Steel shell-concrete composite orthotropic bridge deck slab structure and preparation method

Abstract

The invention belongs to the technical field of bridge engineering, and particularly discloses a steel shell-concrete composite orthotropic bridge deck slab structure and a preparation method. Comprising an upper steel plate, a lower steel plate and a plurality of perforated T-shaped ribs, the upper steel plate and the lower steel plate are arranged in parallel, the perforated T-shaped ribs are arranged in parallel in the longitudinal direction, webs of the perforated T-shaped ribs are welded to the upper steel plate, and flanges of the perforated T-shaped ribs are riveted to the lower steel plate. The upper steel plate and the lower steel plate are connected to form a steel shell structure, and the upper steel plate and the lower steel plate are anchored in the filled concrete through the reinforced concrete tenons and the shear studs formed by the perforated T-shaped ribs and the core rod steel bars, so that the steel shell-concrete composite plate which is stressed together is formed. The anti-bending rigidity is large, the fatigue problem of welding seams of the stiffening ribs and the steel top plate is solved, the performance of the steel shell and concrete is fully played, and the problems that a traditional combined bridge deck slab is prone to cracking under the action of hogging moment and is too heavy are solved.

Description

Technical Field

[0001] The present invention belongs to the technical field of bridge engineering, and relates to a steel shell-concrete composite orthotropic bridge deck structure and a preparation method thereof, and more specifically, to a steel shell-concrete composite orthotropic bridge deck structure in which steel and concrete are strongly constrained from each other and a preparation method thereof. Background Art

[0002] Steel orthotropic slabs are structures that bear loads together, composed of vertical and horizontal perpendicular stiffening ribs (or diaphragms) and steel top plates. The self-weight of steel orthotropic slabs is about 1 / 4 to 1 / 5 of the self-weight of reinforced concrete bridge decks or precast prestressed concrete bridge decks. In addition, they are easy to transport and erect, have a short construction period, strong bearing capacity, and excellent tensile and compressive properties, which have helped to improve the spanning capacity of bridges and become the preferred bridge deck form for large-span bridges. The technology was proposed in the 1930s and used to build the Kurpfalz Bridge in 1950. The bridge is the world's first steel structure bridge that uses a steel orthotropic slab structure as a component of the main beam to participate in the joint force and as a lane to bear local traffic loads. It has since been widely used in steel structure bridge projects.

[0003] However, in more than 70 years of use, steel orthotropic bridge decks have also exposed several problems: First, the welding of U-ribs and steel top plates. Due to the initial defects of the welds and the residual stress of welding, the U-ribs, top steel plates and the welds connecting the two are prone to fatigue cracking; second, the welding of the U-rib sides and diaphragms. The diaphragms near the U-ribs and the welds between the U-ribs and diaphragms are prone to fatigue cracking. The main reason is that the top plate of the orthotropic bridge deck has low stiffness and large deformation, and the influence line of the bridge deck is short, which leads to frequent alternating stress changes in the above welds. The key to solving this problem is to increase the stiffness of the top plate, reduce deformation, and reduce stress amplitude. Based on this idea, domestic and foreign engineering and technical personnel proposed a steel-concrete composite bridge deck. The concrete layer can greatly improve the stiffness of the top plate, reduce the stress of the U-rib and top plate welds by more than 2 / 3, and reduce the stress of the U-rib side and diaphragm by 1 / 3. However, engineering practice has shown that traditional steel-concrete composite bridge decks have the following problems: concrete has low tensile strength and is prone to cracking under the tensile stress caused by negative bending moment, which leads to a reduction in the effective cross-section of the concrete layer, greatly reducing the stiffness and the effect of reducing the stress of the steel structure; in addition, due to the thickness and weight of the concrete layer, its weight can be more than three times that of an orthotropic steel bridge deck; the construction of the concrete layer is carried out on-site at the bridge site, and is a typical cast-in-place structure with high labor input and difficult environmental protection control.

[0004] Based on the above defects and shortcomings, this field urgently needs to propose a steel shell-concrete composite orthotropic bridge deck structure to solve the fatigue problem of the steel orthotropic bridge deck stiffening ribs and the steel top plate welds, while avoiding the problem that the traditional composite bridge deck is prone to cracking under the action of negative bending moment and the stiffness is greatly reduced. Summary of the invention

[0005] In view of the above defects or improvement needs of the prior art, the present invention provides a steel shell-concrete composite orthotropic bridge deck structure and a preparation method thereof, wherein the upper and lower steel plates attached with shear bolts are connected in a narrow space to form a steel shell structure component that can bear force together; the reinforced concrete tenons and shear bolts formed by the perforated T-shaped ribs and the core rod steel bars anchor the upper and lower steel plates in the inner filling concrete; the T-shaped stiffening ribs reduce the free plate width of the upper and lower steel plates, and together with the shear bolts form a strong constraint on the upper and lower steel plates, ensuring that the upper and lower steel plates yield in tension and compression. No elastic buckling occurs before the steel shell structure is erected, so that the material properties of the upper and lower steel plates in the structure can be fully utilized; the steel shell structure uses closed space, reinforced concrete tenons and shear bolts to strongly constrain the infill concrete, improve its crack resistance and crack restraint capacity, effectively improve the performance of the concrete structure, and combine the steel shell structure components with the infill concrete to form a steel shell-concrete composite plate with coordinated deformation and joint force; the middle plug plate converts the connection between the concrete into a connection between the steel plates, the upper steel plates of the adjacent composite plates are connected by welds, and the lower steel plates are connected to the bottom connecting steel plates by pre-pierced bolts. The stiffness of the steel shell-concrete composite orthotropic bridge deck is 60 times that of the steel top plate of the traditional steel orthotropic bridge deck, which solves the fatigue problem of the steel orthotropic bridge deck stiffening ribs and the steel top plate welds, and at the same time avoids the problem of the traditional composite bridge deck being easy to crack under the action of negative bending moment and the stiffness being greatly reduced, giving full play to the performance of the steel shell and concrete, and solving the problem of the traditional steel-concrete composite bridge deck being too heavy.

[0006] To achieve the above-mentioned purpose, according to one aspect of the present invention, a steel shell concrete composite orthotropic bridge deck structure is proposed, comprising a plurality of steel shell-concrete composite orthotropic bridge deck units, each of which comprises: a steel shell structure, an 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 plate end connection structure connecting adjacent steel shell concrete composite orthotropic bridge deck units, wherein the steel shell structure comprises an upper steel plate and a lower steel plate arranged in parallel, and a plurality of mandrel steel bars arranged in parallel along the longitudinal direction of the bridge deck are arranged between the upper steel plate and the lower steel plate. The open T-shaped rib, the core rod steel bar is arranged through the open T-shaped rib, the steel shell structure also includes a plurality of shear bolt assemblies for anchoring the upper steel plate and the lower steel plate in the inner filling concrete, the open T-shaped rib web of the T-shaped stiffening rib is welded to the upper steel plate, and the flange plate is riveted to the lower steel plate, so that the upper steel plate and the lower steel plate attached with the shear bolt assembly are connected to form a steel shell structure that can bear force together in a narrow space, and the reinforced concrete tenon and shear bolt assembly formed by the open T-shaped rib and the core rod steel bar anchor the upper steel plate and the lower steel plate in the inner filling concrete, so that the steel shell structure and the inner filling concrete are combined to form a steel shell concrete composite plate with coordinated deformation and joint force.

[0007] As a further preferred embodiment, the perforated T-shaped rib web is provided with a web circular hole for accommodating the core rod steel bar to pass through, and the perforated T-shaped rib panel is fixedly connected to the lower steel plate by a first rivet.

[0008] As a further preferred embodiment, the spacing of the perforated T-shaped ribs along the transverse direction is 600-800 mm, the vertical position of the web circular holes is in the middle of the web of the perforated T-shaped ribs, and the longitudinal spacing of adjacent web circular holes is 100-300 mm.

[0009] As a further preferred embodiment, the shear bolt assembly includes upper steel plate shear nails fixedly connected to the upper steel plate and lower steel plate shear nails fixedly connected to the lower steel plate, the longitudinal and transverse spacings of the upper steel plate shear nails are both 120 to 220 mm, the spacing of the lower steel plate shear nails is the same as that of the upper steel plate shear nails, but the upper steel plate shear nails and the lower steel plate shear nails are arranged in a longitudinal staggered manner, and the longitudinal staggered spacing range is 60 to 110 mm.

[0010] As a further preference, the total thickness of the steel shell structure is 8 to 12 cm, and the thickness of the upper steel plate and the lower steel plate is not greater than 1 / 8 of the thickness of the steel shell structure.

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

[0012] As a further preferred embodiment, the plate end connection structure includes an intermediate plug plate assembly and an intermediate connecting plate arranged on the same horizontal plane, the intermediate plug plate assembly is used to connect the specified core rod steel bars at both ends of the steel shell structure in the horizontal direction, and the intermediate connecting plate is used to connect two adjacent intermediate plug plate assemblies. In this way, the connection between the intermediate plug plates and the inner filling concrete is enhanced, so that the intermediate plug plates and the inner filling concrete form a working whole. At the same time, the intermediate plug plates connect the inner filling concrete of the adjacent steel shell concrete composite orthotropic bridge deck structure, converting the connection between the concrete into a connection of the steel plates, eliminating the weak link of the concrete connection.

[0013] As a further preferred embodiment, the intermediate plug plate assembly includes a first intermediate plug plate, a second intermediate plug plate and a third intermediate plug plate arranged in sequence from the transverse center of the steel shell structure to both ends, wherein one end of the third intermediate plug plate is connected to the core rod steel bar, and the other end is connected to the intermediate connecting plate.

[0014] As a further preferred embodiment, the first middle plug board, the second middle plug board and the third middle plug board are each provided with a plurality of plug board circular holes.

[0015] As a further preference, the plate end connection structure also includes a weld 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 to the lower steel plates by a second rivet.

[0016] As a further preferred embodiment, the plate end connection structure also includes an end variable-section T-shaped rib, which is arranged at both ends of the open hole T-shaped rib and is integrally formed with the open hole T-shaped rib. The end variable-section T-shaped rib is arranged between the upper steel plate and the lower steel plate, and an arc-shaped variable section is provided at its end, so that a cavity is formed between the upper steel plate, the bottom connecting steel plate, and the end variable-section T-shaped rib, and the cavity is filled with reinforced concrete to form an internal support constraint.

[0017] As a further preferred embodiment, the longitudinal and transverse stiffening ribs include a plurality of transverse stiffening assemblies arranged in parallel in the transverse direction and a plurality of longitudinal stiffening assemblies arranged in parallel in the longitudinal direction;

[0018] As a further preferred embodiment, the spacing between adjacent transverse stiffening assemblies is 2000-4000 mm; the spacing between adjacent longitudinal T-shaped stiffeners is 900-1800 mm.

[0019] According to another aspect of the present invention, there is provided a method for manufacturing a steel shell-concrete composite orthotropic bridge deck structure, comprising the following steps:

[0020] Step 1: Weld the perforated T-shaped rib to the lower surface of the upper steel plate, weld the perforated T-shaped rib and the upper steel plate shear nails to the lower surface of the upper steel plate, pass the mandrel steel bar through the perforated T-shaped rib, and fix the two ends of the mandrel steel bar to the outermost perforated T-shaped rib with bolts;

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

[0022] Drill rivet holes at the positions corresponding to the rivet holes of the lower steel plate and the openings of the bottom connecting plate, and weld the shear nails of the lower steel plate to the upper surface of the lower steel plate; insert rivets in advance into the openings at the longitudinal ends of the lower steel plate;

[0023] The upper surface of the lower steel plate is buckled onto the flange plate welded to the perforated T-shaped rib of the upper steel plate, and the perforated T-shaped rib is riveted to the lower steel plate through a first rivet piece 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 together form a steel structure assembly;

[0024] Step 2: Place the steel structure component at an angle, with the side provided with longitudinal and transverse stiffening ribs on the top, and inject a concrete mixture between 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 fluid concrete with a thickness not greater than the distance between the lower edge of the core rod steel bar and the top surface of the upper steel plate. At this time, an exhaust channel is formed between the upper edge of the core rod steel bar and the top surface of the lower steel plate. Then, an exciting force is applied to the thin layer of fluid concrete, so that the thin layer of fluid concrete is gradually transformed from a chaotic flow state to an ideal flow state of uniform and stable flow along the inclined slope direction, and flows into between the two adjacent open T-shaped ribs to keep the exhaust channel unobstructed.

[0025] Step 3: After the thin layer of flowable concrete flows into the space between two adjacent T-shaped ribs with holes from an ideal flow state, an exciting force is continuously applied to the thin layer of flowable concrete in an inclined direction so that the flow velocity of the concrete mixture in each section is equal, until the concrete mixture reaches the bottom of the steel shell structure and fills the space between the lower edge of the core rod steel bar and the top surface of the upper steel plate;

[0026] Step 4: The concrete mixture flows to the bottom of the steel shell structure and gradually accumulates to fill the exhaust channel. From bottom to top, as the height of the concrete mixture increases by a specified height, the frequency of the exciting force of the corresponding section is increased. After vibrating for a specified time, the output of the exciting force of the corresponding section is stopped to discharge the internal bubbles until the concrete mixture fills the entire exhaust channel. The concrete mixture is then cured to obtain a steel shell concrete composite orthotropic bridge deck unit.

[0027] Step five: Adjacent steel shell concrete composite orthotropic bridge deck units are connected by using a plate end connection structure to complete the fabrication of the steel shell concrete composite orthotropic bridge deck structure.

[0028] As further preferred, the step 1 specifically includes the following steps:

[0029] Weld the perforated T-shaped rib and the upper steel plate shear nails together to the lower surface of the upper steel plate;

[0030] Pass the mandrel steel bar through the circular hole of the web plate, fix the two ends of the mandrel steel bar to the T-shaped rib with the outermost opening with bolts, and the mandrel steel bar is located in the center of the circular hole of the web plate;

[0031] Weld the middle insert plate to the core rod reinforcement;

[0032] Drill rivet holes at positions corresponding to the rivet holes on the lower steel plate and at positions corresponding to the openings on the bottom connecting plate, weld the second shear nails to the upper surface of the lower steel plate, and pre-insert the second rivet into the openings at the longitudinal ends of the lower steel plate to ensure riveting of the longitudinal connecting area;

[0033] Welding the transverse stiffening assembly and the longitudinal stiffening assembly to the lower surface of the lower steel plate;

[0034] Pass the first rivet through the rivet hole and temporarily fix it, turn the lower steel plate upside down, and insert the rivet into the rivet hole to complete the rigid connection between the upper and lower steel plates through riveting. The steel shell structure and the longitudinal and transverse stiffening ribs together form a steel structure component.

[0035] As a further preferred embodiment, in step 2 and step 3, the exciting force is applied in the following manner:

[0036] A plurality of frequency-adjustable vibrators are arranged along the transverse and longitudinal directions of the bridge, wherein the multiple vibrators in the transverse direction are synchronized, and the zoned variable-frequency vibrations in the longitudinal direction are coordinated, and the frequency of the vibrator is gradually reduced from bottom to top, so that the frequency of the vibrator resonates with the fluid concrete mixture to stimulate the thixotropic properties of the fluid concrete, overcome the resistance of the first shear nail, and make the flow velocity of the concrete mixture equal in each section, so as to achieve the coordination of the vibration frequency and the flow velocity, and the concrete mixture can flow downward continuously, evenly and stably.

[0037] As further preferred, the step five specifically includes the following steps:

[0038] Sequentially weld the upper steel plates and the middle connecting plates of the adjacent bridge deck plate end connecting assemblies;

[0039] Cold riveting is used to connect the bottom connecting plates to complete the connection between the bridge deck steel structures;

[0040] The cavity surrounded by the upper steel plate, the middle connecting plate and the bottom connecting plate is poured with reinforced concrete as the supporting boundary for the out-of-plane deformation of the steel plate.

[0041] Connect the longitudinal and transverse stiffening ribs of adjacent bridge decks.

[0042] In general, the above technical solution conceived by the present invention has the following technical advantages compared with the prior art:

[0043] 1. In the present invention, the upper steel plate of the steel shell structure bears the tensile stress of the negative bending moment, and the lower steel plate of the steel shell structure bears the tensile stress of the positive bending moment. The internal filling concrete and the steel shell cooperate to bear the force, thereby avoiding the problem that the traditional composite bridge deck is easy to crack under the action of negative bending moment and the stiffness is greatly reduced.

[0044] 2. The concrete filled in the steel-concrete composite slab of the present invention anchors the upper and lower steel plates of the steel shell structure, avoiding elastic buckling of the upper and lower steel plates. Both the upper and lower steel plates of the steel shell structure can reach yield stress, giving full play to the material properties of the steel shell structure. The thickness of the upper and lower steel plates is not more than 1 / 8 of the total thickness of the composite plate, saving steel compared with the traditional orthotropic bridge deck. The upper and lower steel plates constrain the concrete, improving the crack resistance and crack restraint ability of the concrete, effectively improving the performance of the concrete structure, and the thickness can be only 1 / 3 to 1 / 4 of the concrete layer of the traditional steel-concrete composite bridge deck, solving the problem of excessive weight of the traditional steel-concrete composite bridge deck.

[0045] 3. The deformation of the steel shell and the filled concrete of the present invention is coordinated, the cross-section stress satisfies the flat cross-section assumption, the steel shell-concrete orthotropic composite bridge deck has large rigidity, 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, and the rigidity is 60 times that of the steel top plate of the traditional steel orthotropic bridge deck, which greatly improves the rigidity of the top plate. At the same time, there is no need for U-rib reinforcement. The improvement of its own rigidity and the simplification of the stiffening rib structure solve the fatigue problem of the welds between the stiffening ribs and the steel top plate of the steel orthotropic bridge deck.

[0046] 4. The steel shell structure of the present invention has a T-shaped rib with reserved anchor holes on the upper steel plate, a structure in which pre-pierced bolts are connected to the lower steel plate, and a method for manufacturing a steel shell structure assembly of a steel shell-concrete orthotropic composite bridge deck, which solves the problem of connecting the upper and lower steel plates in a narrow space.

[0047] 5. The method for pouring inner-fill concrete of the present invention allows the concrete to flow naturally through the inclined steel shell structure. At the same time, through the reasonable arrangement of the vibrator, resonance is formed with the inner-fill concrete, and its thixotropic properties are fully utilized, which significantly enhances the fluidity of the concrete and solves the problem of concrete pouring in a narrow space.

[0048] 6. The adjacent composite panel unit connection structure provided by the present invention converts the concrete connection into the steel plate connection, which not only solves the connection problem of concrete in a narrow space, but also makes the connection strength between the inner-filled concrete higher than the inner-filled concrete itself, eliminating the weak link of the concrete connection.

[0049] 7. All steel shell structural components and the pouring of internal filling concrete of the present invention are carried out in the factory, with a high degree of mechanization, less labor input, and easy environmental protection control.

[0050] 8. During installation, the T-shaped steel cross ribs on the lower steel plate are 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-drawn riveted to complete the connection between the bridge panels. All connections are mechanical connections; during maintenance, it is only necessary to release the mechanical connection between the bridge panel and the steel beam and between the bridge panels to replace the damaged components. The modular installation and disassembly of the bridge panel is realized, and the construction efficiency and maintenance efficiency are improved. BRIEF DESCRIPTION OF THE DRAWINGS

[0051] Figure 1 It is a structural schematic diagram of a steel shell concrete composite orthotropic bridge deck structure involved in an embodiment of the present invention;

[0052] Figure 2 is a structural schematic diagram of a steel shell structure involved in an embodiment of the present invention;

[0053] Figure 3 It is a schematic structural diagram of longitudinal and transverse stiffening ribs involved in an embodiment of the present invention;

[0054] Figure 4 It is a schematic diagram of the installation process of a steel shell concrete composite orthotropic bridge deck structure involved in an embodiment of the present invention;

[0055] Figure 5 is a cross-sectional view in the transverse direction of a steel shell concrete composite orthotropic bridge deck structure involved in an embodiment of the present invention;

[0056] Figure 6 is a structural schematic diagram of a board end connection structure involved in an embodiment of the present invention;

[0057] Figure 7 is a front structural schematic diagram of a concrete pouring device involved in an embodiment of the present invention;

[0058] Figure 8 is a schematic diagram of the back structure of the concrete pouring device involved in an embodiment of the present invention;

[0059] Fig. 9 It is a longitudinal cross-sectional view of a concrete pouring device according to an embodiment of the present invention.

[0060] In all the drawings, the same reference numerals represent the same technical features, specifically:

[0061] 100- steel shell structure, 101- upper steel plate, 102- lower steel plate, 102-2- rivet hole, 103- perforated T-shaped rib, 103-1- perforated T-shaped rib web, 103-2- web circular hole, 103-3- flange plate, 103-4- rivet hole, 104- shear stud assembly, 104-1- first shear stud, 104-2- second shear stud, 105- mandrel steel bar, 106- first rivet,

[0062] 200-longitudinal and transverse stiffening ribs, 201-transverse stiffening assembly, 201-1-transverse stiffening web, 201-2-transverse stiffening panel, 202-longitudinal stiffening assembly, 202-1-longitudinal stiffening web, 202-2-longitudinal stiffening panel,

[0063] 300-filled with concrete,

[0064] 400-plate end connection structure, 401-end variable cross-section T-shaped rib, 402-middle plug assembly, 402-1-first middle plug, 402-2-second middle plug, 402-3-third middle plug, 403-middle connecting plate, 404-bottom connecting steel plate, 405-bottom connecting plate opening, 406-weld, 407-second rivet, 408-reinforced concrete, 409-plug round hole,

[0065] 500-concrete pouring device, 501-discharging hopper, 502-shaping discharging section, 503-regulating 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-tire frame, 505-2-vibrator, 506-concrete mixture, 507-exhaust channel, 508-support base. DETAILED DESCRIPTION

[0066] In order to make the purpose, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not intended to limit the present invention. In addition, the technical features involved in the various embodiments of the present invention described below can be combined with each other as long as they do not conflict with each other.

[0067] like Figures 1 to 6As shown, a steel shell-concrete composite orthotropic bridge deck structure provided by an embodiment of the present invention includes a plurality of steel shell-concrete composite orthotropic bridge deck units, each of which includes: 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 plate end connection structure 400 connecting adjacent steel shell-concrete composite orthotropic bridge deck units, wherein the steel shell structure 100 includes an upper steel plate 101, a lower steel plate 102 and a plurality of mandrel steel bars 105 arranged in parallel, a plurality of open T-shaped ribs 103 arranged in parallel along the longitudinal direction of the bridge deck are arranged between the upper steel plate 101 and the lower steel plate 102, and the mandrel steel bars 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 plate 101 and the lower steel plate 102 in the inner-filled concrete 300. 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, so that the upper steel plate 101 and the lower steel plate 102 attached with the shear bolt assemblies 104 are connected in a narrow space to form a steel shell structure 100 that can bear force together. The reinforced concrete tenons and shear bolt assemblies 104 formed by the perforated T-shaped rib 103 and the core steel bar 105 anchor the upper steel plate 101 and the lower steel plate 102 in the inner-filled concrete 300, so that the steel shell structure 100 and the inner-filled concrete 300 are combined into a steel shell-concrete composite plate that is deformed in a coordinated manner and bears force together. In this embodiment, the upper and lower steel plates attached with shear bolts are connected in a narrow space to form a steel shell structural component that can bear force together; the reinforced concrete tenons and shear bolts formed by the perforated T-shaped ribs and the core rod steel bars anchor the upper and lower steel plates in the inner filling concrete, the T-shaped stiffening ribs reduce the free plate width of the upper and lower steel plates, and together with the shear bolts form a strong constraint on the upper and lower steel plates, ensuring that the upper and lower steel plates do not elastically buckle before the tension and compression yield, 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, reinforced concrete tenons and shear bolts, thereby improving its crack resistance and crack constraint capacity, effectively improving the performance of the concrete structure, and combining the steel shell structural component with the inner filling concrete to form a steel shell-concrete composite plate with coordinated deformation and common force.

[0068] Based on the above embodiments, in a preferred embodiment of the present invention, the steel shell structure 100 also includes a plurality of shear bolt assemblies 104 for anchoring the upper steel plate 101 and the lower steel plate 102 in the inner-fill concrete 300, and the shear bolt assemblies 104 are used to bear part of the shear force between the upper steel plate 101, the lower steel plate 102 and the inner-fill concrete 300.

[0069] Based on the above-mentioned embodiment or a combination of multiple embodiments, in a preferred embodiment of the present invention, the perforated T-shaped rib 103 includes an integrally formed perforated T-shaped rib web 103-1 and a perforated T-shaped rib flange plate, and the perforated T-shaped rib web 103-1 is provided with a web circular hole 103-2 for accommodating the core rod steel bar 105 to pass through, and the perforated T-shaped rib panel is fixedly connected to the lower steel plate 102 by a first rivet 106.

[0070] Based on the above embodiment or a combination of multiple embodiments, in a preferred embodiment of the present invention, both ends of the core rod steel bar 105 are fixed to the open T-shaped rib web 103-1 at the transverse end of the bridge deck by bolts.

[0071] That is, in the present invention, the inner filling concrete 300 is densely poured in the steel shell structure 100, and the perforated T-shaped rib 103, the core rod steel bar 105 and the inner filling concrete 300 jointly form a reinforced concrete tenon 301, which is used to ensure that the steel shell structure 100 and the inner filling concrete 300 cooperate to bear the external load, 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 and lower steel plates and the inner filling concrete 300; the perforated T-shaped rib 103 reduces the upper and lower steel plates. The free width of the plate, the infill concrete 300 strongly constrains the open T-shaped rib 103 so that it does not buckle, and together with the shear bolts 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 infill concrete 300 through the closed space, reinforced concrete tenons 301 and shear bolts 104, improving its crack resistance and crack constraint ability, and effectively improving the performance of the concrete structure. The steel shell structure 100 and the infill concrete 300 form a steel shell-concrete composite plate with coordinated deformation and joint force, so that the properties of the two materials of steel and concrete can be fully utilized, and the structural stiffness and strength are effectively improved.

[0072] Based on the above embodiment or a combination of multiple embodiments, in a preferred embodiment of the present invention, the spacing of the perforated T-shaped rib 103 along the transverse bridge direction is 600-800 mm, the vertical position of the web circular hole 103-2 is in the middle of the perforated T-shaped rib web 103-1, and the longitudinal spacing of adjacent web circular holes 103-2 is 100-300 mm. The opening shape of the web circular hole 103-2 is circular, and the core rod steel bar 105 inserted into the web circular hole 103-2 forms a reinforced concrete tenon 301 with the concrete in the hole.

[0073] Based on the above embodiment or a combination of multiple embodiments, in a preferred embodiment of the present invention, the shear bolt assembly 104 includes an upper steel plate shear bolt 104-1 fixedly connected to the upper steel plate 101 and a lower steel plate shear bolt 104-2 fixedly connected to the lower steel plate 102, the longitudinal and transverse spacings of the upper steel plate shear bolt 104-1 are both 120 to 220 mm, the arrangement spacing of the lower steel plate shear bolt 104-2 is the same as that of the upper steel plate shear bolt 104-1, but the upper steel plate shear bolt 104-1 and the lower steel plate shear bolt 104-2 are arranged in a longitudinal staggered manner, and the longitudinal staggered spacing range is 60 to 110 mm. Specifically, the longitudinal and transverse spacings of the upper steel plate shear nails 104-1 are both 120 to 220 mm, and the spacings of the lower steel plate shear nails 104-2 are the same as those of the upper steel plate shear nails 104-1, but the upper steel plate shear nails 104-1 and the lower steel plate shear nails 104-2 are arranged in an alternate manner in the longitudinal direction.

[0074] Based on the above embodiment or a combination of multiple embodiments, in a preferred embodiment of the present invention, 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 not greater than 1 / 8 of the thickness of the steel shell structure 100.

[0075] Based on the above embodiment or a combination of multiple embodiments, in a preferred embodiment of the present invention, the inner filling concrete 300 adopts ordinary concrete, high performance concrete, fiber concrete or ultra-high performance concrete according to the force requirements of the steel shell-concrete composite orthotropic bridge deck.

[0076] Based on the above embodiments or a combination of multiple embodiments, in a preferred embodiment of the present invention, the plate end connection structure 400 includes an intermediate plug plate assembly 402 and an intermediate connecting plate 403 arranged on the same horizontal plane, the intermediate plug plate assembly 402 is used to connect the specified core rod steel bars 105 at both ends of the steel shell structure 100 in the horizontal direction, and the intermediate connecting plate 403 is used to connect two adjacent intermediate plug plate assemblies 402. In this way, the connection between the intermediate plug plate 402 and the inner filling concrete 300 is strengthened, so that the intermediate plug plate 402 and the inner filling concrete 300 form a whole working together. At the same time, the intermediate plug plate 402 connects the inner filling concrete 300 of the adjacent steel shell-concrete composite orthotropic bridge deck structure, converts the connection between the concrete into a connection between the steel plates, and eliminates the weak link of the concrete connection. The intermediate plug plate assembly 402 includes a first intermediate plug plate 402-1, a second intermediate plug plate 402-2 and a third intermediate plug plate 402-3 arranged in sequence from the transverse center of the steel shell structure 100 to both ends, wherein one end of the third intermediate plug plate 402-3 is connected to the core bar 105, and the other end is connected to the intermediate connecting plate 403. That is, in this embodiment, the intermediate plug plate assembly 402 is divided into the first intermediate plug plate 402-1, the second intermediate plug plate 402-2 and the third intermediate plug plate 402-3, which are welded to the core bar 105, and a circular hole 409 is opened in the middle of the first intermediate plug plate 402-1, the second intermediate plug plate 402-2 and the third intermediate plug plate 402-3 to form a concrete tenon with the concrete flowing into the holes, further strengthening the connection between the intermediate plug plate 402 and the inner filling concrete 300, so that the intermediate plug plate assembly 402 and the inner filling concrete 300 form a working whole together, and the intermediate plug plate assembly 402 of the adjacent steel shell-concrete composite panels is connected through the middle The connecting plate 403 is welded and connected, so that the middle plug plate assembly 402 is connected to the inner-filled concrete 300 of the adjacent steel shell-concrete composite panels, converting the connection between the concrete into a connection between the steel plates, eliminating the weak link of the concrete connection; the upper steel plates 101 of the adjacent steel shell-concrete composite panels are connected by welds 406; the lower steel plates 102 of the adjacent steel shell-concrete composite panels are connected to the bottom connecting steel plate 404 by pre-pierced bolts; 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-section T-shaped rib 401 is filled with reinforced concrete 408 to form an internal support constraint.

[0077] Based on the above-mentioned embodiment or a combination of multiple embodiments, in a preferred embodiment of the present invention, the plate end connection structure 400 also includes a weld 406 connecting the two adjacent upper steel plates 101 and a bottom connecting steel plate 404 connecting the two adjacent lower steel plates 102, and the bottom connecting steel plate 404 is fixedly connected to the lower steel plate 102 by a second rivet 407.

[0078] Based on the above-mentioned embodiments or a combination of multiple embodiments, in a preferred embodiment of the present invention, the plate end connection structure 400 also includes an end variable-section T-shaped rib 401, which is arranged at both ends of the open hole T-shaped rib 103 and is integrally formed with the open hole T-shaped rib 103. The end variable-section T-shaped rib 401 is arranged between the upper steel plate 101 and the lower steel plate 102, and an arc-shaped variable section is provided at its end, so that a cavity is formed between the upper steel plate 101, the bottom connecting steel plate 404, and the end variable-section T-shaped rib 401, and the cavity is filled with reinforced concrete 408 to form an internal support constraint.

[0079] Based on the above embodiment or a combination of multiple embodiments, in a preferred embodiment of the present invention, the longitudinal and transverse stiffening ribs 200 include 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 components 201 is 900-1800 mm. In this embodiment, the bottom surface of the steel shell-concrete composite plate 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 plate. 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 plate reinforced by them is different in the longitudinal and transverse directions, so a steel shell-concrete composite orthotropic bridge deck structure is formed.

[0080] like Figure 7 , Figure 8 as well as Fig. 9 As shown, according to another aspect of the present invention, a method for manufacturing a steel shell-concrete composite orthotropic bridge deck structure with strong mutual constraints between steel and concrete is also provided, comprising the following steps:

[0081] Step 1: Preparation of steel structure components.

[0082] The perforated T-shaped rib 103 is welded to the lower surface of the upper steel plate 101, the perforated T-shaped rib 103 and the upper steel plate shear nail 104-1 are welded to the lower surface of the upper steel plate 101, the mandrel steel bar 105 passes through the perforated T-shaped rib 103, and the two ends of the mandrel steel bar 105 are fixed to the outermost perforated T-shaped rib 103 with bolts; the longitudinal and transverse stiffening ribs 200 are welded to the lower surface of the lower steel plate 102; the shear nail assembly 104 They are welded to the lower surface of the upper steel plate 101 and the upper surface of the lower steel plate 102 respectively; the upper surface of the lower steel plate 102 is buckled on the flange plate of the upper steel plate 101 welded with the perforated T-shaped rib 103, and the perforated T-shaped rib 103 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.

[0083] Specific:

[0084] (11) Welding the perforated T-shaped rib 103 and the upper steel plate shear nail 104-1 to the lower surface of the upper steel plate 101;

[0085] (12) Pass the mandrel steel bar 105 through the web circular hole 103-2, and fix the two ends of the mandrel steel bar 105 to the outermost opening T-shaped rib 103 with bolts, so that the mandrel steel bar 105 is located in the center of the web circular hole 103-2;

[0086] (13) Welding the middle insert plate 402 to the mandrel steel bar 105;

[0087] (14) Drill rivet holes at positions corresponding to the rivet holes 103-4 and the openings 405 of the bottom connecting plate on the lower steel plate 102, weld the second shear nails 104-2 to the upper surface of the lower steel plate 102, and pre-insert the second rivet 407 into the openings at the longitudinal ends of the lower steel plate 102 to ensure riveting of the longitudinal connecting area;

[0088] (15) Welding the transverse stiffening assembly 201 and the longitudinal stiffening assembly 202 to the lower surface of the lower steel plate 102;

[0089] (16) The first rivet 106 is passed through the rivet hole 103-4 and temporarily fixed. The lower steel plate 102 is turned upside down and the rivet 106 is inserted into the rivet hole 102-1. 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 assembly.

[0090] Step 2: pouring of inner filling concrete. The steel structure assembly is tilted, with the side with the longitudinal and transverse stiffening ribs 200 on top, and the core rod steel bar 105 is parallel to the horizontal plane, and the concrete mixture 506 is injected into the space between the two adjacent perforated T-shaped ribs 103 at a specified flow rate. Before the concrete mixture 506 is injected into the space between the two adjacent perforated T-shaped ribs 103, the concrete mixture 506 is first shaped into a thin layer of fluidized concrete with a thickness not greater than the distance from the lower edge of the core rod steel bar 105 to 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 rod steel bar 105 and the top surface of the lower steel plate 102. Then, an exciting force is applied to the thin layer of fluidized concrete, so that the thin layer of fluidized concrete is gradually transformed from a chaotic 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 perforated T-shaped ribs 103, keeping the exhaust channel 507 unobstructed; after the thin layer of fluidized concrete is rationally After the concrete mixture 506 flows into the space between two adjacent open T-shaped ribs 103 in a flowing state, an exciting force is continuously applied to the thin layer of fluid concrete in an inclined direction, so that the flow rate of the concrete mixture 506 in each section 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 rod steel bar 105 and the top surface of the upper steel plate 101; the concrete mixture 506 flows to the bottom of the steel shell structure 100, gradually accumulates and backfills the exhaust channel 507, and from bottom to top, as the height of the concrete mixture 506 increases by a specified height, the frequency of the exciting force of the corresponding section is increased, and the output of the exciting force of the corresponding section is stopped after vibrating for a specified length of time, so as to discharge the internal bubbles, until the concrete mixture 506 fills the entire exhaust channel 507, and then the concrete mixture 506 is cured to obtain a steel shell-concrete composite orthotropic bridge deck unit.

[0091] Specifically, this step includes:

[0092] (21) The steel structure assembly is placed on an inclined bracket, and the upper steel plate is placed at the bottom, and the T-shaped stiffener is placed at the top. The lower hopper 501, the shaping lowering 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 rate is controlled by the regulating valve plate 503, and the concrete mixture 506 flows through the shaping lowering section 502. The concrete mixture 506 entering the lower hopper in batches is shaped into a thin layer of fluid 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 naturally flows into the transition section 504 along the inclined slope;

[0093] (22) A high-frequency vibration unit is arranged in the transition section. After entering the transition section 504, the concrete mixture 506 overcomes the resistance of the upper steel plate shear nails 104-1 and continues to flow under the combined action of gravity and the excitation force of the external vibration unit 505, and gradually transforms the thin-layer flow state of the concrete from a chaotic flow state to an ideal flow state of uniform and stable flow along the inclined slope direction, and keeps the exhaust channel 507 between the concrete mixture 506 and the bottom steel plate 102 unobstructed;

[0094] (23) The concrete mixture enters the steel shell structure 100 in an ideal flow state. A vibration unit 505 is arranged at the bottom of the upper steel plate 101. The arrangement of the external vibration unit 505 is as follows: multiple vibration units are synchronized in the horizontal direction and variable frequency vibration is coordinated in the vertical direction. The frequency of the external vibration unit 505 is gradually reduced from the bottom to the top, so that it resonates with the fluid concrete mixture, stimulates the thixotropic property of the fluid concrete, overcomes the resistance of the upper steel plate shear nail 104-1, and makes the flow velocity of the concrete mixture 506 equal in each section, so as to achieve the coordination of vibration frequency and flow velocity. The concrete mixture 506 can continue to flow downward evenly and stably 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. During this process, all external vibration units 505 remain in the open state;

[0095] (24) The concrete mixture 506 flows to the bottom of the steel shell structure 100 and gradually accumulates to fill the exhaust channel 507. From bottom to top, as the liquid level of the concrete mixture rises by 1m, the frequency of the external vibration unit 505 of the corresponding section is adjusted to high frequency, and the vibration stops automatically after 30s. The high-frequency excitation force is used to expel the internal bubbles to achieve the effect of dense exhaust. As the material surface rises, the external vibration unit 505 is gradually closed from bottom to top;

[0096] (25) The regulating valve 503 is kept open to gradually fill the liquid level of the concrete mixture 506 until the transition section 504 is filled. All external vibration units 505 are closed, the transition section 504 is removed, and the internal concrete mixture is poured out to avoid all accumulated defects at the end of the bridge deck and retain all concrete mixture 506 in the steel shell structural assembly. After the steel shell-concrete orthotropic composite bridge deck unit is manufactured, the transition section 504 can be reused after being rinsed.

[0097] (26) When the concrete age meets the strength requirements for lifting and dismantling, the cast steel shell-concrete orthotropic composite bridge deck will be lifted off the casting platform and enter the maintenance phase.

[0098] Step 3: Connect adjacent steel shell-concrete orthotropic composite bridge deck units. Adopt the plate end connection structure 400 to connect adjacent steel shell-concrete composite orthotropic composite bridge deck units to complete the fabrication of the steel shell-concrete composite orthotropic composite bridge deck structure. Specifically:

[0099] (31) sequentially welding the upper steel plates 101 and the middle connecting plates 403 of the adjacent bridge deck plate end connecting assemblies;

[0100] (32) The bottom connecting plate 404 is connected by cold riveting to complete the connection between the bridge deck steel structures;

[0101] (33) Reinforced concrete 408 is poured into the cavity surrounded by the upper steel plate 101, the middle connecting plate 403 and the bottom connecting plate 404 to serve as a supporting boundary for the out-of-plane deformation of the steel plate.

[0102] (34) Connect the longitudinal and transverse stiffening ribs of adjacent bridge decks.

[0103] At this point, the connection of the bridge deck unit components is completed and the bridge deck production is completed.

[0104] Based on the above embodiment or a combination of multiple embodiments, according to another aspect of the present invention, a concrete pouring device 500 for manufacturing a steel shell-concrete composite orthotropic bridge deck structure is provided, which includes:

[0105] A support base with an inclined top surface;

[0106] A plurality of external vibration units 505 arranged along the inclined surface and fixedly mounted on the support base, the plurality of external vibration units 505 being arranged in parallel in the horizontal direction, each of the external vibration units 505 comprising a tire frame 505-1 mounted on the support base and a plurality of vibrators 505-2 mounted at the bottom of the tire frame 505-1, the plurality of vibrators 505-2 being arranged laterally and spaced apart along the tire frame 505-1;

[0107] A transition section 504 is arranged on the top of the support base and connected to the top surface of the tire frame 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 of the transition section 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 rod steel bar 105 that are the same as the internal structure of the steel shell structure 100 and are arranged accordingly;

[0108] A lower hopper 501 is provided at the top of the transition section 504, and a regulating valve plate 503 is provided at the bottom of the lower hopper 501;

[0109] A shaping unloading section 502 is provided between the unloading hopper 501 and the transition section 504 .

[0110] In the above embodiment, the transition section 504 has the same structure as the steel shell structure 100, and the difference is 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 respectively connected to the shaping and unloading section of the unloading hopper and the steel shell structure by a quick release device. Inside the transition section, the same slurry barrier as in the steel shell structure, i.e., shear nails and core rod steel bars, is arranged; outside the transition section, the same external vibration unit arrangement as the bottom of the steel shell structure is adopted. The top surface of the transition section is sealed with a transition section transparent top plate for real-time observation of the flow state of the internal concrete mixture.

[0111] Based on the above embodiment or a combination of multiple embodiments, the vibrator (505-2) of the concrete pouring device 500 is arranged in multiple directions along the transverse bridge and the longitudinal bridge, wherein multiple vibrators 505-2 in the transverse bridge direction are synchronized, and the variable frequency vibrations are coordinated in the longitudinal bridge direction, and the frequency of the vibrator 505-2 is gradually reduced from the bottom to the top, so that the frequency of the vibrator 505-2 resonates with the fluid concrete mixture to stimulate the thixotropic property of the fluid concrete, overcome the resistance of the first shear nail 104-1, and make the flow velocity of the concrete mixture 506 equal in each section, so as to achieve the coordination of the vibration frequency and the flow velocity, and the concrete mixture 506 can continue to flow downward evenly and stably.

[0112] Based on the above embodiment or a combination of multiple embodiments, according to another aspect of the present invention, a working method of a concrete pouring device 500 for manufacturing a steel shell-concrete composite orthotropic bridge deck structure is also provided.

[0113] The following steps are involved:

[0114] Step 1: The concrete mixture 506 placed in the lower hopper 501 flows into the shaping lower section 502 at a specified flow rate, and the vibrator 505-2 at the bottom of the shaping lower section 502 applies an exciting force to the concrete mixture 506 to shape the concrete mixture 506 into a specified thickness. Specifically, the steel structure assembly is placed on an inclined bracket, and the upper steel plate is placed at the bottom, and the T-shaped stiffener is placed at the top, and 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 rate is controlled by the regulating valve plate 503, and the concrete mixture 506 flows through the shaping lower section 502, and the batch of concrete mixtures 506 entering the lower hopper are shaped into a thin layer of fluid concrete with a thickness not greater than the distance between the lower edge of the mandrel steel bar 105 and the top surface of the upper steel plate 101, and naturally flow into the transition section 504 along the inclined slope.

[0115] Step 2: The concrete mixture 506 of a specified thickness enters the transition section 504. The vibrator 505-2 at the bottom of the transition section 504 applies an exciting force to the concrete mixture 506. Under the combined action of gravity and the exciting force, the concrete mixture 506 of a specified thickness gradually transforms from a chaotic flow state to an ideal flow state of uniform and stable flow along the inclined slope direction. In this process, the exhaust passage 507 is kept unobstructed. Specifically, a high-frequency vibration unit is arranged in the transition section. After the concrete mixture 506 enters the transition section 504, under the combined action of gravity and the exciting force of the external vibration unit 505, it overcomes the resistance of the shear pin 104-1 and continues to flow, and the thin layer of flow concrete gradually transforms from a chaotic flow state to an ideal flow state of uniform and stable flow along the inclined slope direction, and the exhaust passage 507 between the concrete mixture 506 and the bottom steel plate 102 is kept unobstructed.

[0116] Step three, the concrete mixture 506 in an ideal flow state flows into the steel shell structure 100 located at the bottom end of the transition section 504, and the vibrator 505-2 on the bottom surface of the steel shell structure 100 applies an exciting force to the concrete mixture 506 along an 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 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. Specifically, the concrete mixture enters the steel shell structure 100 in an ideal flow state, and an external vibration unit 505 is arranged at the bottom of the upper steel plate 101. The arrangement of the external vibration unit 505 is as follows: multiple vibration units are synchronized in the horizontal direction and variable frequency vibration is coordinated in the vertical direction. The frequency of the external vibration unit 505 is gradually reduced from the bottom to the top, so that it resonates with the fluid concrete mixture, stimulates the thixotropic property of the fluid concrete, overcomes the resistance of the upper steel plate shear nails 104-1, and makes the flow velocity of the concrete mixture 506 equal in each section, so as to achieve the coordination of vibration frequency and flow velocity. The concrete mixture 506 can continue to flow downward evenly and stably 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. During this process, all external vibration units 505 remain in the open state.

[0117] Step 4: The concrete mixture 506 flows to the bottom of the steel shell structure 100 and gradually accumulates to fill the exhaust channel 507. From bottom to top, as the height of the concrete mixture 506 increases by a specified height, the frequency of the exciting force of the corresponding section is increased. After vibrating for a specified length of time, the output of the exciting force of the corresponding section is stopped to expel the internal bubbles until the concrete mixture 506 fills the transition section 504 and the vibrator 505-2 is turned off. Specifically, the concrete mixture 506 flows to the bottom of the steel shell structure 100, gradually accumulates and backfills the exhaust channel 507, and from bottom to top, as the liquid level of the concrete mixture increases by 1m, the frequency of the external vibration unit 505 of the corresponding section is adjusted to high frequency, and the vibration stops automatically after 30s, and the internal bubbles are discharged by high-frequency excitation force to achieve the effect of dense exhaust. As the material surface rises, the external vibration unit 505 is gradually closed from bottom to top; the regulating valve 503 is kept open to gradually backfill the liquid level of the concrete mixture 506 until the transition section 504 is filled, all external vibration units 505 are closed, 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 and retain all concrete mixtures 506 in the steel shell structure assembly; the transition section 504 can be reused after being rinsed after the steel shell-concrete orthotropic composite bridge deck unit is manufactured.

[0118] The stiffness of the steel shell-concrete composite orthotropic bridge deck in this embodiment is 60 times that of the steel top plate of the traditional steel orthotropic bridge deck, which solves the fatigue problem of the steel orthotropic bridge deck stiffening ribs and the steel top plate welds, and at the same time avoids the problem that the traditional composite bridge deck is prone to cracking under the action of negative bending moment and the stiffness is greatly reduced, fully utilizes the performance of the steel shell and concrete, and solves the problem of excessive weight of the traditional steel-concrete composite bridge deck.

[0119] It will be easily understood by those skilled in the art that the above description is only 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 in the protection scope of the present invention.

Claims

1. A steel shell-concrete composite orthotropic bridge deck structure, characterized in that: The invention 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 plate end connection structure (400) connecting adjacent steel shell-concrete composite orthotropic bridge deck units, wherein the steel shell structure (100) comprises an upper steel plate (101) and a lower steel plate (102) arranged in parallel, and a plurality of mandrel steel bars (105) arranged in parallel, a plurality of open hole T-shaped ribs (103) arranged in parallel along the longitudinal direction of the bridge deck are arranged between the upper steel plate (101) and the lower steel plate (102), and the mandrel steel bars (105) are arranged through the open hole T-shaped ribs (103), and the steel shell structure (100) further comprises a plurality of A shear bolt assembly (104) is provided for anchoring the upper steel plate (101) and the lower steel plate (102) in the inner filling concrete (300), the perforated T-shaped rib web plate (103-1) of the perforated T-shaped 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 that the upper steel plate (101) and the lower steel plate (102) attached with the shear bolt assembly (104) can be fixed in a narrow space. The steel plates (102) are connected to form a steel shell structure (100) that can bear stress together. The reinforced concrete tenon and shear bolt assembly (104) formed by the perforated T-shaped ribs (103) and the core rod steel bars (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) are combined to form a steel shell-concrete composite plate with coordinated deformation and joint stress.

2. The steel shell-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 rod steel bar (105) to pass through, and the perforated T-shaped rib panel is fixedly connected to the lower steel plate (102) by a first rivet (106).

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

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

5. The steel shell-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 shell-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 shell-concrete composite orthotropic bridge deck.

7. The steel shell-concrete composite orthotropic bridge deck structure according to claim 1, characterized in that: The plate end connection structure (400) comprises an intermediate plug plate assembly (402) and an intermediate connecting plate (403) arranged on the same horizontal plane. The intermediate plug plate assembly (402) is used to connect the designated core rod steel bars (105) at the two transverse ends of the steel shell structure (100), and the intermediate connecting plate (403) is used to connect two adjacent intermediate plug plate assemblies (402). In this way, the connection between the intermediate plug plate assembly (402) and the inner filling concrete (300) is strengthened, so that the intermediate plug plate assembly (402) and the inner filling concrete (300) form a whole that works together. At the same time, the intermediate plug plate assembly (402) connects the inner filling concrete (300) of the adjacent steel shell-concrete composite orthotropic bridge deck structure, converts the connection between the concrete into a connection between the steel plates, and eliminates the weak link of the concrete connection.

8. The steel shell-concrete composite orthotropic bridge deck structure according to claim 7, characterized in that: The intermediate plug plate assembly (402) comprises a first intermediate plug plate (402-1), a second intermediate plug plate (402-2) and a third intermediate plug plate (402-3) which are arranged in sequence from the transverse center of the steel shell structure (100) to both ends, wherein one end of the third intermediate plug plate (402-3) is connected to the mandrel steel bar (105), and the other end is connected to the intermediate connecting plate (403).

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

10. The steel shell-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), wherein the bottom connecting steel plate (404) is fixedly connected to the lower steel plate (102) via a second rivet (407).

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

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

13. A method for manufacturing a steel shell-concrete composite orthotropic bridge deck structure, characterized in that: The following steps are involved: Step 1: Weld the perforated T-shaped rib (103) to the lower surface of the upper steel plate (101), weld the perforated T-shaped rib (103) and the upper steel plate shear nail (104-1) to the lower surface of the upper steel plate (101), pass the mandrel steel bar (105) through the perforated T-shaped rib (103), and fix the two ends of the mandrel steel bar (105) to the outermost perforated T-shaped rib (103) with bolts; Welding longitudinal and transverse stiffening ribs (200) to the lower surface of the lower steel plate (102); Drill rivet holes (102-1) at positions corresponding to the T-shaped stiffening rib rivet holes (103-4) and the bottom connecting plate openings (405) on the lower steel plate (102), and weld lower steel plate shear pins (104-2) to the upper surface of the lower steel plate (102); pre-insert rivets (407) 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 buckled onto the flange plate welded to the perforated T-shaped rib (103) of the upper steel plate (101), and the perforated T-shaped rib (103) is riveted to the lower steel plate (102) by a 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) together form a steel structure assembly; Step 2, the steel structure assembly is placed at an angle, with the side provided with the longitudinal and transverse stiffening ribs (200) on the top, and a concrete mixture (506) is injected into the space between two adjacent perforated T-shaped ribs (103) at a specified flow rate. Before the concrete mixture (506) is injected into the space between two adjacent perforated T-shaped ribs (103), the concrete mixture (506) is first shaped into a thin layer of fluid concrete having 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, an exhaust channel (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 exciting force is applied to the thin layer of fluid concrete, so that the thin layer of fluid concrete is gradually transformed from a chaotic flow state to an ideal flow state of uniform and stable flow along the inclined slope direction, and flows into the space between two adjacent perforated T-shaped ribs (103), and the exhaust channel (507) is kept unobstructed; Step 3, after the thin layer of fluid concrete flows into between two adjacent open hole T-shaped ribs (103) from an ideal flow state, an exciting force is continuously applied to the thin layer of fluid concrete in an inclined direction so that the flow velocity of the concrete mixture (506) in each section 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 rod steel 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 accumulates to fill the exhaust channel (507). From bottom to top, as the height of the concrete mixture (506) increases by a specified height, the frequency of the exciting force of the corresponding section is increased, and the output of the exciting force of the corresponding section is stopped after the specified length of vibration, so as to discharge the internal bubbles until the concrete mixture (506) fills the entire exhaust channel (507), and then the concrete mixture (506) is cured to obtain a steel shell-concrete composite orthotropic bridge deck unit; Step 5: Adjacent steel shell-concrete composite orthotropic bridge deck units are connected using a plate end connection structure (400) to complete the fabrication of the steel shell-concrete composite orthotropic bridge deck structure.

14. The method for manufacturing a steel shell-concrete composite orthotropic bridge deck structure according to claim 13, characterized in that: The step 1 specifically includes the following steps: (11) welding the perforated T-shaped rib (103) and the upper steel plate shear pin (104-1) to the lower surface of the upper steel plate (101); (12) passing the mandrel steel bar (105) through the web circular hole (103-2), fixing both ends of the mandrel steel bar (105) to the outermost opening T-shaped rib (103) with bolts, and positioning the mandrel steel bar (105) at the center of the web circular hole (103-2); (13) welding the middle plug plate assembly (402) and the mandrel steel bar (105); (14) Drill rivet holes at positions corresponding to the rivet holes (103-4) of the lower steel plate (102) and at positions corresponding to the openings (405) of the bottom connecting plate, and weld the second shear nails (104-2) to the upper surface of the lower steel plate (102). Pre-insert the second rivet (407) into the openings at the longitudinal ends of the lower steel plate (102) to ensure riveting of the longitudinal connecting area; (15) Welding the transverse stiffening assembly (201) and the longitudinal stiffening assembly (202) to the lower surface of the lower steel plate (102); (16) The first rivet (106) is passed through the rivet hole (103-4) and temporarily fixed, the lower steel plate (102) is turned upside down, and the rivet hole (102-1) is inserted into the rivet (106), and 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 shell-concrete composite orthotropic bridge deck structure according to claim 13, characterized in that: In step 2 and step 3, the exciting force is applied in the following manner: A plurality of frequency-adjustable vibrators (505-2) are arranged along the transverse bridge and longitudinal bridge directions, wherein the multiple vibrators (505-2) in the transverse bridge direction are synchronized, and the vibrators (505-2) in the longitudinal bridge direction are vibrated in a coordinated manner with variable frequencies in different sections, and the frequency of the vibrator (505-2) is gradually reduced from the bottom to the top, so that the frequency of the vibrator (505-2) resonates with the fluid concrete mixture to stimulate the thixotropic properties of the fluid concrete, overcome the resistance of the first shear nail (104-1), and make the flow velocity of the concrete mixture (506) equal in each section, so as to achieve coordination between the vibration frequency and the flow velocity, and the concrete mixture (506) can continue to flow downward evenly and stably.

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

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