Corrugated steel web box girder with assembled lining composite slab and construction method

Abstract

The application discloses a corrugated steel web box girder with assembled lining combination plates and a construction method, which comprises lining combination plates, corrugated steel webs, top plates, bottom plates and pier concrete segments, the lining combination plates are prefabricated components and are composed of outer steel plates and reinforced concrete inner plates, are symmetrically arranged near the pier concrete segments, are connected with the corrugated steel webs through square steel pipes and shear pin groups, are connected with the top plates and the bottom plates through vertical prestressed tendons, are connected with each other through trapezoidal inserts and longitudinal prestressed tendins, and high-performance concrete is post-poured to fill the square holes and connecting sections of the lining combination plates. The lining combination plates adopt the combined structure of outer steel plates and reinforced concrete inner plates, compared with traditional lining concrete plates, not only the thickness is effectively reduced, the self weight of the long-span bridge is reduced, but also the shear bearing capacity is greatly improved; the outer steel plates prevent the lining concrete from cracking, and effectively improve the durability of the box girder.

Description

Technical Field

[0001] This invention belongs to the field of bridge engineering, specifically relating to a corrugated steel web box girder with prefabricated inner lining composite plate and its construction method. Background Technology

[0002] As the span of corrugated steel web composite beam bridges gradually increases, the beam height at the root section of the box girder also increases. When the root section height reaches over 6m, a concrete lining is generally installed in the corrugated steel web near the piers to prevent buckling of the web at the supports. This also effectively transfers the shear force borne by the web to the substructure, ensuring smooth force transmission at the root. Furthermore, when the spans of multi-span bridges differ significantly, a steel-concrete composite section can be formed by casting a concrete lining in the corrugated steel web of the smaller span beams, thus balancing the self-weight of the main span structure. With longer spans, the bridge structure becomes heavier, and the shear force on the concrete lining near the mid-support increases. To overcome the principal tensile stress generated by shear force, the conventional measure is to increase the thickness of the concrete lining. However, cast-in-place concrete carries the risk of cracking due to shrinkage. In addition, due to the constraint of densely packed shear studs, the construction space is limited, concrete vibration is difficult, compaction is challenging, air bubbles are easily formed, and on-site construction is complex and inefficient, failing to meet the current environmental requirements of green construction. The current Chinese patent CN109811645A proposes a prefabricated corrugated steel web box girder bridge with an inner concrete lining structure and preparation method. It uses variable thickness inner concrete lining and bonds the corrugated steel web with corrugated steel plates using structural adhesive. The shortcoming is that it does not describe the connection method between multiple inner concrete lining plates. While the structural adhesive bonding is effective in terms of durability, the construction difficulty of filling the gap between the inner concrete lining and the corrugated steel web with concrete is relatively large and it is difficult to make it dense.

[0003] Therefore, this invention proposes a corrugated steel web box girder with prefabricated inner lining composite plate and its construction method to solve the above problems. Summary of the Invention

[0004] To address the aforementioned problems, this invention discloses a corrugated steel web box girder with a prefabricated inner lining composite plate and its construction method. The inner lining composite plate adopts a combined structure of an outer steel plate and a reinforced concrete inner plate, which not only effectively reduces the thickness of the inner concrete lining plate and the self-weight of long-span bridges, but also greatly improves the shear bearing capacity. The use of an outer steel plate effectively prevents cracking of the inner concrete lining, improving the normal use and durability of the bridge structure.

[0005] To achieve the above objectives, the technical solution of the present invention is as follows: A corrugated steel web box girder with prefabricated inner lining composite plate, comprising: The lining composite plate, corrugated steel web, top plate, bottom plate, and pier concrete segments; The inner lining composite plates are symmetrically arranged on the inner side of the corrugated steel web on both sides of the concrete segment of the pier, and at least two inner lining composite plates are connected to the corrugated steel web by multiple first shear stud groups. The inner lining composite plate is a prefabricated component, consisting of a reinforced concrete inner plate and an outer steel plate connected by square steel pipes. The inner plate is reinforced concrete between the outer steel plate and the inner side of the corrugated steel web. The reinforced concrete inner slab is xoz The concrete slab has at least four square holes in a grid pattern, and the steel plate has at least four square holes in a grid pattern. The square holes in the concrete slab and the square holes in the steel plate are positioned corresponding to each other. The square steel pipe is inserted into the square holes in the concrete slab and the square holes in the steel plate, and then high-performance concrete is filled into the square steel pipe. The outer steel plate surrounds the reinforced concrete inner plate on three sides, and the waveform of the side surface of the reinforced concrete inner plate matches the waveform of the corrugated steel web. The square steel tube corresponds to the first shear stud group on the inner side of the corrugated steel web; the shear studs in the first shear stud group pass through the square hole in the steel tube. Multiple inner lining panels are vertically connected by connecting sections. z (Axial direction) connection; The connecting section consists of a trapezoidal insert plate, a second shear nail group, and post-filled high-performance concrete. Both the first shear stud group and the second shear stud group are composed of four cylindrical shear studs arranged at equal intervals vertically and longitudinally. The height of the first shear stud group is lower than the thickness of the inner lining composite plate. y (Axial direction).

[0006] In one optional embodiment, at least four rectangular cross-section square steel pipes are vertically welded inside the square hole of the outer steel plate. Each side plate of the outer steel plate has at least two longitudinal holes; The square steel tube has two perpendicularly intersecting through holes, a first circular hole and a second circular hole, wherein the first circular hole penetrates vertically ( z (Axial direction) prestressed tendon strands, the second circular hole penetrates longitudinally ( x (Axial direction) prestressed tendon bundles.

[0007] In one alternative embodiment, at least two of the trapezoidal inserts are welded perpendicularly and at equal intervals along the side plate of the outer steel plate, and the spacing between the trapezoidal inserts is the same as the spacing of the second shear stud group. The trapezoidal insert plate consists of a bottom connecting plate, a trapezoidal side plate, and a rear vertical connecting plate. The two trapezoidal insert plates are installed in a reverse symmetrical matching manner. The bottom connecting plate of the trapezoidal insert has two parallel long slots, and the center-to-center distance between the long slots is the same as the center-to-center distance between the shear studs of the second shear stud group. The internal width of the long groove is 1.2 to 1.5 times the diameter of a single shear stud in the second shear stud group; The second shear stud group can be inserted into the long slot of the trapezoidal insert plate to fix the trapezoidal insert plate; In one optional embodiment, the corrugated steel web is connected to both sides of the concrete segment of the pier, and at least four first shear stud groups are vertically welded to its inner side. The first shear stud groups are welded at the inner crests of the corrugated steel web, and the longitudinal spacing is equal to N times the distance between two adjacent crests of the corrugated steel web (N=1,2,3,...); at least one second shear stud group 10 is vertically welded to the inner trough of the corrugated steel web. In one alternative embodiment, the prestressed tendons comprise at least two vertical tendons. z (Axial direction) prestressed tendons and at least two longitudinal ( x (Axial direction) prestressed tendon strands; The spacing between the multiple vertical prestressed tendons and the spacing between the multiple longitudinal prestressed tendons are equal to the spacing of the first shear nail group. The vertical prestressed tendons pass through the reserved vertical holes in the reinforced concrete inner slab; the longitudinal prestressed tendons pass through the reserved longitudinal holes in the reinforced concrete inner slab. The upper end of the vertical prestressing tendon bundle is fixed to the top plate of the corrugated steel web box girder, and the lower end is fixed to the bottom plate of the corrugated steel web box girder. The vertical prestressing tendon bundle passes through the vertical gap in the first shear stud group. The left end of the longitudinal prestressed tendon bundle is fixed to the side of the inner lining composite plate, and the right end is fixed to the concrete segment of the pier; the longitudinal prestressed tendon bundle passes through the longitudinal gap in the first shear nail group.

[0008] In one alternative embodiment, the high-performance concrete is filled by a high-pressure grouting pump into the vertical connecting section between the multiple square steel pipes of the lining composite plate and the lining composite plate, which has a self-compacting effect and low shrinkage performance. A construction method for a corrugated steel web box girder with prefabricated inner lining composite plate includes the following steps: S1. Using the hanging formwork construction method, first pour the concrete segments of the bridge piers, and then tie the reinforcing bars of the bottom slab on the hanging formwork; S2. After the corrugated steel web and the first and second shear stud groups are welded in the factory, hoist them to the corresponding positions on the bottom plate and pour the bottom plate concrete. S3. After the inner lining composite plate is prefabricated in the factory, it is hoisted into the inside of the corrugated steel web plate, and the corrugated surface of the side of the reinforced concrete inner plate is attached to the corrugated surface of the corrugated steel web plate; the square holes of the inner lining composite plate are tightly matched with the first shear nail group, and multiple inner lining composite plates are longitudinally and tightly installed with trapezoidal insert plates; the second shear nail group fixes the trapezoidal insert plates. S4. The vertical prestressing tendons pass through the pre-reserved vertical holes in the inner lining composite plate, and the longitudinal prestressing tendons pass through the pre-reserved longitudinal holes in the inner lining composite plate. S5. High-pressure grouting pumps are used to fill the square holes of each lining composite plate and the vertical connection sections between multiple lining composite plates with high-performance concrete. S6. Pour the top slab concrete. After the concrete strength reaches the strength and elastic modulus specified in the construction specifications, tension and anchor the vertical and longitudinal prestressing tendons.

[0009] 1. The novel structure and prefabricated installation method of the inner lining composite plate enhances shear bearing capacity and simplifies installation. The inner lining composite plate of this invention employs a combined structure of an outer steel plate and a reinforced concrete inner plate. Compared to conventional inner concrete lining plates, this not only effectively reduces the thickness and self-weight of long-span bridges, but also significantly improves shear bearing capacity and buckling resistance of the corrugated steel web, effectively transferring web forces to the substructure.

[0010] 2. The composite structure of shear studs, square steel tubes, and high-performance concrete filling effectively improves the overall connection between the corrugated steel web and the inner lining composite plate. The structural design of the outer steel plate effectively prevents cracking of the inner lining concrete, thus improving the normal use and durability of the bridge structure.

[0011] 3. The inner lining composite panel of this invention is prefabricated in the factory. It only requires hoisting the panel inside the corrugated steel web and positioning it by inserting shear studs into the square steel tube, thus achieving convenient installation. Compared to cast-in-place concrete inner lining panels, it avoids the need for formwork erection and rebar tying inside the box girder, improving bridge construction efficiency, shortening the construction period, and saving costs.

[0012] 4. Multiple inner lining panels are connected by trapezoidal insert plates, and the connection section is filled with high-performance concrete, which effectively improves the integrity and ease of installation.

[0013] 5. The design and construction of shear stud clusters reduces the amount of shear stud welding work in the section of the corrugated steel web near the pier top compared with the full-distribution shear studs of ordinary cast-in-place concrete lining slabs, and has less impact on the fatigue strength of the corrugated steel web.

[0014] 6. High-performance concrete is injected into the square holes of the inner lining composite plate using a high-pressure grouting pump. The square steel pipe effectively restrains the concrete, improving its shear bearing capacity and self-compacting performance, ensuring a tight connection between the inner lining composite plate and the corrugated steel web, and solving the problem of conventional cast-in-place concrete inner lining plates being difficult to compact due to limited vibration space.

[0015] 7. The inner lining composite slab is connected to the top slab at the top and the bottom slab at the bottom by vertical prestressed tendons. The connection of multiple inner lining composite slabs is also achieved by longitudinal prestressed tendons, which enhances the integrity of the inner lining composite slab, the top slab, and the bottom slab, improves the stiffness of the box girder, and reduces the cracking of the inner lining composite slab near the support. Attached Figure Description

[0016] Figure 1 This is a schematic diagram of a corrugated steel web box girder structure with a prefabricated inner lining composite plate according to the present invention. Figure 2 This is a schematic diagram of the inner lining composite plate structure of the present invention; Figure 3 This is a schematic diagram of the reinforced concrete inner slab structure of the present invention; Figure 4 This is a schematic diagram of the interior of the outer steel plate of the present invention; Figure 5 This is a schematic diagram of the external appearance of the outer steel plate of the present invention; Figure 6 This is a schematic diagram of the square steel tube of the present invention; Figure 7 This is a schematic diagram of the assembly structure of the first shear nail group and the square steel tube of the present invention; Figure 8 This is a top view of the first shear stud group and square steel tube assembly of the present invention; Figure 9 This is a schematic diagram of the assembly of the trapezoidal insert plate and the second shear nail group according to the present invention; Figure 10 This is a schematic diagram of a single trapezoidal insert structure of the present invention; Figure 11 This is a schematic diagram of the corrugated steel web structure with shear studs of the present invention; Figure 12 This is a top view of the distribution of the first and second shear nail groups according to the present invention; Figure 13 This is a schematic diagram of the unfilled concrete lining composite slab and the arrangement of vertical and longitudinal prestressing tendons according to the present invention. Figure 14 This is a schematic diagram of the pre-filled concrete lining composite panel structure of the present invention. Figure 15 This is a schematic diagram of the segmental corrugated steel web box girder structure of the bridge pier according to the present invention; Figure 16This is a schematic diagram of the cross-section of a corrugated steel web box girder with an inner lining composite plate near the pier segment of the present invention.

[0017] List of identifiers in attached diagrams: 1. Inner lining composite plate; 2. Corrugated steel web; 3. Top plate; 4. Bottom plate; 5. Reinforced concrete inner plate; 501. Unperforated area of ​​inner plate; 502. Square hole in concrete slab; 503. Corrugated side of plate; 504. Reserved vertical hole in plate; 505. Reserved longitudinal hole in plate; 6. Outer steel plate; 601. Unperforated area of ​​steel plate; 602. Longitudinal hole in steel plate; 603. Square hole in steel plate; 603. Side plate; 7. Square steel tube; 701. First circular hole; 702. Second circular hole; 703. Square hole in steel tube; 8. Trapezoidal insert plate; 801. Bottom connecting plate; 802. Trapezoidal side plate; 803. Rear vertical connecting plate; 804. Long slot; 9. First shear stud group; 10. Second shear stud group; 11. Vertical prestressed tendon bundle; 12. Longitudinal prestressed tendon bundle; 13. Connecting section; 14. Pier concrete section. Detailed Implementation

[0018] The present invention will be further illustrated below with reference to the accompanying drawings and specific embodiments. It should be understood that the following specific embodiments are for illustrative purposes only and are not intended to limit the scope of the invention.

[0019] The corrugated steel web box girder with prefabricated inner lining composite plate described in this invention has the following specific features: like Figure 1 As shown, it includes an inner lining composite plate 1, a corrugated steel web 2, a top plate 3, a bottom plate 4, and a pier concrete segment 14; like Figure 2 As shown, the inner lining composite plate 1 is symmetrically arranged on the inner side of the corrugated steel web plate 2 on both sides of the concrete segment 14 of the pier, and at least two inner lining composite plates 1 are connected to the corrugated steel web plate 2 by multiple first shear stud groups 9. The inner lining panel 1 is a prefabricated component, consisting of a reinforced concrete inner panel 5 and an outer steel plate 6 connected by a square steel pipe 7. The inner reinforced concrete panel 5 is located between the outer steel plate 6 and the inner side of the corrugated steel web 2.

[0020] Preferably, the inner lining composite plate 1 of the present invention is along the longitudinal direction of the box girder ( x The axial direction is divided into several dimensions of equal length. The thickness of the inner lining composite plate 1 is 1 / 2 to 2 / 3 of the thickness of the cast-in-place inner lining reinforced concrete plate, which effectively reduces the thickness of the inner lining concrete plate, reduces the self-weight of the long-span bridge, and greatly improves the shear bearing capacity of the inner lining concrete plate.

[0021] like Figure 3 , Figure 4 and Figure 5As shown, the reinforced concrete inner slab 5 has at least four grid-shaped square holes 502 neatly reserved, and the outer steel plate 6 has at least four grid-shaped square holes 603 reserved. The square holes 502 in the concrete slab and the square holes 603 in the steel plate are positioned correspondingly. The square steel pipe 7 is inserted into the square holes 502 in the concrete slab and the square holes 603 in the steel plate, and high-performance concrete is then filled into the square steel pipe 7.

[0022] Preferably, the reinforced concrete inner slab 5 consists of an inner slab without openings 501, square holes in the concrete slab 502, corrugated side panels 503, and pre-reserved vertical holes 504. z (axial direction) and plate reserved longitudinal hole 505 ( x Composed of (axial direction); The outer steel plate 6 consists of an unperforated area 601 and longitudinal holes 602. x It consists of a axial direction, a square hole 603 in a steel plate, and a side plate 604; like Figure 6 As shown, the outer steel plate 6 surrounds the reinforced concrete inner plate 5 on three sides, and the waveform 503 of the side of the reinforced concrete inner plate 5 matches the waveform of the corrugated steel web 2. Preferably, the outer steel plate 6 is not less than 10mm thick and is tightly connected to the reinforced concrete inner plate 5. It is precisely manufactured and cured in the factory according to the design drawings to prevent the reinforced concrete plate from separating from the outer steel plate after being stressed. The two can work together to withstand shear force.

[0023] like Figure 7 As shown, the square steel tube 7 corresponds to the position of the first shear stud group 9 on the inner side of the corrugated steel web 2; the shear studs in the first shear stud group 9 pass through the square hole 703 of the steel tube; The multiple inner lining panels 1 are connected by a connecting section 13. z Axial connection; The connecting section 13 is composed of a trapezoidal insert plate 8, a second shear nail group 10, and post-filled high-performance concrete. The first shear stud group 9 and the second shear stud group 10 are both composed of four cylindrical shear studs arranged at equal intervals vertically and longitudinally. The height of the first shear stud group 9 is lower than the thickness of the inner lining composite plate 1. y (Axial direction).

[0024] Preferably, the vertical and longitudinal spacing of the first shear stud group 9 is equal to N times the spacing between adjacent crests of the corrugated steel web (N=1,2,3,...). Compared with the full-distribution shear studs of ordinary cast-in-place concrete lining slabs, this reduces the amount of shear stud welding work in the section of the corrugated steel web near the pier top, and has less impact on the fatigue strength of the corrugated steel web. At least four rectangular cross-section square steel pipes 7 are vertically welded to the inner side of the outer steel plate 6; Each side plate 604 of the outer steel plate 6 has at least two longitudinal holes 602; The square steel tube 7 has two perpendicularly intersecting through holes 701 and 702, wherein the first circular hole 701 penetrates vertically ( z (Axial direction) Prestressed tendon strand 11, second circular hole 702 penetrates longitudinally ( x (Axial direction) Prestressed tendon bundle 12.

[0025] It should be noted that: the longitudinal direction mentioned in this invention refers to... x Axial direction; Lateral direction y Axial direction; vertical direction is z For axial direction, please refer to Figure 1 and 15 As shown.

[0026] Preferably, the square steel pipe 7 is composed of a steel pipe wall, circular holes 701 and 702, and square holes 703. It has good shear stiffness, and the cross-sectional dimensions are not less than the outer contour dimensions of the first shear nail group 9. It can effectively constrain the high-performance concrete poured inside, realize the tight connection between the inner lining composite plate and the corrugated steel web, and solve the problem that conventional cast-in-place concrete inner lining plates are difficult to compact due to limited vibration space.

[0027] At least two of the trapezoidal inserts 8 are welded perpendicularly and at equal intervals along the side plate 604 of the outer steel plate 6, and the spacing between the trapezoidal inserts 8 is the same as the spacing of the second shear nail group 10; like Figure 9 and Figure 10 As shown, the trapezoidal insert plate 8 is composed of a bottom connecting plate 801, a trapezoidal side plate 802 and a rear vertical connecting plate 803, and the two trapezoidal insert plates 8 are installed in a reverse symmetrical matching manner. The bottom connecting plate 801 of the trapezoidal insert plate 8 has two parallel long slots 804, and the center-to-center distance of the long slots 804 is the same as the center-to-center distance of the shear nails of the second shear nail group 10. The internal width of the long groove 804 is 1.2 to 1.5 times the diameter of a single shear stud in the second shear stud group 10; The second shear nail group 10 can be inserted into the long slot 804 of the trapezoidal insert plate 8 to fix the trapezoidal insert plate 8; Preferably, the slot connection method of the trapezoidal insert plate 8 does not require template support, realizing the connection of the inner lining composite plate, saving template and support costs, and improving construction efficiency.

[0028] like Figure 11 and Figure 12As shown, the corrugated steel web 2 is connected to both sides of the concrete segment 14 of the pier, and at least four first shear stud groups 9 are vertically welded to its inner side. The first shear stud groups 9 are welded to the inner crests of the corrugated steel web 2, and the longitudinal spacing is equal to N times the distance between two adjacent crests of the corrugated steel web 2 (N=1,2,3,…). At least two second shear stud groups 10 are vertically welded to the inner troughs of the corrugated steel web 2. Preferably, the length of the shear studs is 15~25cm, and the connection between the steel web and the concrete composite slab is increased by the shear stud group; like Figure 13 As shown, the prestressed tendon bundles include at least two vertical prestressed tendon bundles 11 and at least two longitudinal prestressed tendon bundles 12; The vertical prestressed tendon bundles 11 and the first shear nail group 9 have equal vertical spacing, and the spacing of the longitudinal prestressed tendon bundles 12 is equal to the longitudinal spacing of the first shear nail group 9. The vertical prestressed tendon bundles 11 pass through the reserved vertical holes 504 in the reinforced concrete inner slab 5; the longitudinal prestressed tendon bundles 12 pass through the reserved longitudinal holes 505 in the reinforced concrete inner slab 5. The upper end of the vertical prestressed tendon bundle 11 is fixed to the top plate 3 of the corrugated steel web box girder, and the lower end is fixed to the bottom plate 4 of the corrugated steel web box girder; the vertical prestressed tendon bundle 11 passes through the vertical gap in the first shear stud group 9. The left end of the longitudinal prestressed tendon 12 is fixed to the side of the inner lining composite plate 1, and the right end is fixed to the concrete segment 14 of the pier; the longitudinal prestressed tendon 12 passes through the longitudinal gap in the first shear nail group 9.

[0029] Preferably, in order to reduce the loss of prestress, the vertical prestressing tendons 11 adopt low-retraction anchors and a one-end tensioning process, starting tensioning from the concrete top slab 3; Preferably, the prestressing tendons are tensioned after the concrete age, strength and elastic modulus meet the requirements. In order to reduce the prestress loss in the inner lining composite plate 1, the longitudinal prestressing tendons 12 are tensioned first, and then the vertical prestressing tendons 11 are tensioned. like Figure 14 As shown, the high-performance concrete is filled by a high-pressure grouting pump into the vertical connecting section 13 between the multiple square steel pipes 7 of the inner lining composite plate 1 and the inner lining composite plate 1, which has a self-compacting effect and low shrinkage performance. Preferably, high-performance concrete has good tensile, flexural, compressive and impact resistance properties, and the steel fiber content in each cubic meter of concrete is not less than 70 kg.

[0030] Preferably, high-performance concrete is cured using steam curing equipment to achieve sufficient curing time; A construction method for a corrugated steel web box girder with prefabricated inner lining composite plate includes the following steps: S1. Using the hanging basket construction method, first pour the concrete segment 14 of the bridge pier, and then tie the reinforcing steel of the bottom plate 4 on the hanging basket; S2. After the corrugated steel web 2, the first shear stud group 9, and the second shear stud group 10 are welded in the factory, hoist them to the corresponding positions on the bottom plate 4, and pour the bottom plate concrete. S3. After the inner lining composite plate 1 is prefabricated in the factory, it is hoisted into the inner side of the corrugated steel web plate 2. The corrugated surface 503 of the side of the reinforced concrete inner plate 5 is attached to the corrugated surface of the corrugated steel web plate 2. The square hole 502 of the inner lining composite plate is tightly matched with the first shear nail group 9. Multiple inner lining composite plates 1 are longitudinally and tightly installed with trapezoidal insert plates 8. The second shear nail group 10 fixes the trapezoidal insert plates 8. S4. The vertical prestressed tendon 11 passes through the pre-reserved vertical hole 504 in the inner lining composite plate 1, and the longitudinal prestressed tendon 12 passes through the pre-reserved longitudinal hole 505 in the inner lining composite plate 1. S5. High-pressure grouting pumps are used to fill the square holes 502 of each inner lining composite plate 1 and the vertical connecting sections 13 between multiple inner lining composite plates 1 with high-performance concrete. S6. Pour the top slab concrete. After the concrete strength reaches the strength and elastic modulus specified in the construction specifications, tension and anchor the vertical prestressing tendons 11 and the longitudinal prestressing tendons 12. The corrugated steel web box girder assembly is completed as follows: Figure 15 and 16 As shown.

[0031] It should be noted that the above content merely illustrates the technical concept of the present invention and should not be construed as limiting the scope of protection of the present invention. For those skilled in the art, various improvements and modifications can be made without departing from the principle of the present invention, and all such improvements and modifications fall within the scope of protection of the claims of the present invention.

Claims

1. A corrugated steel web box girder with prefabricated inner lining composite plate, characterized in that, include: The inner lining composite plate (1), corrugated steel web plate (2), top plate (3), bottom plate (4) and pier concrete segment (14). The inner lining composite plate (1) is symmetrically arranged on the inner side of the corrugated steel web (2) on both sides of the concrete segment (14) of the pier, and at least two inner lining composite plates (1) are connected to the corrugated steel web (2) by multiple first shear nail groups (9). The inner lining panel (1) is a prefabricated component, consisting of a reinforced concrete inner slab (5) and an outer steel plate (6) connected by a square steel pipe (7). The inner slab (5) is located between the outer steel plate (6) and the inner side of the corrugated steel web (2). The reinforced concrete inner slab (5) in xoz At least four grid-shaped square holes (502) are neatly reserved in the plane of the concrete slab, and at least four grid-shaped square holes (603) are reserved in the outer steel plate (6). The square holes (502) in the concrete slab and the square holes (603) in the steel plate are positioned corresponding to each other. The square steel pipe (7) is inserted into the square holes (502) in the concrete slab and the square holes (603) in the steel plate, and high-performance concrete is then filled into the square steel pipe (7). The outer steel plate (6) surrounds the reinforced concrete inner plate (5) on three sides, and the waveform (503) of the side of the reinforced concrete inner plate (5) matches the waveform of the corrugated steel web (2). The square steel tube (7) corresponds to the first shear stud group (9) on the inner side of the corrugated steel web (2); the shear studs in the first shear stud group (9) pass through the square hole (703) of the steel tube. The multiple inner lining panels (1) are vertically connected by connecting sections (13); The connecting section (13) consists of a trapezoidal insert plate (8), a second shear nail group (10), and post-filled high-performance concrete; Both the first shear nail group (9) and the second shear nail group (10) are composed of four cylindrical shear nails arranged at equal intervals in the vertical and longitudinal directions. The height of the first shear stud group (9) is lower than the thickness of the inner lining composite plate (1).

2. A corrugated steel web box girder with prefabricated inner lining composite plate according to claim 1, characterized in that: At least four rectangular cross-section square steel pipes (7) are vertically welded inside the square hole (603) of the steel plate. The outer steel plate (6) has at least two longitudinal holes (602) in each side plate (604). The square steel tube (7) has two perpendicularly intersecting through holes: a first circular hole (701) and a second circular hole (702). The first circular hole (701) passes through the vertical prestressed tendon bundle (11), and the second circular hole (702) passes through the longitudinal prestressed tendon bundle (12).

3. A corrugated steel web box girder with prefabricated inner lining composite plate according to claim 2, characterized in that: At least two of the trapezoidal inserts (8) are welded perpendicularly and at equal intervals along the side plate (604) of the outer steel plate (6), and the spacing between the trapezoidal inserts (8) is the same as the spacing between the second shear stud group (10); The trapezoidal insert (8) is composed of a bottom connecting plate (801), a trapezoidal side plate (802) and a rear vertical connecting plate (803), and the two trapezoidal inserts (8) are installed in opposite symmetrical matching positions; The bottom connecting plate (801) of the trapezoidal insert (8) has two parallel long slots (804), and the center spacing of the long slots (804) is the same as the center spacing of the shear studs of the second shear stud group (10). The internal width of the long groove (804) is 1.2 to 1.5 times the diameter of a single shear stud in the second shear stud group (10); The second shear nail group (10) is inserted into the long slot (804) of the trapezoidal insert (8) to fix the trapezoidal insert (8).

4. A corrugated steel web box girder with prefabricated inner lining composite plate according to claim 1, characterized in that: The corrugated steel web (2) connects the two sides of the concrete segment (14) of the pier, and at least four first shear stud groups (9) are vertically welded to its inner side. The first shear stud groups (9) are welded to the inner crests of the corrugated steel web (2), and the longitudinal spacing is equal to the spacing between two adjacent crests of the corrugated steel web (2). N times, of which N =1,2,3,……; at least one of the second shear stud groups (10) is vertically welded to the inner trough of the corrugated steel web (2).

5. A corrugated steel web box girder with prefabricated inner lining composite plate according to claim 1, characterized in that: The prestressed tendon bundles include at least two vertical prestressed tendon bundles (11) and at least two longitudinal prestressed tendon bundles (12); The spacing between the multiple vertical prestressed tendons (11) and the spacing between the multiple longitudinal prestressed tendons (12) are equal to the spacing of the first shear nail group (9). The vertical prestressed tendons (11) pass through the reserved vertical holes (504) in the reinforced concrete inner slab; the longitudinal prestressed tendons (12) pass through the reserved longitudinal holes (505) in the reinforced concrete inner slab. The upper end of the vertical prestressed tendon bundle (11) is fixed to the top plate (3) of the corrugated steel web box girder, and the lower end is fixed to the bottom plate (4) of the corrugated steel web box girder. The vertical prestressed tendon bundle (11) passes through the vertical gap in the first shear stud group (9). The left end of the longitudinal prestressed tendon bundle (12) is fixed to the side of the inner lining composite plate (1), and the right end is fixed to the concrete segment (14) of the pier; the longitudinal prestressed tendon bundle (12) passes through the longitudinal gap in the first shear nail group (9).

6. A corrugated steel web box girder with prefabricated inner lining composite plate according to claim 1, characterized in that: The high-performance concrete is filled by a high-pressure grouting pump into the connection section (13) between the multiple square steel pipes (7) of the inner lining composite plate (1) and the inner lining composite plate (1), and has a self-compacting effect and low shrinkage performance.

7. A construction method for a corrugated steel web box girder with prefabricated inner lining composite plate according to claim 5, characterized in that: S1. Using the hanging basket construction method, first pour the concrete segment of the bridge pier (14), and then tie the reinforcing steel of the bottom plate (4) on the hanging basket; S2. After the corrugated steel web (2), the first shear nail group (9), and the second shear nail group (10) are welded in the factory, hoist them to the corresponding positions of the bottom plate (4) and pour the bottom plate concrete. S3. After the inner lining composite plate (1) is prefabricated in the factory, it is hoisted into the inside of the corrugated steel web plate (2). The corrugated surface (503) of the side of the reinforced concrete inner plate (5) is attached to the corrugated surface of the corrugated steel web plate (2). The square hole (502) of the inner lining composite plate is tightly matched with the first shear nail group (9). Multiple inner lining composite plates (1) are longitudinally and tightly installed with trapezoidal insert plates (8). The second shear nail group (10) fixes the trapezoidal insert plates (8). S4. Pass the vertical prestressed tendon strands (11) through the reserved vertical holes (504) in the inner lining composite plate (1), and pass the longitudinal prestressed tendon strands (12) through the reserved longitudinal holes (505) in the inner lining composite plate (1). S5. High-pressure grouting pumps are used to fill the square holes (502) of each inner lining composite plate and the vertical connection section (13) between multiple inner lining composite plates with high-performance concrete. S6. Pour the top slab (3) concrete. After the concrete strength reaches the strength and elastic modulus specified in the construction specifications, tension and anchor the vertical prestressed tendons (11) and the longitudinal prestressed tendons (12).

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