specifically:

[0093] (11) The open-hole T-shaped rib 103 and the upper steel plate shear nail 104-1 are welded together on the lower surface of the upper steel plate 101;

[0094] (12) The mandrel steel bar 105 is passed through the web round hole 103-2, and the two ends of the mandrel steel bar 105 are fixed to the outermost open-hole T-shaped rib 103 by bolts, and the mandrel steel bar 105 is located in the center of the web round hole 103-2;

[0095] (13) The intermediate insert plate 402 is welded to the mandrel steel bar 105;

[0096] (14) The pull rivet hole is drilled at the corresponding position of the lower steel plate 102 and the pull rivet hole 103-4, and at the corresponding position of the bottom connecting plate open hole 405, and the second shear nail 104-2 is welded to the upper surface of the lower steel plate 102, and the second pull rivet 407 is pre-inserted into the open hole at the longitudinal end of the lower steel plate 102 to ensure the riveting of the longitudinal connecting area;

[0097] (15) The transverse stiffening assembly 201 and the longitudinal stiffening assembly 202 are welded to the lower surface of the lower steel plate 102;

[0098] (16) The first pull rivet 106 is passed through the pull rivet hole 103-4 and temporarily fixed, the lower steel plate 102 is buckled, and the pull rivet hole 102-1 is inserted into the pull rivet 106, and the rigid connection between the upper steel plate 101 and the lower steel plate 102 is completed by riveting, and the steel shell structure 100 and the longitudinal and transverse stiffening ribs 200 together form a steel structure assembly.

[0099] Step two, pouring of the inner filling concrete. The steel structure assembly is placed in an inclined position, with the side provided with the longitudinal and transverse stiffening ribs 200 on top, and the core rod steel bar 105 parallel to the horizontal plane. The concrete mixture 506 is injected at a specified flow rate between the adjacent two open-hole T-shaped ribs 103. Before the concrete mixture 506 is injected between the adjacent two open-hole T-shaped ribs 103, the concrete mixture 506 is first shaped into a thin layer flow state concrete with a thickness not greater than the distance between the lower edge of the core rod steel bar 105 and the top surface of the upper steel plate 101. At this time, the exhaust passage 507 is formed between the upper edge of the core rod steel bar 105 and the top surface of the lower steel plate 102. Then, an excitation force is applied to the thin layer flow state concrete, so that the thin layer flow state concrete gradually changes from a random flow state to an ideal flow state of uniform and stable flow along the direction of the inclined slope and flows into the space between the adjacent two open-hole T-shaped ribs 103, and the exhaust passage 507 is kept unobstructed. After the thin layer flow state concrete flows into the space between the adjacent two open-hole T-shaped ribs 103 in the ideal flow state, the excitation force is continuously applied to the thin layer flow state concrete along the inclined direction, so that the flow rate of the concrete mixture 506 in each section is equalized, until the concrete mixture 506 reaches the bottom of the steel shell structure 100 and fills the space between the lower edge of the core rod steel bar 105 and the top surface of the upper steel plate 101. When the concrete mixture 506 flows to the bottom of the steel shell structure 100, it gradually accumulates and backfills the exhaust passage 507. As the height of the concrete mixture 506 increases by a specified height from bottom to top, the frequency of the excitation force in the corresponding section is adjusted, and the output of the excitation force in the corresponding section is stopped after vibration for a specified length of time, so as to discharge the internal bubbles. Until the concrete mixture 506 fills the entire exhaust passage 507, the concrete mixture 506 is then cured to obtain a steel shell-concrete composite orthotropic bridge deck panel unit.

[0100] Specifically, the present step comprises:

[0101] (21) The steel structure assembly is placed on an inclined support, with the upper steel plate placed at the bottom and the T-shaped stiffening placed at the top. The lower hopper 501, the shaping lower section 502, the transition section 504 and the steel structure assembly are connected in sequence from top to bottom. After the concrete mixture 506 enters the lower hopper 501, the flow is controlled by the adjusting valve plate 503. The concrete mixture 506 in the batch enters the lower hopper is shaped into a thin layer flow state concrete with a thickness not greater than the distance between the lower edge of the core rod steel bar 105 and the top surface of the upper steel plate 101, and flows naturally into the transition section 504 along the inclined slope;

[0102] (22) In the transition section, a high-frequency vibration unit is arranged. After the concrete mixture 506 enters the transition section 504, it continues to flow under the combined action of gravity and the external vibration unit 505 excitation force, overcoming the resistance of the upper steel plate shear pins 104-1, and gradually transforms the thin layer of flowable concrete from a random flow state to an ideal flow state of uniform and stable flow along the direction of the inclined slope, and keeps the exhaust passage 507 between the concrete mixture 506 and the bottom steel plate 102 unobstructed;

[0103] (23) The concrete mixture enters the interior of the steel shell structure 100 in an ideal flow state. The bottom of the upper steel plate 101 is provided with a vibration unit 505. The external vibration unit 505 is arranged in a manner that multiple vibration units are synchronized in the transverse direction and the frequency of vibration is varied in the longitudinal direction. The frequency of the external vibration unit 505 gradually decreases from the bottom to the top, so that it resonates with the flowable concrete mixture and excites the thixotropic properties of the flowable concrete, overcoming the resistance of the upper steel plate shear pins 104-1, so that the flow rate of the concrete mixture 506 in each section is equal, realizing the coordination of vibration frequency and flow rate. The concrete mixture 506 can continuously and uniformly flow downward until the concrete mixture 506 reaches the bottom of the steel shell structure 100 and fills the space between the lower edge of the core bar reinforcement 105 and the top surface of the upper steel plate 101. During this process, all external vibration units 505 remain open;

[0104] (24) The concrete mixture 506 flows to the bottom of the steel shell structure 100 and gradually accumulates to backfill the exhaust passage 507. As the liquid level of the concrete mixture rises by 1 m from bottom to top, the frequency of the external vibration unit 505 in the corresponding section is adjusted to high frequency. After 30 seconds of vibration, it automatically stops, uses high-frequency excitation force to expel internal bubbles, and achieves the effect of dense exhaust. As the material level rises, the external vibration unit 505 is gradually turned off from bottom to top;

[0105] (25) The opening of the regulating valve 503 is continuously maintained, so that the liquid level of the concrete mixture 506 gradually backfills until it fills the transition section 504. All external vibration units 505 are turned off, the transition section 504 is removed, and the internal concrete mixture is poured out to avoid all defects accumulated at the end of the bridge deck slab. All concrete mixtures 506 inside the steel shell structure assembly are retained. The transition section 504 can be reused after being washed after the steel shell-concrete orthotropic composite bridge deck slab unit is completed.

[0106] (26) When the concrete age meets the strength requirements for lifting and removal, the completed steel shell-concrete orthotropic composite bridge deck slab is lifted off the pouring rack and enters the curing stage.

[0107] Step three, connection of adjacent steel shell-concrete orthotropic composite bridge deck panel units. The plate end connection structure 400 is used to connect adjacent steel shell-concrete composite orthotropic bridge deck panel units, and the fabrication of the steel shell-concrete composite orthotropic bridge deck panel structure is completed. Specifically:

[0108] (31) Weld the upper steel plate 101 and the intermediate connecting plate 403 of the adjacent bridge deck panel plate end connecting assembly in sequence;

[0109] (32) The bottom connecting plate 404 is connected by cold riveting, and the connection between the bridge deck panel steel structures is completed;

[0110] (33) The cavity surrounded by the upper steel plate 101, the intermediate connecting plate 403 and the bottom connecting plate 404 is filled with reinforced concrete 408, which serves as the support boundary for the out-of-plane deformation of the steel plate.

[0111] (34) Connect the longitudinal and transverse stiffening ribs of adjacent bridge deck panels.

[0112] Thus, the connection of the bridge deck panel units is completed, and the fabrication of the bridge deck panel is completed.

[0113] Based on the above embodiment or a combination of multiple embodiments, according to another aspect of the present application, a concrete pouring device 500 for fabricating a steel shell-concrete composite orthotropic bridge deck panel structure is also provided, which comprises:

[0114] A support base with an inclined top surface;

[0115] A plurality of external vibration units 505 arranged along the inclined surface and fixed on the support base, the plurality of external vibration units 505 are arranged in parallel along the horizontal direction, each external vibration unit 505 comprises a jig 505-1 arranged on the support base and a plurality of vibrators 505-2 arranged on the bottom of the jig 505-1, the plurality of vibrators 505-2 are arranged in transverse intervals along the jig 505-1;

[0116] A transition section 504 arranged on the top of the support base and connected with the top surface of the jig 505-1, the transition section 504 comprises a hollow shell, the top surface of the shell is a transparent top plate 504-1 for real-time observation of the flow state of the internal concrete mixture 506, the hollow structure of the shell is provided with a shear bolt assembly 104 and a core bar reinforcement 105 which are arranged in the same manner as the internal structure of the steel shell structure 100;

[0117] A lower hopper 501 arranged on the top of the transition section 504, the lower hopper 501 is provided with an adjusting valve plate 503 at the bottom;

[0118] A shaping lower section 502 arranged between the lower hopper 501 and the transition section 504.

[0119] In the above embodiment, the transition section 504 has the same structure as the steel shell structure 100, except that the steel shell structure 100 is composed of an upper steel plate and a lower steel plate to form a shell structure, while the transition section 504 is composed of a transition section transparent top plate 504-1 and a transition section bottom plate 504-2 to form a shell structure, and the internal structure of the shell structure is the same. The top and bottom ends of the transition section are connected to the shaping and discharging section of the lower hopper and the steel shell structure, respectively, using quick release devices. Inside the transition section, the same slurry blocking objects as in the steel shell structure are arranged, i.e. shear pins and core steel bars; outside the transition section, the same external vibration unit arrangement as at the bottom of the steel shell structure is used. The top surface of the transition section is sealed with a transition section transparent top plate for real-time observation of the internal concrete mixture flow state.

[0120] Based on the above embodiment or a combination of multiple embodiments, the concrete pouring device 500 has multiple vibrators (505-2) arranged in the transverse bridge and longitudinal bridge directions, wherein the multiple vibrators 505-2 in the transverse bridge direction are synchronized, the vibrators 505-2 in the longitudinal bridge direction are frequency-varying in different zones, the frequency of the vibrators 505-2 gradually decreases from the bottom to the top, the frequency of the vibrators 505-2 resonates with the flowing concrete mixture, the thixotropic properties of the flowing concrete are excited, the resistance of the first shear pins 104-1 is overcome, the flow rates of the concrete mixture 506 in different zones are equalized, the vibration frequency and the flow rate are coordinated, and the concrete mixture 506 can continuously and uniformly flow downward.

[0121] Based on the above embodiment or a combination of multiple embodiments, according to another aspect of the present application, a working method of a concrete pouring device 500 for manufacturing a steel shell-concrete composite orthotropic bridge deck panel structure is also provided,

[0122] which comprises the following steps:

[0123] Step one: the concrete mixture 506 placed in the lower hopper 501 flows into the shaping and discharging section 502 at a specified flow rate, and the vibrator 505-2 at the bottom of the shaping and discharging section 502 applies an excitation force to the concrete mixture 506 to shape the concrete mixture 506 to a specified thickness. Specifically, the steel structure assembly is placed on an inclined support, with the upper steel plate at the bottom and the T-shaped stiffener at the top. The lower hopper 501, the shaping and discharging section 502, the transition section 504 and the steel structure assembly are connected in sequence from top to bottom. After the concrete mixture 506 enters the lower hopper 501, the flow is controlled by adjusting the valve plate 503, and the batch of concrete mixture 506 entering the lower hopper is shaped into a thin layer of flowing concrete with a thickness not greater than the distance between the lower edge of the core steel bar 105 and the top surface of the upper steel plate 101, and then flows naturally into the transition section 504 along the inclined slope.

[0124] Step two, the concrete mixture 506 of specified thickness enters the transition section 504, the vibrator 505-2 at the bottom of the transition section 504 applies exciting force to the concrete mixture 506, under the joint action of gravity and exciting force, the concrete mixture 506 of specified thickness gradually transforms from random flow state to ideal flow state of uniform and stable flow along the direction of inclined slope, and the exhaust passage 507 is kept unblocked. Specifically, the high-frequency vibration unit is arranged at the transition section, after the concrete mixture 506 enters the transition section 504, under the joint action of gravity and the exciting force of the external vibration unit 505, the thin-layer flow state concrete continues to flow against the resistance of the shear pins 104-1, and gradually transforms from random flow state to ideal flow state of uniform and stable flow along the direction of inclined slope, and the exhaust passage 507 between the concrete mixture 506 and the bottom steel plate 102 is kept unblocked.

[0125] Step three, the concrete mixture 506 in ideal flow state flows into the steel shell structure 100 arranged at the bottom end of the transition section 504, the vibrator 505-2 at the bottom surface of the steel shell structure 100 applies exciting force to the concrete mixture 506 along the inclined direction, so that the flow rate of the concrete mixture 506 in each section of the steel shell structure 100 is equal until the concrete mixture 506 reaches the bottommost part of the steel shell structure 100 and fills the space between the lower edge of the core bar reinforcement 105 and the top surface of the upper steel plate 101. Specifically, the concrete mixture enters the steel shell structure 100 in ideal flow state, the external vibration unit 505 is arranged at the bottom of the upper steel plate 101, the arrangement mode of the external vibration unit 505 is: transverse multiple vibration units are synchronized, longitudinal partition variable frequency vibration is coordinated, the frequency of the external vibration unit 505 gradually decreases from the bottom to the top, so as to resonate with the flow state concrete mixture, excite the thixotropic property of the flow state concrete, overcome the resistance of the shear pins 104-1 of the upper steel plate, make the flow rate of the concrete mixture 506 in each section equal, realize the coordination of vibration frequency and flow rate, and the concrete mixture 506 can continuously and uniformly flow downward until the concrete mixture 506 reaches the bottommost part of the steel shell structure 100 and fills the space between the lower edge of the core bar reinforcement 105 and the top surface of the upper steel plate 101, in this process, all external vibration units 505 are kept open.

[0126] Step 4: The concrete mixture 506 flows to the bottom of the steel shell structure 100 and gradually fills the venting channel 507. From bottom to top, as the height of the concrete mixture 506 increases by a specified height, the frequency of the excitation force of the corresponding section is increased. After vibrating for a specified time, the output of the excitation force of the corresponding section is stopped to expel internal air bubbles until the concrete mixture 506 fills the transition section 504. Then, the vibrator 505-2 is turned off. Specifically, the concrete mixture 506 flows to the bottom of the steel shell structure 100 and gradually accumulates to backfill the venting channel 507. From bottom to top, as the concrete mixture level rises by 1m, the frequency of the corresponding section's external vibration unit 505 is adjusted to high frequency. After vibrating for 30 seconds, it automatically stops, using high-frequency excitation force to expel internal air bubbles, achieving a dense venting effect. As the material level rises, the external vibration unit 505 is gradually closed from bottom to top. The regulating valve 503 is kept open, allowing the concrete mixture 506 to gradually backfill until the transition section 504 is filled. All external vibration units 505 are then closed, the transition section 504 is removed, and the internal concrete mixture is poured out to avoid all accumulated defects at the bridge deck end. All concrete mixture 506 within the steel shell structure component is retained. The transition section 504 can be reused after rinsing following the completion of the steel shell-concrete orthotropic composite bridge deck unit.

[0127] The stiffness of the steel-concrete composite orthotropic bridge deck in this embodiment is 60 times that of the steel top plate of the traditional steel orthotropic bridge deck. It solves the fatigue problem of the stiffening ribs and welds of the steel top plate of the steel orthotropic bridge deck, and avoids the problem of easy cracking and significant stiffness reduction of the traditional composite bridge deck under negative bending moment. It fully utilizes the performance of steel shell and concrete, and solves the problem of excessive weight of traditional steel-concrete composite bridge decks.

[0128] Those skilled in the art will readily understand that the above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A steel-shell-concrete composite orthotropic bridge deck structure, characterized in that, The bridge deck comprises multiple steel-shell-concrete composite orthotropic bridge deck units. Each steel-shell-concrete composite orthotropic bridge deck unit includes: a steel shell structure (100), an inner-fill concrete (300) disposed within the steel shell structure (100), longitudinal and transverse stiffening ribs (200) disposed at the bottom of the steel shell structure (100), and a plate end connection structure (400) connecting adjacent steel-shell-concrete composite orthotropic bridge deck units. The steel shell structure (100) includes a parallel upper steel plate (101), a lower steel plate (102), and multiple parallel mandrel steel bars (105). Multiple perforated T-shaped ribs (103) are provided between the upper steel plate (101) and the lower steel plate (102) and are arranged parallel to each other along the longitudinal direction of the bridge deck. The mandrel steel bars (105) are provided through the perforated T-shaped ribs (103). The steel shell structure (100) also includes multiple A shear stud assembly (104) for anchoring the upper steel plate (101) and lower steel plate (102) in the inner-fill concrete (300) is provided. The perforated T-shaped rib web (103-1) of the T-shaped stiffening rib (103) is welded to the upper steel plate (101), and the flange plate (103-3) is riveted to the lower steel plate (102), thereby anchoring the upper steel plate (101) and lower steel plate (102) with the shear stud assembly (104) attached in a confined space. The steel plates (102) are connected to form a steel shell structure (100) that can share the load. The reinforced concrete tenon and shear stud assembly (104) formed by the perforated T-ribs (103) and the core bar (105) anchor the upper steel plate (101) and the lower steel plate (102) in the inner filling concrete (300), so that the steel shell structure (100) and the inner filling concrete (300) form a steel shell-concrete composite plate that is deformable and shares the load.

2. The steel-concrete composite orthotropic bridge deck structure according to claim 1, characterized in that, The perforated T-shaped rib web (103-1) is provided with a web circular hole (103-2) for accommodating the core bar (105) through which it passes. The perforated T-shaped rib face plate and the lower steel plate (102) are fixedly connected by a first rivet (106).

3. The steel-concrete composite orthotropic bridge deck structure according to claim 2, characterized in that, The spacing of the perforated T-ribs (103) along the transverse bridge direction is 600-800mm, the vertical position of the web round holes (103-2) is in the middle of the web of the perforated T-ribs (103-1), and the longitudinal spacing of adjacent web round holes (103-2) is 100-300mm.

4. The steel-concrete composite orthotropic bridge deck structure according to claim 1, characterized in that, The shear stud assembly (104) includes an upper steel plate shear stud (104-1) fixedly connected to the upper steel plate (101) and a lower steel plate shear stud (104-2) fixedly connected to the lower steel plate (102). The longitudinal and transverse spacing of the upper steel plate shear stud (104-1) is 120-220mm. The arrangement spacing of the lower steel plate shear stud (104-2) is the same as that of the upper steel plate shear stud (104-1), but the upper steel plate shear stud (104-1) and the lower steel plate shear stud (104-2) are arranged in a staggered manner in the longitudinal direction, with a longitudinal staggered spacing range of 60-110mm.

5. The steel-concrete composite orthotropic bridge deck structure according to claim 1, characterized in that, The total thickness of the steel shell structure (100) is 8 to 12 cm, and the thickness of the upper steel plate (101) and the lower steel plate (102) is no more than 1 / 8 of the thickness of the steel shell structure (100).

6. The steel-concrete composite orthotropic bridge deck structure according to claim 1, characterized in that, The inner filling concrete (300) is made of ordinary concrete, high-performance concrete, fiber concrete or ultra-high-performance concrete according to the stress requirements of the steel-concrete composite orthotropic bridge deck.

7. A steel-concrete composite orthotropic bridge deck structure according to claim 1, characterized in that, The plate end connection structure (400) includes an intermediate insert plate assembly (402) and an intermediate connecting plate (403) disposed on the same horizontal plane. The intermediate insert plate assembly (402) is used to connect the core rods (105) at both ends of the steel shell structure (100) in the transverse direction. The intermediate connecting plate (403) is used to connect two adjacent intermediate insert plate assemblies (402). In this way, the connection between the intermediate insert plate (402) and the inner filling concrete (300) is enhanced, so that the intermediate insert plate (402) and the inner filling concrete (300) form a whole working together. At the same time, the intermediate insert plate (402) connects the inner filling concrete (300) of the adjacent steel shell-concrete composite orthotropic bridge deck structure, transforming the connection between concrete into the connection of steel plates, thus eliminating the weak link of the concrete connection.

8. A steel-concrete composite orthotropic bridge deck structure according to claim 7, characterized in that, The intermediate insert plate assembly (402) includes a first intermediate insert plate (402-1), a second intermediate insert plate (402-2), and a third intermediate insert plate (402-3) arranged sequentially from the transverse center of the steel shell structure (100) to both ends. The third intermediate insert plate (402-3) is connected at one end to the core bar (105) and at the other end to the intermediate connecting plate (403).

9. A steel-concrete composite orthotropic bridge deck structure according to claim 8, characterized in that, The first intermediate insert plate (402-1), the second intermediate insert plate (402-2), and the third intermediate insert plate (402-3) are each provided with a plurality of insert plate round holes (409).

10. A steel-concrete composite orthotropic bridge deck structure according to claim 7, characterized in that, The plate end connection structure (400) further includes a weld (406) connecting two adjacent upper steel plates (101) and a bottom connecting steel plate (404) connecting two adjacent lower steel plates (102). The bottom connecting steel plate (404) is fixedly connected to the lower steel plate (102) by a second rivet (407).

11. A steel-concrete composite orthotropic bridge deck structure according to claim 7, characterized in that, The plate end connection structure (400) further includes an end variable cross-section T-rib (401), which is provided at both ends of the perforated T-rib (103) and integrally formed with the perforated T-rib (103). The end variable cross-section T-rib (401) is provided between the upper steel plate (101) and the lower steel plate (102), and its end is provided with an arc-shaped variable cross-section, so that a cavity is formed between the upper steel plate (101), the bottom connecting steel plate (404), and the end variable cross-section T-rib (401). The cavity is filled with reinforced concrete (408) to form internal support constraints.

12. A steel-concrete composite orthotropic bridge deck structure according to any one of claims 1-11, characterized in that, The longitudinal and transverse stiffening ribs (200) include multiple transverse stiffening components (201) arranged in parallel along the transverse direction and multiple longitudinal stiffening components (202) arranged in parallel along the longitudinal direction. The spacing between adjacent transverse stiffening components (201) is 2000-4000 mm; the spacing between adjacent longitudinal T-shaped stiffening components (201) is 900-1800 mm.

13. A method for manufacturing a steel-shell-concrete composite orthotropic bridge deck structure, characterized in that, Includes the following steps: Step 1: Weld the perforated T-rib (103) to the lower surface of the upper steel plate (101), weld the perforated T-rib (103) and the upper steel plate shear nail (104-1) together to the lower surface of the upper steel plate (101), pass the mandrel steel bar (105) through the perforated T-rib (103), and fix both ends of the mandrel steel bar (105) to the outermost perforated T-rib (103) with bolts; The longitudinal and transverse stiffening ribs (200) are welded to the lower surface of the lower steel plate (102); Weld shear studs (104-2) to the upper surface of the lower steel plate (102); Rivet holes (102-1) are drilled at positions corresponding to the rivet holes (103-4) of the T-shaped stiffening ribs and at positions corresponding to the openings (405) of the bottom connecting plate. At the same time, shear studs (104-2) of the lower steel plate are welded to the upper surface of the lower steel plate (102). Rivets (407) are pre-inserted into the openings (102-2) at the longitudinal ends of the lower steel plate (102). The upper surface of the lower steel plate (102) is fastened to the flange plate of the T-shaped rib (103) with opening welded to the upper steel plate (101). The T-shaped rib (103) with opening is riveted to the lower steel plate (102) by the first rivet (106) to complete the rigid connection between the upper steel plate (101) and the lower steel plate (102). The steel shell structure (100) and the longitudinal and transverse stiffening ribs (200) together form a steel structure component. Step 2: The steel structure component is placed at an angle with the side with longitudinal and transverse stiffening ribs (200) facing up. Concrete mixture (506) is injected between two adjacent T-shaped ribs (103) at a specified flow rate. Before the concrete mixture (506) is injected between the two adjacent T-shaped ribs (103), the concrete mixture (506) is shaped into a thin layer of flowing concrete with a thickness not greater than the distance between the lower edge of the core bar (105) and the top surface of the upper steel plate (101). At this time, an exhaust channel (507) is formed between the upper edge of the core bar (105) and the top surface of the lower steel plate (102). Then, an excitation force is applied to the thin layer of flowing concrete, so that the thin layer of flowing concrete gradually changes from a random flow state to an ideal flow state of uniform and stable flow along the inclined slope direction, and flows into the space between the two adjacent T-shaped ribs (103), keeping the exhaust channel (507) unobstructed. Step 3: After the thin-layer flowable concrete flows into the space between two adjacent open T-ribs (103) from the ideal flow state, the excitation force is continued to be applied to the thin-layer flowable concrete along the inclined direction so that the flow velocity of the concrete mixture (506) is equal in each section until the concrete mixture (506) reaches the bottom of the steel shell structure (100) and fills the space between the lower edge of the core bar (105) and the top surface of the upper steel plate (101). Step 4: The concrete mixture (506) flows to the bottom of the steel shell structure (100) and gradually fills the venting channel (507). From bottom to top, as the height of the concrete mixture (506) increases by a specified height, the frequency of the excitation force of the corresponding section is increased. After vibrating for a specified time, the output of the excitation force of the corresponding section is stopped to expel internal air bubbles until the concrete mixture (506) fills the entire venting channel (507). Then the concrete mixture (506) is cured to obtain the steel shell-concrete composite orthotropic bridge deck unit. Step 5: Use plate end connection structure (400) to connect adjacent steel shell-concrete composite orthotropic bridge deck units to complete the fabrication of the steel shell-concrete composite orthotropic bridge deck structure.

14. The method for manufacturing a steel-concrete composite orthotropic bridge deck structure according to claim 13, characterized in that, Step one specifically includes the following steps: (11) The perforated T-rib (103) and the upper steel plate shear nail (104-1) are welded together to the lower surface of the upper steel plate (101); (12) Pass the mandrel (105) through the web hole (103-2), and fix both ends of the mandrel (105) to the outermost T-rib (103) with bolts. The mandrel (105) is located in the center of the web hole (103-2). (13) Weld the intermediate insert plate (402) to the core rod steel bar (105); (14) Drill rivet holes at the corresponding positions of the rivet holes (103-4) on the lower steel plate (102) and the corresponding positions of the openings (405) on the bottom connecting plate. At the same time, weld the second shear nail (104-2) to the upper surface of the lower steel plate (102). Pre-insert the second rivet (407) into the opening at the longitudinal end of the lower steel plate (102) to ensure the riveting of the longitudinal connection area. (15) Weld the horizontal stiffening assembly (201) and the longitudinal stiffening assembly (202) to the lower surface of the lower steel plate (102); (16) Pass the first rivet (106) through the rivet hole (103-4) and fix it temporarily. Turn the lower steel plate (102) over and insert the rivet hole (102-1) into the rivet (106). The rigid connection between the upper steel plate (101) and the lower steel plate (102) is completed by riveting. The steel shell structure (100) and the longitudinal and transverse stiffening ribs (200) together form a steel structure component.

15. The method for manufacturing a steel-concrete composite orthotropic bridge deck structure according to claim 13, characterized in that, In steps two and three, the excitation force is applied in the following ways: Multiple frequency-adjustable vibrators (505-2) are arranged along the transverse and longitudinal directions of the bridge. In the transverse direction, multiple vibrators (505-2) vibrate synchronously, while in the longitudinal direction, they vibrate in a coordinated manner with varying frequencies in different sections. The frequency of the vibrators (505-2) is gradually reduced from bottom to top, so that the frequency of the vibrators (505-2) resonates with the fluid concrete mixture, thereby stimulating the thixotropic properties of the fluid concrete and overcoming the resistance of the first shear nail (104-1). This ensures that the flow velocity of the concrete mixture (506) is equal in each section, achieving coordination between vibration frequency and flow velocity. The concrete mixture (506) can then flow downwards continuously, uniformly, and stably.

16. The method for manufacturing a steel-concrete composite orthotropic bridge deck structure according to claim 14, characterized in that, Step five specifically includes the following steps: (51) Weld the upper steel plate (101) and the middle connecting plate (403) of the adjacent bridge deck end connecting components in sequence; (52) The bottom connecting plate (404) is connected by cold riveting to complete the connection between the steel structures of the bridge deck; (53) The cavity formed by the upper steel plate (101), the intermediate connecting plate (403) and the bottom connecting plate (404) is filled with reinforced concrete (408) as the supporting boundary for the out-of-plane deformation of the steel plate. (54) Connect the longitudinal and transverse stiffening ribs of adjacent bridge decks.

17. A concrete pouring device (500) for fabricating a steel-concrete composite orthotropic bridge deck structure, characterized in that, include: The top surface is an inclined support base; Multiple external vibration units (505) are arranged along an inclined surface and fixed on the support base. The multiple external vibration units (505) are arranged in parallel in the horizontal direction. Each external vibration unit (505) includes a frame (505-1) on the support base and multiple vibrators (505-2) at the bottom of the frame (505-1). The multiple vibrators (505-2) are arranged laterally at intervals along the frame (505-1). A transition section (504) is provided at the top of the support base and connected to the top surface of the jig (505-1). The transition section (504) includes a shell with a hollow structure inside. The top surface of the shell is a transparent top plate (504-1) for real-time observation of the flow state of the internal concrete mixture (506). The hollow structure of the shell is provided with shear stud assembly (104) and core bar (105) that are the same as and corresponding to the internal structure of the steel shell structure (100). A hopper (501) is provided at the top of the transition section (504), and an adjusting valve plate (503) is provided at the bottom of the hopper (501); A shaping and unloading section (502) is provided between the unloading hopper (501) and the transition section (504).

18. The concrete pouring device (500) for fabricating a steel-concrete composite orthotropic bridge deck structure as described in claim 17, characterized in that, Multiple vibrators (505-2) are arranged along the transverse and longitudinal directions of the bridge. In the transverse direction, multiple vibrators (505-2) vibrate synchronously, while in the longitudinal direction, they vibrate in a coordinated manner with varying frequencies in different zones. The frequency of the vibrators (505-2) is gradually reduced from bottom to top, so that the frequency of the vibrators (505-2) resonates with the fluid concrete mixture, thereby stimulating the thixotropic properties of the fluid concrete and overcoming the resistance of the first shear nail (104-1). This ensures that the flow velocity of the concrete mixture (506) is equal in each section, achieving coordination between vibration frequency and flow velocity. The concrete mixture (506) can then flow downward continuously, uniformly, and stably.

19. A method for operating a concrete pouring device (500) for fabricating a steel-concrete composite orthotropic bridge deck structure as described in claim 17, characterized in that, Includes the following steps: Step 1: The concrete mixture (506) placed in the feeding hopper (501) flows into the shaping feeding section (502) at a specified flow rate. The vibrator (505-2) at the bottom of the shaping feeding section (502) applies excitation force to the concrete mixture (506) to shape the concrete mixture (506) to a specified thickness. Step 2: The concrete mixture (506) of the specified thickness enters the transition section (504). The vibrator (505-2) at the bottom of the transition section (504) applies excitation force to the concrete mixture (506). Under the combined action of gravity and excitation force, the concrete mixture (506) of the specified thickness is gradually transformed from a random flow state to an ideal flow state of uniform and stable flow along the inclined slope. During this process, the exhaust channel (507) is kept unobstructed. Step 3: The concrete mixture (506) in an ideal flow state flows into the interior of the steel shell structure (100) located at the bottom of the transition section (504). The vibrator (505-2) on the bottom surface of the steel shell structure (100) applies an excitation force to the concrete mixture (506) in the inclined direction, so that the flow velocity of the concrete mixture (506) in each section of the steel shell structure (100) is equal until the concrete mixture (506) reaches the bottom of the steel shell structure (100) and fills the space between the lower edge of the core bar (105) and the top surface of the upper steel plate (101). Step 4: The concrete mixture (506) flows to the bottom of the steel shell structure (100) and gradually fills the venting channel (507). As the height of the concrete mixture (506) increases by a specified height from bottom to top, the frequency of the excitation force of the corresponding section is increased. After vibrating for a specified time, the output of the excitation force of the corresponding section is stopped to expel internal air bubbles until the concrete mixture (506) fills the transition section (504) and the vibrator (505-2) is turned off.

20. The working method of the concrete pouring device (500) for fabricating a steel-concrete composite orthotropic bridge deck structure according to claim 21, characterized in that, Multiple vibrators (505-2) are arranged along the transverse and longitudinal directions of the bridge. In the transverse direction, multiple vibrators (505-2) vibrate synchronously, while in the longitudinal direction, they vibrate in a coordinated manner with varying frequencies in different zones. The frequency of the vibrators (505-2) is gradually reduced from bottom to top, so that the frequency of the vibrators (505-2) resonates with the fluid concrete mixture, thereby stimulating the thixotropic properties of the fluid concrete and overcoming the resistance of the first shear nail (104-1). This ensures that the flow velocity of the concrete mixture (506) is equal in each section, achieving coordination between vibration frequency and flow velocity. The concrete mixture (506) can then flow downward continuously, uniformly, and stably.