Assembled hyperbolic steel corrugated plate shell, plate shell concrete arch bridge and construction method thereof

Abstract

The present invention relates to an assembled hyperbolic steel corrugated plate shell, which is a spliced ​​hyperbolic steel corrugated plate shell unit that is formed by bending and rolling a flat steel corrugated plate multiple times to have a three-dimensional curved shell surface. The multiple bending and rolling processes are as follows: the flat steel corrugated plate is first rolled and arched upwardly to form a large circular arc wave, and then bent longitudinally to form a hyperbolic steel corrugated plate shell unit with a bidirectional curvature identical to the arch ring curvature. Both sides of the hyperbolic steel corrugated plate shell unit are provided with outwardly and upwardly curved and upright plate teeth for transverse splicing. A plate tooth bolt hole is provided on the plate teeth every 20-40 cm. The plate shell maximizes the stress on the shell space through bidirectional bending. The plate shell assembled and spliced ​​to the closed arch ring steel shell steel bar arch frame has greater rigidity and deformation resistance, and can realize the construction of the bridge without support or with simple support frame support, which can greatly shorten the construction period.

Description

Technical Field

[0001] The present invention relates to the field of civil engineering technology, and in particular to a road bridge and culvert facility, which is particularly suitable for an assembled hyperbolic steel corrugated plate shell and a plate shell concrete arch bridge using the same in infrastructure projects such as highways, railways, water conservancy, and municipal administration, and a construction method thereof. Background Art

[0002] Arch bridges are widely used in infrastructure projects such as highways, railways, water conservancy projects, and municipal projects due to their simple stress-bearing system, convenient construction, and low cost. Traditional small and medium-span arch bridges include stone arch bridges, reinforced concrete hyperbolic arch bridges, reinforced concrete box arch bridges, and truss arch bridges. However, most of these commonly used arch bridges require a large amount of full-span scaffolding for construction and generally suffer from disadvantages such as high consumption of masonry materials, long construction periods, and poor deformation resistance. With advances in materials science and construction technology, many arch bridge structures currently use metal composite concrete materials to replace traditional reinforced concrete structures, such as steel tube arch bridges. In addition, Chinese invention patents have published several steel corrugated plate concrete composite arch bridge technologies, such as patent CN203530868U. This patented technology uses a composite arch ring formed by wrapping concrete around the outside of a steel corrugated plate, but suffers from problems such as single stress-bearing system and limited span. Patents CN207210933U and CN20739234U, based on the above-mentioned CN203530868U, add steel structure pipes or profiles and form a composite load-bearing arch structure through welding and other methods. However, they have defects such as complex structure, poor integrity, difficulty in steel processing, unclear force, and long construction period. Summary of the Invention

[0003] The purpose of the present invention is to overcome the shortcomings of the current commonly used arch bridge design, apply steel plate concrete composite material technology, and design an assembled hyperbolic steel corrugated plate shell. By adopting a bidirectional curved steel corrugated plate shell as a spliced ​​carrier unit, the multi-curved steel corrugated plate is maximized to achieve the shell space stress, so that it has certain hyperbolic arch stress characteristics with the composite concrete arch ring structure formed after pouring concrete, thereby achieving the constructed assembled arch bridge with the remarkable characteristics of fast construction, stable structure, light weight, good integrity, strong deformation resistance, and support-free construction.

[0004] To achieve the above object, the technical solution adopted by the present invention is:

[0005] An assembled hyperbolic steel corrugated plate shell, wherein the plate shell is a spliced ​​hyperbolic steel corrugated plate shell unit that is made of a flat steel corrugated plate and subjected to multiple bending and rolling processes to have a three-dimensional curved shell surface;

[0006] The multiple bending and rolling processes are as follows: the flat steel corrugated plate is firstly rolled and bent upwardly in the transverse direction to form a large arc arch wave, and then bent in the longitudinal direction to form a hyperbolic steel corrugated plate shell unit with the same curvature as the arch ring and having bidirectional curvature;

[0007] Both sides of the hyperbolic steel corrugated plate shell unit are provided with plate teeth that are bent outward and upward and are upright for horizontal splicing; a plate tooth bolt hole is set on the plate teeth every 20 to 40 cm.

[0008] Furthermore, flange connection steel plates of rectangular structure for longitudinal splicing are welded at both ends of the hyperbolic steel corrugated plate shell unit; the length of the flange connection steel plate is the same as the width of the transverse bottom edge of the hyperbolic steel corrugated plate shell unit, and the height of the flange connection steel plate is 3 to 20 mm higher than the height of the hyperbolic steel corrugated plate shell unit; connecting bolt holes are provided on the periphery and middle of the flange connection steel plate.

[0009] Furthermore, a chordal steel strip tensioning strip perpendicular to the normal cross section is welded between two plate teeth every 100 to 200 cm on the bottom surface of the hyperbolic steel corrugated plate shell unit.

[0010] Furthermore, the shell of the hyperbolic steel corrugated plate shell unit is rolled from a steel coil or plate with a thickness of 3.5 to 10 mm; the width of the hyperbolic steel corrugated plate shell unit is 1.2 to 2.5 m, and the length of the hyperbolic steel corrugated plate shell unit is 4.0 to 10.0 m; when the hyperbolic steel corrugated plate shell unit is rolled, the wave pitch of the flat steel corrugated plate is 100 to 350 mm, the wave depth is 50 to 200 mm; and the plate tooth height is 60 to 120 mm;

[0011] The inner bottom surface of the hyperbolic steel corrugated plate shell unit is sprayed with rust-proof material.

[0012] Furthermore, the arched side of the hyperbolic steel corrugated plate shell unit is welded with a steel frame to form an integral structure; the steel frame is a three-dimensional steel grid formed by cross-welding or binding at least the positive-section transverse steel bars corresponding to the plate shell, the positive-section vertical steel bars, the arc-shaped steel bars parallel to the arch ring axis (with the same curvature as the arch ring) and with the same arc length as the hyperbolic steel corrugated plate shell unit, and the vertical steel bars bent at 45° and 135° at both ends.

[0013] Furthermore, arc-shaped connecting steel bars are provided every 20 to 40 cm in the three-dimensional steel grid. The arc-shaped connecting steel bars are welded or tied to the steel bars in the three-dimensional steel grid and welded to the top of the hyperbolic steel corrugated plate shell unit on both sides.

[0014] The second aspect of the present invention further discloses a method for rolling a steel corrugated plate shell unit, comprising the following steps:

[0015] S01. According to the design requirements, the determined steel plate is rolled to a preset wave pitch and wave depth to form a flat steel corrugated plate, and upward plate teeth are rolled on both sides of the flat steel corrugated plate;

[0016] S02, bending and rolling the flat steel corrugated plate upward according to the designed transverse arc span value, so that the flat steel corrugated plate forms an arc arch shell that meets the designed width and height;

[0017] S03, welding vertical chordal steel strips at intervals of 100 to 200 cm at the bottom of the circular arch shell;

[0018] S04, rolling and bending the arc arch shell in the longitudinal direction according to a preset arch ring curvature to form a hyperbolic steel corrugated plate shell unit consistent with the arch ring curvature;

[0019] S05. Set transverse splicing plate bolt holes every 20 to 40 cm on the upright plate teeth on both sides of the hyperbolic steel corrugated plate shell unit in S04;

[0020] S06. Weld flange connection steel plates for longitudinal splicing at both ends of the hyperbolic steel corrugated plate shell unit in S05, and set connection bolt holes around and in the middle of the flange connection steel plates; thus completing all rolling operations of the steel corrugated plate shell unit.

[0021] A third aspect of the present invention further discloses an assembled hyperbolic steel corrugated plate shell concrete arch bridge, comprising an arch ring, an arch ring base, and piers. The arch ring is a load-bearing structure of a composite material formed by splicing a plurality of steel corrugated plate shell components in a vertical and horizontal matrix to form a steel plate shell steel bar arch frame having the same curvature as the arch ring and pouring concrete; wherein each of the steel corrugated plate shell components is composed of an assembleable steel corrugated plate shell unit with bidirectional curvature and a steel bar skeleton welded to the arched side of the steel corrugated plate shell unit; the hyperbolic steel corrugated plate shell unit adopts the aforementioned hyperbolic steel corrugated plate shell unit, and the steel bar skeleton adopts the aforementioned steel bar skeleton;

[0022] Wherein, the concrete used for pouring the arch ring is micro-expansion concrete.

[0023] A fourth aspect of the present invention further discloses a method for constructing an assembled hyperbolic steel corrugated plate shell concrete arch bridge, wherein the span of the arch bridge can be single-hole or multi-hole. The construction method specifically comprises: assembling and splicing the hyperbolic steel corrugated plate shell units transversely (bridge widthwise) and longitudinally (arch axially) to form a hyperbolic steel corrugated plate shell arch ring bottom plate; filling concrete on the upper portion of the hyperbolic steel corrugated plate shell arch ring bottom plate to form a steel plate shell concrete composite arch ring;

[0024] The assembly and splicing methods of the hyperbolic steel corrugated plate shell arch ring bottom plate include one or a combination of a frame-by-frame hoisting splicing method, a horizontal-first-then-vertical splicing method, a vertical-first-then-horizontal splicing method, an integral hoisting splicing method, and a mid-span closing splicing method.

[0025] Specifically, the method of hoisting and splicing each piece by piece is as follows: hoisting each of the assembled hyperbolic steel corrugated plate shells on the arch seat and the support frame in sequence, and performing longitudinal and transverse assembly and splicing on the bridge support frame;

[0026] The first horizontal then vertical splicing method is specifically as follows: a plurality of the assembled hyperbolic steel corrugated plate shells are first assembled and spliced ​​in the bridge width direction, and then uniformly hoisted to the arch seat and support bent frame, and the arch ring is spliced ​​axially on the bridge support bent frame;

[0027] The method of first longitudinal and then transverse splicing is specifically as follows: the assembled hyperbolic steel corrugated plate shells constituting each single arch ring are assembled first, then hoisted onto the arch seat one by one, and then assembled and spliced ​​in the width direction of the bridge;

[0028] The integral hoisting splicing method specifically comprises the following steps: assembling and splicing the assembled hyperbolic steel corrugated plate shell of a whole arch ring on site, and then hoisting it onto the arch seat at one time;

[0029] The mid-span closing and splicing method is specifically as follows: the left half steel shell steel arch frame and the right half steel shell steel arch frame that constitute the arch ring are assembled and the steel skeleton is spliced ​​respectively, and then they are hoisted to the arch seats on both sides of a pier respectively, and hoisted and placed uniformly to the mid-span for closing to complete the longitudinal arch crown docking.

[0030] Furthermore, the assembly and splicing method of the hyperbolic steel corrugated plate shell arch ring bottom plate is a combination of any of the following methods: frame-by-frame hoisting splicing method, horizontal-first then vertical splicing method, vertical-first then horizontal splicing method, overall hoisting splicing method and mid-span closing splicing method. The assembly and splicing methods include:

[0031] After completing the assembly and splicing of the fabricated hyperbolic steel corrugated plate shell in each method, the connection parts need to be welded;

[0032] When implementing the transverse assembly and splicing, first complete the bolting of the plate tooth bolt holes on both sides of the two connected assembled hyperbolic steel corrugated plate shells, and then promptly weld the plate teeth at the connection of the two assembled hyperbolic steel corrugated plate shells and the corresponding steel bar skeletons on the assembled hyperbolic steel corrugated plate shells;

[0033] When implementing the longitudinal assembly and splicing of the arch, first complete the bolting of the flange connection steel plates of the two connected assembled hyperbolic steel corrugated plate shells, and then weld the flange connection steel plates and the corresponding steel frame on the assembled hyperbolic steel corrugated plate shells.

[0034] The assembled hyperbolic steel corrugated plate shell composed of the hyperbolic steel corrugated plate shell unit of the present invention and the steel bar skeleton welded therewith has a steel shell steel bar arch frame structure in the arch ring space formed by convenient transverse and axial assembly and splicing, which maximizes the stress of the shell space of the steel corrugated plate and greatly improves the bending rigidity of the section. The formed steel shell steel bar arch frame structure has certain hyperbolic arch stress characteristics, which greatly enhances its overall strength and deformation resistance. At the same time, since the assembled hyperbolic steel corrugated plate shell itself is the stress bottom plate of the arch ring concrete and also has the function of the bottom formwork, it can be completely constructed without support for small and medium spans. For larger spans, it is only necessary to set up frame supports at the nodes of splicing and installation, which greatly simplifies the traditional full-floor support construction under the arch and greatly saves construction time.

[0035] In addition, in addition to using the above-mentioned technical solution to build new arch bridges, the assembled hyperbolic steel corrugated plate shell units or their components can also be used to reinforce existing plate arch and stone arch bridges: under the original arch ring of the arch bridge, the hyperbolic steel corrugated plate shell units are matrix-spliced ​​and jacked up to form a fully covered hyperbolic steel corrugated plate shell arch ring bottom plate, and concrete is filled between the original arch ring of the arch bridge and the hyperbolic steel corrugated plate shell arch ring bottom plate layer to form a reinforced steel plate shell concrete composite load-bearing arch ring new structure with the original arch ring; further, a certain amount of structural steel bars can be set between the concrete layers to improve its bearing capacity. BRIEF DESCRIPTION OF THE DRAWINGS

[0036] Figure 1 This is a schematic diagram of a flat steel corrugated plate with plate teeth on both sides rolled according to the design;

[0037] Figure 2 Schematic diagram of a steel corrugated plate shell with transverse circular arch waves;

[0038] Figure 3 Schematic diagram of a steel corrugated plate shell with bidirectional bending in both the horizontal and vertical directions;

[0039] Figure 4 Schematic diagram of a hyperbolic steel corrugated shell unit with chordal steel strips welded to the bottom;

[0040] Figure 5 Schematic diagram of a hyperbolic corrugated steel plate shell unit with flange connection steel plates welded at both ends;

[0041] Figure 6 This is a schematic diagram of the side elevation of the assembled hyperbolic steel corrugated plate shell;

[0042] Figure 7 Schematic diagram of a fabricated hyperbolic steel corrugated plate shell with a steel reinforcement skeleton welded to the outside;

[0043] Figure 8 for Figure 7 Schematic diagram of the AA steel bar arrangement in the normal section;

[0044] Figure 9 This is a structural diagram of a prefabricated hyperbolic steel corrugated plate shell concrete arch bridge;

[0045] Figure 10 This is a schematic diagram of the mid-span cross-section of a prefabricated hyperbolic steel corrugated plate shell concrete arch bridge;

[0046] Figure 11 Schematic diagram of the mid-span closure method for the half-side steel shell reinforced arch frame spliced ​​with two assembled hyperbolic steel corrugated plate shells;

[0047] Figure 12 This is a schematic diagram of the closure effect of the assembled hyperbolic steel corrugated plate shell arch without support;

[0048] Figure 13 This is a structural diagram of an assembled hyperbolic steel corrugated plate shell concrete arch bridge (multiple spans);

[0049] Figure 14 It is a schematic diagram of the mid-span cross section of a prefabricated hyperbolic steel corrugated plate shell concrete arch bridge (multi-span);

[0050] Figure 15 Schematic diagram of the assembled hyperbolic steel corrugated shell matrix spliced ​​into a steel shell steel arch frame. DETAILED DESCRIPTION

[0051] The following, in conjunction with the accompanying drawings and examples, further describes the specific embodiments of the prefabricated hyperbolic steel corrugated plate shell, the prefabricated hyperbolic steel corrugated plate shell concrete arch bridge, and the construction method of the present invention. The following examples are intended only to more clearly illustrate the technical solutions of the present invention and are not intended to limit the scope of protection of the present invention. It should be noted that those skilled in the art can make various improvements and modifications without departing from the technical principles of the present invention, and such improvements and modifications should also be considered within the scope of protection of the present invention.

[0052] Example 1

[0053] Figure 1-6 An embodiment of the assembled double-curved steel corrugated plate shell of the present invention is shown.

[0054] A fabricated hyperbolic corrugated steel plate shell, comprising a flat corrugated steel plate, which is subjected to multiple bending and rolling processes according to a predetermined rule to form a three-dimensional curved shell surface. The multiple bending and rolling processes specifically involve rolling the flat corrugated steel plate in a transversely upward manner to first form a large circular arch wave, and then bending it longitudinally to form a curvature identical to that of the arch ring, resulting in the fabricated hyperbolic corrugated steel plate shell having bidirectional curvature.

[0055] The specific technical features of the assembly are as follows: both sides of the hyperbolic steel corrugated plate shell unit 2 are provided with plate teeth 20 that are bent outward and upward and upright for horizontal splicing; a plate tooth bolt hole 21 is provided on the plate teeth 20 every 20 to 40 cm.

[0056] On the other hand, flange connection steel plates 22 of rectangular structure for longitudinal splicing are welded at both ends of the hyperbolic steel corrugated plate shell unit 2; the length of the flange connection steel plate 22 is the same as the transverse bottom edge width of the hyperbolic steel corrugated plate shell unit 2, and the height of the flange connection steel plate 22 is 3 to 20 mm higher than the height of the hyperbolic steel corrugated plate shell unit 2; connecting bolt holes 23 are provided on the periphery and middle of the flange connection steel plate 22.

[0057] The bottom surface of the hyperbolic steel corrugated plate shell unit 2 is welded with a chord-wise steel strip pull 3 perpendicular to the normal cross section between two plate teeth every 100 to 200 cm.

[0058] The hyperbolic corrugated steel shell unit 2 is rolled from steel coils or plates with a thickness of 3.5 to 10 mm. The width of the hyperbolic corrugated steel shell unit 2, i.e., the transverse bottom chord length of the normal cross-section arc, is 1.2 to 2.5 meters. The length of the hyperbolic corrugated steel shell unit 2, i.e., the longitudinal arc length of the same curvature as the arch ring, is 4.0 to 10.0 meters. In actual application, the specific design is determined based on the clear span, curvature, and hoisting conditions of the arch bridge.

[0059] The hyperbolic steel corrugated plate shell unit 2 is first rolled into a flat corrugated plate with a wave pitch of 100-350 mm and a wave depth of 50-200 mm. Upward teeth are rolled on both sides of the plate for later assembly and splicing, and the height of the teeth is 60-120 mm.

[0060] The present invention also discloses a method for rolling a hyperbolic steel corrugated plate shell unit 2, wherein the rolling process comprises the following steps:

[0061] S01. According to the design requirements, the steel plate is rolled out with a preset wave pitch and wave depth to form a flat steel corrugated plate. At the same time, upward plate teeth 20 are rolled out on both sides of the flat steel corrugated plate for later processing. Figure 1 ;

[0062] S02, the flat steel corrugated plate is bent upward and rolled according to the designed transverse arc span value, so that the flat steel corrugated plate forms an arc arch shell that meets the designed width (formed arc bottom chord length) and height (sagittal height), see Figure 2 ;

[0063] S03, weld vertical chordal steel strips 3 at the bottom of the arc arch shell every 100 to 200 cm, see Figure 4 ;

[0064] S04, according to the preset curvature of the arch ring 5, the arc arch shell is rolled and bent in the longitudinal direction to form a hyperbolic steel corrugated plate shell unit 2 with the same curvature as the arch ring 5, Figure 3 ;

[0065] S05, set transverse splicing plate tooth bolt holes 21 every 20 to 40 cm on the upright plate teeth 20 on both sides of the hyperbolic steel corrugated plate shell unit 2 in S04, see Figure 3 ;

[0066] S06. Weld flange connection steel plates 22 for longitudinal splicing at both ends of the hyperbolic steel corrugated plate shell unit 2 in S05, and set connection bolt holes 23 around and in the middle of the flange connection steel plates 22. Figure 5 ; At this point, all rolling operations of the steel corrugated plate shell unit 2 are completed.

[0067] Example 2

[0068] This embodiment discloses an implementation method of an assembled hyperbolic steel corrugated plate shell concrete arch bridge.

[0069] Figure 9-10 The invention discloses an assembled hyperbolic steel corrugated plate-concrete device for reinforcing stone arch bridges, (reinforced) concrete slab arch bridges, and box-type arch bridges. The reinforcement device for the above-mentioned arch bridge mainly includes an arch ring 5, an arch ring base 6, a pier 7, and a foundation. When reinforcing the arch ring 5, a plurality of assembled hyperbolic steel corrugated plate shells are assembled and spliced ​​horizontally and vertically on the bottom surface of the arch ring 5 to form a fully covered hyperbolic steel corrugated plate shell arch ring bottom plate. Concrete is then poured between the arch ring 5 and the hyperbolic steel corrugated plate shell arch ring bottom plate layer to form a reinforced steel plate shell concrete composite arch ring structure. The implementation method of the hyperbolic steel corrugated plate shell unit 2 is the same as that of Example 1.

[0070] In a further example, the reinforcement of the arch ring base 6 and pier 7 may require repair or partial demolition followed by expansion and reconstruction based on the existing pier foundation and the newly reinforced concrete plate shell. It should be noted that the arch foot of the pier base 6 and the flanged connecting steel plate 22 at the end of the assembled hyperbolic steel corrugated plate shell must be well connected and fixed.

[0071] When assembling and splicing the hyperbolic steel corrugated plate shell unit 2, the splicing method should be flexibly determined based on the frame support, construction jacking capacity, pouring method of reinforced arch ring concrete, etc.

[0072] In another preferred example, micro-expansive concrete should be used for pouring interlayer concrete, and its pouring method can be carried out by various methods such as compartmentalization, segmentation, self-compacting, and vibration, but the density of the interlayer concrete should be guaranteed, and the bonding degree between the concrete and the arch ring 5 should be guaranteed.

[0073] In a preferred example, according to the need for arch bridge reinforcement, corresponding structural steel bars can be set in the poured interlayer concrete: by pre-welding on the hyperbolic steel corrugated plate shell unit 2 or directly adding an interlayer steel bar skeleton under the original arch ring, the bearing capacity of the plate-shell-steel composite arch ring structure can be enhanced.

[0074] Example 3

[0075] Figure 6-8 Another embodiment of the assembled hyperbolic steel corrugated plate shell of the present invention is shown. On the basis of Example 1, a three-dimensional grid-like steel bar skeleton is welded to the outside of the hyperbolic steel corrugated plate shell unit 2, so that it and the hyperbolic steel corrugated plate shell unit 2 together form the assembled hyperbolic steel corrugated plate shell.

[0076] The assembled hyperbolic corrugated steel plate shell is composed of a hyperbolic corrugated steel plate shell unit 2 and a steel frame 4 welded thereto; the steel frame 4 is composed of its positive section transverse steel bars 40, positive section vertical steel bars 41, arc-shaped steel bars 42 with the same curvature as the arch ring and the same arc length as the hyperbolic corrugated steel plate shell unit, and vertical steel bars 43 bent at 45° and 135° at both ends, which are cross-welded or tied to form a three-dimensional steel frame structure; here, an arc-shaped connecting steel bar 44 is provided every 20 to 40 cm in the three-dimensional steel frame, and the arc-shaped connecting steel bar 44 crosses the cross section and is tied or welded to the above-mentioned positive section transverse steel bars 40, positive section vertical steel bars 41, arc-shaped steel bars 42 and vertical steel bars 43, and is welded to the top of the hyperbolic corrugated steel plate shell unit 2 on both sides. Figure 7-8 .

[0077] After the hyperbolic steel corrugated plate shell unit 2 is welded to the outer steel frame 4, the cross-sectional bending rigidity of the assembly is greatly improved, so that the steel shell steel arch frame of the arch ring formed by the assembly has great overall rigidity and deformation resistance. Therefore, the arch frame is the load-bearing structure of the composite arch ring, and at the same time is equivalent to the supporting and supporting role under the arch, thus creating conditions for realizing support-free construction.

[0078] Example 4

[0079] This embodiment discloses a method for implementing the support-free construction of an assembled hyperbolic steel corrugated plate shell concrete arch bridge.

[0080] Figure 11-12 A schematic diagram of the support-free construction method of the assembled hyperbolic steel corrugated plate shell concrete arch bridge (single span) disclosed in the present invention is shown.

[0081] The present invention discloses an assembled hyperbolic steel corrugated plate shell concrete arch bridge constructed without a support frame. The load-bearing arch ring is an assembled hyperbolic steel corrugated plate shell composed of a plurality of hyperbolic steel corrugated plate shell units 2 with bidirectional bending and a steel skeleton 4 welded thereto. The composite material structure is formed by the steel shell steel arch frame formed by longitudinal and transverse assembly and splicing and the concrete cast therewith.

[0082] The implementation methods of the hyperbolic steel corrugated plate shell unit 2 and the assembled hyperbolic steel corrugated plate shell are the same as those of Example 1 and Example 3, respectively.

[0083] The present invention discloses a construction method of the arch bridge structure without support. Since an assembled hyperbolic steel corrugated plate shell is used, the steel shell and steel bar arch frame of the single-span arch bridge can be assembled into two large half-side steel shell and steel bar arch frames. In a specific example, the two large half-side steel shell and steel bar arch frames refer to the assembled hyperbolic steel corrugated plate shell composed of a plurality of processed hyperbolic steel corrugated plate shell units 2 and a steel bar skeleton 4 welded thereto according to the design requirements, which are assembled and spliced ​​horizontally and longitudinally on both sides of the arch bridge abutment, so as to first form two symmetrical half-side steel shell and steel bar arch frames with a full width of 1 / 2 arch ring; then, the two half-side steel shell and steel bar arch frames are simultaneously hoisted on the built abutment arch seat on both sides of the abutment, and hoisted inwardly, hoisted and closed to complete the longitudinal arch crown docking; after closing, the flange connection steel plates 22 welded on the top of each hyperbolic steel corrugated plate shell unit 2 at the arch crown should be bolted in time using the installation assembly, and the relevant structural steel bars should be welded and laid at the arch crown and arch foot.

[0084] The concrete formwork on both sides of the arch ring can be directly supported on the plate teeth 20 of the outermost hyperbolic steel corrugated plate shell unit 2. Since the assembled hyperbolic steel corrugated plate shell on the bottom of the arch ring is the bottom plate for the composite arch ring concrete to bear the force and also serves as the bottom formwork of the arch ring, there is no need to set up any under-arch support, and the arch ring concrete and subsequent arch construction can be poured, thus fully realizing the construction of a cast-in-place reinforced concrete arch bridge without support.

[0085] This embodiment can be expanded beyond single-span arch bridges to include multi-span arch bridges. Furthermore, due to the advantages of factory-standardized assembly, rapid on-site assembly, no need for under-arch support, minimal abutment requirements, and strong overall deformation resistance, the disclosed embodiment can be utilized to rapidly restore road and bridge traffic capacity during emergencies such as disaster relief, demonstrating significant social application value.

[0086] Example 5

[0087] This embodiment discloses a technical solution for an assembled hyperbolic steel corrugated plate shell concrete arch bridge (multi-span).

[0088] Figures 13-15 A schematic diagram of the structure and component assembly of the arch bridge of this embodiment is shown.

[0089] The multi-span, prefabricated, hyperbolic steel corrugated plate concrete arch bridge of this embodiment includes an arch ring 5, an arch ring base 6, piers 7, and an arch structure 8. The arch ring 5 is a composite load-bearing structure composed of steel shell reinforced arch frames and cast-in-place concrete, formed by splicing a plurality of bidirectionally curved prefabricated steel corrugated plate shells in a vertical and horizontal matrix, with the same curvature as the arch ring 5. The implementation method of the prefabricated hyperbolic steel corrugated plate shell is the same as that of Examples 1 and 3.

[0090] The assembled hyperbolic steel corrugated plate shell concrete arch bridge can be applied to single-hole and multi-hole bridges, with a span range of 8 to 40 meters. For medium and larger spans, a belly arch structure is suitable to reduce the weight of the building above the arch. The technical solution of the assembled hyperbolic steel corrugated plate shell spliced ​​with the steel shell reinforced arch frame disclosed in this embodiment adopts an assembly method of setting up an installation rack under the bridge hole and splicing them one by one. Figure 15 During construction, the specific requirements are determined based on factors such as the bridge location, aperture size, hoisting capacity, and support frame configuration. At the same time, attention must be paid to the assembly of the multi-hole span arch rings and the balance of the horizontal thrust of the arch seats during the pouring of the arch ring concrete. Therefore, the arch ring concrete is poured continuously from the arch feet to the arch crown on both sides in sections divided by the bridge width. Vibration methods such as attachment and insertion can be used to ensure the density of the concrete.

[0091] Similarly, due to the large cross-sectional stiffness of the assembled hyperbolic steel corrugated plate shell, the steel shell reinforced arch frame after closing has large overall stiffness and deformation resistance. At the same time, the hyperbolic steel corrugated plate shell unit 2 is both the load-bearing bottom plate of the arch ring concrete and the bottom formwork. Therefore, when assembling the components, the installed support frame 9 can be used as the entire support under the arch for pouring the arch ring concrete, without the need to set up other temporary supports, which greatly saves costs and effectively shortens the construction period.

[0092] In addition, the connection between the assembled steel corrugated plate shell and the arch seat 6 at the arch foot must ensure that the steel plates and steel bars of both are well fixed and welded.

[0093] The above-described embodiments do not constitute a limitation on the scope of protection of this technical solution. Any modifications, equivalent replacements, and improvements made within the spirit and principles of the above-described embodiments shall be included in the scope of protection of this technical solution.

Claims

1. An assembled hyperbolic steel corrugated plate shell, characterized in that: The plate shell is a double-curved steel corrugated plate shell unit (2) that can be spliced ​​and has a three-dimensional curved shell surface after a flat steel corrugated plate is subjected to multiple bending and rolling processes; The multiple bending and rolling processes are specifically as follows: the flat steel corrugated plate is firstly rolled and bent upwardly in the transverse direction to form a large arc arch wave, and then bent in the longitudinal direction to form a hyperbolic steel corrugated plate shell unit (2) with the same curvature as the arch ring (5) and having bidirectional curvature; Both sides of the hyperbolic steel corrugated plate shell unit (2) are provided with plate teeth (20) that are bent outward and upward and upright for horizontal splicing; a plate tooth bolt hole (21) is provided on the plate teeth (20) every 20-40 cm; and flange connection steel plates (22) of rectangular structure for longitudinal splicing are welded at both ends of the hyperbolic steel corrugated plate shell unit (2), and the shell of the hyperbolic steel corrugated plate shell unit (2) is rolled using steel coils or plates with a thickness of 3.5-10 mm.

2. The assembled hyperbolic steel corrugated plate shell according to claim 1, characterized in that: The length of the flange connection steel plate (22) is the same as the width of the transverse bottom edge of the hyperbolic steel corrugated plate shell unit (2), and the height of the flange connection steel plate (22) is 3 to 20 mm higher than the height of the hyperbolic steel corrugated plate shell unit (2); the periphery and the middle of the flange connection steel plate (22) are provided with connection bolt holes (23).

3. The assembled hyperbolic steel corrugated plate shell according to claim 1, characterized in that: The bottom surface of the hyperbolic steel corrugated plate shell unit (2) is welded with a chord-wise steel strip pull belt (3) perpendicular to the normal cross section between two plate teeth at intervals of 100 to 200 cm.

4. The assembled hyperbolic steel corrugated plate shell according to claim 1, characterized in that: The width of the hyperbolic steel corrugated plate shell unit (2) is 1.2 to 2.5 m, and the length of the hyperbolic steel corrugated plate shell unit (2) is 4.0 to 10.0 m; when the hyperbolic steel corrugated plate shell unit (2) is rolled, the wave pitch of the flat steel corrugated plate is 100 to 350 mm, and the wave depth is 50 to 200 mm; the height of the plate teeth (20) is 60 to 120 mm; The inner bottom surface of the hyperbolic steel corrugated plate shell unit (2) is sprayed with rust-proof material.

5. The assembled hyperbolic steel corrugated plate shell according to claim 1, characterized in that: The arched side of the hyperbolic steel corrugated plate shell unit (2) is formed into an integral structure by welding a steel frame (4); the steel frame (4) is a three-dimensional steel grid formed by cross-welding or binding at least a transverse steel bar (40) corresponding to the positive cross section of the plate shell, a vertical steel bar (41) corresponding to the positive cross section, an arc-shaped steel bar (42) parallel to the arch ring axis and having the same arc length as the hyperbolic steel corrugated plate shell unit (2), and a vertical steel bar (43) with two ends bent at 45° and 135° respectively; Arc-shaped connecting steel bars (44) are provided every 20 to 40 cm in the three-dimensional steel grid. The arc-shaped connecting steel bars (44) are welded or tied to the steel bars in the three-dimensional steel grid and are double-sidedly welded to the top of the hyperbolic steel corrugated plate shell unit (2).

6. The assembled hyperbolic steel corrugated plate shell according to claim 1, characterized in that: The rolling method of the steel corrugated plate shell unit (2) comprises the following steps: S01, rolling the determined steel plate into a preset wave pitch and wave depth according to design requirements to form a flat steel corrugated plate, and rolling upward plate teeth (20) on both sides of the flat steel corrugated plate; S02, bending and rolling the flat steel corrugated plate upward according to the designed transverse arc span value, so that the flat steel corrugated plate forms an arc arch shell that meets the designed width and height; S03, welding vertical chordal steel strips (3) at intervals of 100 to 200 cm at the bottom of the circular arch shell; S04, rolling and bending the arc arch shell in the longitudinal direction according to the preset curvature of the arch ring (5) to form a hyperbolic steel corrugated plate shell unit (2) having the same curvature as the arch ring (5); S05, providing transverse splicing plate tooth bolt holes (21) every 20 to 40 cm on the upright plate teeth (20) on both sides of the hyperbolic steel corrugated plate shell unit (2) in S04; S06. Welding flange connection steel plates (22) for longitudinal splicing at both ends of the hyperbolic steel corrugated plate shell unit (2) in S05, and providing connection bolt holes (23) around and in the middle of the flange connection steel plate (22); thus completing all rolling operations of the steel corrugated plate shell unit (2).

7. An assembled hyperbolic steel corrugated plate shell concrete arch bridge, characterized in that: The arch bridge comprises an arch ring, an arch ring base and a pier, wherein the arch ring is a load-bearing structure of a composite material formed by splicing a plurality of steel corrugated plate shell components in a vertical and horizontal matrix manner to form a steel plate shell steel bar arch frame with the same curvature as the arch ring and pouring concrete; wherein each of the steel corrugated plate shell components is composed of an assembleable hyperbolic steel corrugated plate shell unit (2) with bidirectional bending and a steel bar skeleton (4) welded to an integral body with the arched side of the hyperbolic steel corrugated plate shell unit (2); the hyperbolic steel corrugated plate shell unit (2) is the hyperbolic steel corrugated plate shell unit (2) described in any one of claims 1 to 6, and the steel bar skeleton (4) is the steel bar skeleton (4) described in any one of claim 5; Wherein, the concrete used for pouring the arch ring (5) is micro-expansion concrete.

8. A construction method for the assembled hyperbolic steel corrugated plate shell concrete arch bridge according to claim 7, characterized in that: The span of the arch bridge is single-hole or multi-hole, and the construction method specifically comprises: using the hyperbolic steel corrugated plate shell unit (2) to assemble and splice in the transverse and longitudinal directions to form a hyperbolic steel corrugated plate shell arch ring bottom plate; filling concrete on the upper part of the hyperbolic steel corrugated plate shell arch ring bottom plate to form a steel plate shell concrete composite arch ring; The assembly and splicing methods of the hyperbolic steel corrugated plate shell arch ring bottom plate include one or a combination of the following: a frame-by-frame hoisting splicing method, a horizontal-first-then-vertical splicing method, a vertical-first-then-horizontal splicing method, an integral hoisting splicing method, and a mid-span closing splicing method; The mid-span closure splicing method specifically includes the following steps: The assembled hyperbolic steel corrugated plate shell composed of a plurality of processed hyperbolic steel corrugated plate shell units (2) and a steel bar skeleton (4) welded thereto is assembled and spliced ​​horizontally and longitudinally on both sides of the arch bridge abutment to form two symmetrical half-side steel shell steel bar arch frames with a full width of 1 / 2 arch ring; At the same time, the two half-side steel shell steel arch frames on both sides of the abutment are hoisted and placed on the existing abutment arch seats, and then hoisted inward and moved to the mid-span to complete the longitudinal arch crown docking. After closing, the flange connection steel plates (22) welded at the top of each hyperbolic steel corrugated plate shell unit (2) at the arch are bolted through the installation assembly, and structural steel bars are welded and laid at the arch and arch foot.

9. The construction method according to claim 8, characterized in that: The assembly and splicing method of the hyperbolic steel corrugated plate shell arch ring bottom plate is a combination of any of the following methods: frame-by-frame hoisting splicing method, horizontal-first then vertical splicing method, vertical-first then horizontal splicing method, integral hoisting splicing method and mid-span closing splicing method. The assembly and splicing methods include: After completing the assembly and splicing of the fabricated hyperbolic steel corrugated plate shell in each method, the connection parts need to be welded; When implementing the transverse assembly and splicing, first complete the bolting of the plate tooth bolt holes (21) on both sides of the two assembled hyperbolic steel corrugated plate shells, and then promptly weld the plate teeth (20) at the joint of the two assembled hyperbolic steel corrugated plate shells and the corresponding steel bar skeleton (4) on the assembled hyperbolic steel corrugated plate shells; When implementing the longitudinal assembly and splicing of the arch, first complete the bolting of the flange connection steel plates (22) of the two connected assembled hyperbolic steel corrugated plate shells, and then weld the flange connection steel plates (22) and the corresponding steel frame (4) on the assembled hyperbolic steel corrugated plate shells.

10. A method for reinforcing existing plate arch and stone arch bridges using the assembled hyperbolic steel corrugated plate shell according to any one of claims 1 to 6, characterized in that: Under the original arch ring of the arch bridge, the hyperbolic steel corrugated plate shell unit (2) is matrix-joined and lifted and fixed to form a fully covered hyperbolic steel corrugated plate shell arch ring bottom plate; concrete is poured between the original arch ring of the arch bridge and the hyperbolic steel corrugated plate shell arch ring bottom plate layer to form a reinforced steel plate shell concrete composite load-bearing arch ring new structure with the original arch ring; structural steel bars are arranged between the concrete layers.

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