A corrugated steel web composite beam segment for prefabrication and cantilever assembly

Abstract

This utility model provides a corrugated steel web composite beam segment for precast cantilever assembly. Shear keys and shear keyways are set on the end faces of the concrete top slab and concrete bottom slab. During precast cantilever assembly, the shear keys and shear keyways between adjacent beam segments are joined by tenon and mortise joints. During construction, early-strength shrinkage-compensating concrete or fiber-reinforced concrete is poured into the first and second joint grooves to form a continuous cast body, forming a protective layer that works in tandem with the main beam and has durable and reliable waterproof performance. This effectively ensures long-term safety and lifespan without the need for a waterproof leveling layer. By reserving prestressed ducts extending longitudinally within the concrete top slab, compressive stress is generated after assembly by tensioning the internal prestressed tendons that penetrate multiple beam segments, eliminating assembly errors, compacting joints, and actively adjusting the alignment.

Description

Technical Field

[0001] This application relates to the field of bridge engineering technology, and in particular to a corrugated steel web composite beam segment for prefabrication and cantilever assembly. Background Technology

[0002] Traditional cantilever construction of corrugated steel web composite beam bridges faces technical challenges such as large on-site workload, long construction period, and difficulty in controlling the quality of steel-concrete connections. Furthermore, the post-construction creep effect of concrete in cantilever construction is significant, making it difficult to control the alignment of the main beam. This affects the structural safety and durability of corrugated steel web composite beams, severely restricting the promotion and application of corrugated steel web composite beam bridges.

[0003] Segmental prefabrication and assembly is a construction method in which beam segments are prefabricated in a factory, transported to the site by land or water, and then hoisted into place. This method offers fast construction speed and easy quality assurance, effectively solving the problems encountered in the cantilever construction of traditional corrugated steel web composite beam bridges. However, directly applying existing prefabrication and assembly technology for concrete box girders to corrugated steel web composite beams still presents the following challenges: (1) Mismatch of joint construction: The existing concrete segmental beam cantilever joint construction is only designed for pure concrete sections and lacks a joint construction that can work in conjunction with corrugated steel web and achieve high-precision matching. Therefore, it cannot be applied to the connection between beam segments of corrugated steel web composite beams.

[0004] (2) Long-term waterproofing and durability risks: The main beam segments of the segmental prefabrication are prefabricated in the factory, but due to the prefabrication matching error between segments, there is a risk of incomplete joint closure; if asphalt pavement is laid directly on the top slab of the cantilever beam without setting a concrete waterproof leveling layer, the reliability of the joint performance will be reduced under long-term load and rainwater action, threatening the structural safety performance.

[0005] In view of this, it is necessary to propose a corrugated steel web composite beam segment for prefabricated cantilever assembly to solve or at least alleviate the above-mentioned defects. Utility Model Content

[0006] The main objective of this application is to provide a corrugated steel web composite beam segment for prefabrication and cantilever assembly, in order to solve the technical problems of mismatched joint structures, long-term waterproofing and durability risks, and poor economic efficiency of concrete waterproofing layers when applying existing prefabrication and assembly technology directly to corrugated steel web composite beams.

[0007] To achieve the above objectives, this application provides a precast cantilevered corrugated steel web composite beam segment, comprising a concrete top slab, a corrugated steel web, and a concrete bottom slab, wherein... The top of the concrete slab has a first joint groove in the end area along the longitudinal direction of the bridge. One end face of the concrete slab has a first shear key, and the other end face has a first shear key groove that matches the first shear key. The concrete slab has prestressed ducts extending along the longitudinal direction of the bridge. The top of the concrete base slab has a second joint groove in the end area along the longitudinal direction of the bridge. One end face of the concrete top slab has a second shear key tooth on the same side as the first shear key tooth, and the other end face has a second shear key groove that matches the second shear key tooth. The corrugated steel web is connected between the concrete top slab and the concrete bottom slab via a connecting assembly.

[0008] Preferably, the bottom surface of the first joint groove and the second joint groove have a wave-like shape with alternating peaks and troughs in the transverse direction of the bridge.

[0009] Preferably, the connecting assembly includes an upper connecting assembly and a lower connecting assembly, the top of the corrugated steel web is connected to the concrete top slab through the upper connecting assembly, and the bottom of the corrugated steel web is connected to the concrete bottom slab through the lower connecting assembly.

[0010] Preferably, the upper connecting assembly includes a first horizontal steel plate and two vertical steel plates spaced apart along the transverse bridge direction. The vertical steel plates have first through holes for transverse reinforcing bars to pass through. The first horizontal steel plate is connected to the top of the corrugated steel web, and the vertical steel plates are connected to the top of the first horizontal steel plate. A transverse reinforcing bar is inserted through each of the first through holes, and the transverse reinforcing bars are embedded in the concrete top slab.

[0011] Preferably, the lower connecting assembly includes a second horizontal steel plate, a connecting angle steel, and a U-shaped reinforcing bar. The second horizontal steel plate is connected to the bottom of the corrugated steel web. The connecting angle steel includes a horizontal part and a vertical part. The horizontal part is connected to the bottom of the second horizontal steel plate, and the vertical part extends into the concrete base slab. The vertical part has a second through hole for the longitudinal reinforcing bar to pass through, and a longitudinal reinforcing bar is inserted through each of the second through holes. The U-shaped reinforcing bar surrounds the longitudinal reinforcing bar and is connected to the vertical part.

[0012] Preferably, the concrete top slab, corrugated steel web, and concrete bottom slab enclose a box-shaped structure. The corrugated steel web composite beam segment also includes a steering diaphragm and an end beam disposed inside the box. The steering diaphragm is connected to the concrete top slab, concrete bottom slab, and corrugated steel web. Both the steering diaphragm and the end beam have steering holes for external prestressed tendons to pass through.

[0013] Preferably, the peak spacing is 10~30cm, the height difference between the peak and the trough is 1 / 4~1 / 2 of the maximum depth of the first seam groove and the second seam groove, and the maximum depth of the first seam groove and the second seam groove is 6~15cm.

[0014] Preferably, the longitudinal length of the first joint groove and the second joint groove is set between 0.3 and 0.5 m.

[0015] Preferably, the first shear key includes a first set of shear key, a second set of shear key located directly above the corrugated steel web, and a third set of shear key located outside the first set of shear key. The first set of shear key is located inside the second set of shear key. The prestressed duct is located between the second set of shear key and the third set of shear key. The first joint groove is located above the first set of shear key, the second set of shear key, and the third set of shear key.

[0016] Preferably, the second shear key includes a fourth set of shear key and a fifth set of shear key located outside the fourth set of shear key, and the second joint groove is located above the fourth set of shear key.

[0017] Compared with the prior art, this application has the following beneficial effects: This application features shear keys and shear keyways on the end faces of the concrete top and bottom slabs. During precast cantilever assembly, these are joined by mortise and tenon joints between adjacent beam segments. During construction, early-strength shrinkage-compensating concrete or fiber-reinforced concrete is poured into the first and second joint slots to form a continuous cast-in-place body. This creates a protective layer that works in tandem with the main beam and provides durable and reliable waterproofing, effectively ensuring long-term safety and lifespan without the need for a waterproofing leveling layer. Furthermore, by pre-reserving prestressed ducts extending longitudinally within the concrete top slab, compressive stress is generated after assembly by tensioning internal prestressed tendons that penetrate multiple beam segments. This eliminates assembly errors, compacts joints, and actively adjusts the alignment. Attached Figure Description

[0018] To more clearly illustrate the technical solutions in the embodiments of this application or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on the structures shown in these drawings without creative effort.

[0019] Figure 1 This is a schematic elevation view of the side span of the main beam after prefabrication and cantilever assembly in one embodiment of this application; Figure 2This is a cross-sectional schematic diagram of a beam segment in one embodiment of this application; Figure 3 This is a schematic cross-sectional view of the external prestressed tendon at the steering diaphragm in one embodiment of this application; Figure 4 This is a schematic elevation view of a beam segment in one embodiment of this application; Figure 5 This is a detailed view of the first seam groove in one embodiment of this application; Figure 6 This is a schematic diagram showing the connection between the corrugated steel web and the upper connecting assembly in one embodiment of this application; Figure 7 This is a schematic diagram showing the connection between the corrugated steel web and the lower connecting assembly in one embodiment of this application; Figure 8 This is a schematic diagram of the installation of external prestressed tendons in one embodiment of this application.

[0020] The purpose, features, and advantages of this application will be further explained in conjunction with the embodiments and with reference to the accompanying drawings.

[0021] Explanation of icon numbers: 10. Concrete top slab; 110. First joint groove; 120. First shear key; 121. First group of shear keys; 122. Second group of shear keys; 123. Third group of shear keys; 130. Prestressed duct; 140. Longitudinal crack-resistant reinforcement; 20. Corrugated steel web; 30. Concrete bottom slab; 310. Second joint groove; 320. Second shear key; 321. Fourth group of shear keys; 322. Fifth group of shear keys; 40. Shear key; 410. Upper connecting assembly; 420. First horizontal steel plate; 430. Vertical steel plate; 440. First through hole; 50. Horizontal reinforcement; 510. Lower connecting assembly; 520. Second horizontal steel plate; 530. Connecting angle steel; 540. U-shaped reinforcement; 610. Longitudinal reinforcement; 620. Turning diaphragm; 630. End beam; 640. Turning hole; 650. Anchorage; 660. External prestressed tendon. Detailed Implementation

[0022] It should be understood that the specific embodiments described herein are merely illustrative of this application and are not intended to limit this application.

[0023] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of this application, and not all of the embodiments. Based on the embodiments of this application, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of this application.

[0024] It should be noted that all directional indicators (such as up, down, left, right, front, back, etc.) in the embodiments of this application are only used to explain the relative positional relationship and movement of each component in a certain specific posture (as shown in the figure). If the specific posture changes, the directional indicator will also change accordingly.

[0025] Furthermore, the descriptions of "right side," "middle side," etc., in this application are for descriptive purposes only and should not be construed as indicating or implying their relative importance or implicitly specifying the number of technical features indicated. Therefore, features defined as "right side" or "middle side" may explicitly or implicitly include at least one of those features. Additionally, the technical solutions of the various embodiments can be combined with each other, but only on the basis of being achievable by those skilled in the art. When the combination of technical solutions is contradictory or impossible to implement, such a combination of technical solutions should be considered non-existent and not within the scope of protection claimed in this application.

[0026] Please see the appendix Figures 1 to 8 An embodiment of this application provides a precast cantilevered corrugated steel web composite beam segment, including a concrete top slab 10, a corrugated steel web 20, and a concrete bottom slab 30. The top of the concrete top slab 10 has a first joint groove 110 at the end region along the longitudinal direction of the bridge. One end face of the concrete top slab 10 is provided with a first shear key 120, and the other end face is provided with a first shear key groove (not shown in the figure) that matches the first shear key 120. The concrete top slab 10 has prestressed ducts 130 extending along the longitudinal direction of the bridge. The top of the concrete base slab 30 has a second joint groove 310 in the end region along the longitudinal direction of the bridge. One end face of the concrete top slab 10 is provided with a second shear key 320 on the same side as the first shear key 120, and the other end face is provided with a second shear key groove (not shown in the figure) that matches the second shear key 320. The corrugated steel web 20 is connected between the concrete top slab 10 and the concrete bottom slab 30 via a connecting assembly.

[0027] In this application, shear keys and shear keyways are provided on the end faces of the concrete top slab 10 and the concrete bottom slab 30. During precast cantilever assembly, the shear keys and shear keyways between adjacent beam segments are joined by tenon and mortise joints. During construction, early-strength shrinkage-compensating concrete or fiber-reinforced concrete is poured into the first joint groove 110 and the second joint groove 310 to form a continuous casting body, forming a protective layer that works in tandem with the main beam and has durable and reliable waterproof performance. This effectively ensures long-term safety and lifespan without the need for a waterproof leveling layer. By reserving prestressed ducts 130 extending longitudinally within the concrete top slab 10, compressive stress is generated after assembly by tensioning the internal prestressed tendons that penetrate multiple beam segments, thereby eliminating assembly errors, compacting joints, and actively adjusting the alignment.

[0028] Furthermore, the corrugated steel web 20 between beam segments can be butt-welded, and the concrete can be glued together. Combined with the high-precision concrete shear keys of the concrete top plate 10 and concrete bottom plate 30, the self-alignment performance of the matching surface and the interface shear bearing capacity are improved. Furthermore, during the cantilever splicing of beam segments, the concrete of the beam segments within the height range of the splice groove does not come into contact, effectively reducing the bonding surface area, thereby reducing the tension of temporary tie rods required for later construction, reducing the number of temporary prestressing works, and lowering the construction difficulty.

[0029] Furthermore, this application, by setting internal prestressed tendons that penetrate the joint, can generate active axial compressive stress during the assembly process, eliminating prefabrication errors and deformation gaps, ensuring close contact of beam segments, providing working pressure for the joint adhesive, and guaranteeing curing quality.

[0030] Preferably, the bottom surface of the first joint groove 110 and the second joint groove 310 are wavy in the transverse direction, with alternating peaks and troughs.

[0031] In this embodiment, by constructing the bottom surfaces of the first joint groove 110 and the second joint groove 310 as wavy, the contact surface area between the groove concrete and the precast beam concrete is significantly increased compared to a flat bottom surface, forming a continuous mechanical interlocking interface. Furthermore, longitudinal crack-resistant steel bars 140 can be placed at the troughs before pouring, thereby improving the local crack resistance performance.

[0032] As a preferred example, the crest spacing is 10-30cm, the height difference between the crest and the trough is 1 / 4 to 1 / 2 of the maximum depth of the first seam groove 110 and the second seam groove 310, and the maximum depth of the first seam groove 110 and the second seam groove 310 is 6-15cm. The longitudinal length of the first seam groove 110 and the second seam groove 310 is set between 0.3 and 0.5m.

[0033] In a preferred embodiment, the connecting assembly includes an upper connecting assembly 40 and a lower connecting assembly 50. The top of the corrugated steel web 20 is connected to the concrete top slab 10 via the upper connecting assembly 40, and the bottom of the corrugated steel web 20 is connected to the concrete bottom slab 30 via the lower connecting assembly 50.

[0034] In a preferred embodiment, the upper connecting assembly 40 includes a first horizontal steel plate 410 and two vertical steel plates 420 spaced apart along the transverse bridge direction. The vertical steel plates 420 have first through holes 430 for transverse reinforcing bars 440 to pass through. The first horizontal steel plate 410 is connected to the top of the corrugated steel web, and the vertical steel plates 420 are connected to the top of the first horizontal steel plate 410. A transverse reinforcing bar 440 is provided through each of the first through holes 430, and the transverse reinforcing bars 440 are embedded in the concrete top slab 10.

[0035] The upper connecting component 40 solves the vertical separation tendency that easily occurs at the interface between the corrugated steel web 20 and the concrete top slab 10 when subjected to negative bending moment, local wheel load and overall torsion, and ensures the integrity of the interface under complex stress conditions.

[0036] In a preferred embodiment, the lower connecting assembly 50 includes a second horizontal steel plate 510, a connecting angle steel 520, and a U-shaped reinforcing bar 530. The second horizontal steel plate 510 is connected to the bottom of the corrugated steel web. The connecting angle steel 520 includes a horizontal portion (not shown) and a vertical portion (not shown). The horizontal portion is connected to the bottom of the second horizontal steel plate 510, and the vertical portion extends into the concrete base slab 30. The vertical portion has a second through hole (not shown) for the longitudinal reinforcing bar 540 to pass through. A longitudinal reinforcing bar 540 is disposed through each of the second through holes. The U-shaped reinforcing bar 530 surrounds the longitudinal reinforcing bar 540 and is connected to the vertical portion.

[0037] In another preferred embodiment, the concrete top slab 10, the corrugated steel web 20, and the concrete bottom slab 30 are enclosed to form a box-shaped structure. The corrugated steel web 20 composite beam segment also includes a steering diaphragm 610 and an end beam 620 disposed in the box chamber. The steering diaphragm 610 is connected to the concrete top slab 10, the concrete bottom slab 30, and the corrugated steel web 20. Both the steering diaphragm 610 and the end beam 620 are provided with steering holes 630 for external prestressed tendons 650 to pass through.

[0038] like Figure 1As shown, at the 1 / 3 and 2 / 3 positions of the bridge span height-changing section (predetermined positions, such as those determined during the design phase) and in the box girder chambers of the adjacent equal-height beam sections of the side span closure section, turning transverse diaphragms 610 connected to each plate of the box girder are installed, and turning holes 630 are opened on the plates to provide turning support points for the external prestressed tendons 650, effectively utilizing the external prestressed tendons 650 to resist mid-span deflection and adjust the internal forces of the structure.

[0039] like Figure 4 As shown, the left beam segment is the standard precast beam segment at the turning point of the external prestressing tendon 650, and the right beam segment is the beam segment through which the external prestressing tendon 650 passes in a straight line.

[0040] Furthermore, after the beams are joined, external prestressing can be applied to the concrete within the grooves to achieve pre-stressing, further compacting the concrete at the joints and providing superior durability. The main beam structure does not require a separate concrete waterproofing layer, effectively reducing the amount of work and lowering the secondary dead load on the main beam. The main beam structure can be further optimized, resulting in significant economic benefits.

[0041] In a preferred embodiment, the first shear key 120 includes a first set of shear key 121, a second set of shear key 122 located directly above the corrugated steel web 20, and a third set of shear key 123 located outside the first set of shear key 121. The first set of shear key 121 is located inside the second set of shear key 122. The prestressed duct 130 is located between the second set of shear key 122 and the third set of shear key 123. The first joint groove 110 is located above the first set of shear key 121, the second set of shear key 122, and the third set of shear key 123.

[0042] In this embodiment, the shear keys of the top slab are arranged in three spatial groups: a first group of shear keys 121 (between the corrugated steel webs 20), a second group of shear keys 122 (directly above the corrugated steel webs 20), and a third group of shear keys 123 (outermost). This achieves a zoned correspondence of the shear force transmission path. The third group of shear keys 123 corresponds to the force transmission points of the corrugated steel webs 20, ensuring that the shear force at the steel-concrete interface is effectively transmitted to the concrete top slab 10. The first group of shear keys 121 transmits the shear force of the concrete top slab 10's own cross-section, while the third group of shear keys 123 enhances torsional resistance and edge stress, resulting in a clear stress hierarchy.

[0043] In a preferred embodiment, the second shear key 320 includes a fourth set of shear key 321 and a fifth set of shear key 322 located outside the fourth set of shear key 321, and the second joint groove 310 is located above the fourth set of shear key 321.

[0044] In this embodiment, the second joint groove 310 is positioned above the fourth set of shear key teeth 321 (inner main force transmission zone). This allows the subsequently poured groove concrete to cover and reinforce the shear concentration area.

[0045] The above are merely preferred embodiments of this application and do not limit the patent scope of this application. Any equivalent structural or procedural transformations made using the content of this application's specification and drawings, or direct or indirect applications in other related technical fields, are similarly included within the patent protection scope of this application.

Claims

1. A corrugated steel web composite beam segment for prefabrication and cantilever assembly, characterized in that, It includes a concrete top slab, corrugated steel web, and a concrete bottom slab, among which, The top of the concrete slab has a first joint groove in the end area along the longitudinal direction of the bridge. One end face of the concrete slab has a first shear key, and the other end face has a first shear key groove that matches the first shear key. The concrete slab has prestressed ducts extending along the longitudinal direction of the bridge. The top of the concrete base slab has a second joint groove in the end area along the longitudinal direction of the bridge. One end face of the concrete top slab has a second shear key tooth on the same side as the first shear key tooth, and the other end face has a second shear key groove that matches the second shear key tooth. The corrugated steel web is connected between the concrete top slab and the concrete bottom slab via a connecting assembly.

2. The corrugated steel web composite beam segment for prefabrication and cantilever assembly according to claim 1, characterized in that, The bottom surface of the first joint groove and the second joint groove have a wave-like shape with alternating peaks and troughs in the transverse direction of the bridge.

3. The corrugated steel web composite beam segment for prefabrication and cantilever assembly according to claim 1, characterized in that, The connecting assembly includes an upper connecting assembly and a lower connecting assembly. The top of the corrugated steel web is connected to the concrete top slab through the upper connecting assembly, and the bottom of the corrugated steel web is connected to the concrete bottom slab through the lower connecting assembly.

4. The corrugated steel web composite beam segment for prefabrication and cantilever assembly according to claim 3, characterized in that, The upper connecting assembly includes a first horizontal steel plate and two vertical steel plates spaced apart along the transverse bridge direction. The vertical steel plates have first through holes for transverse reinforcing bars to pass through. The first horizontal steel plate is connected to the top of the corrugated steel web, and the vertical steel plates are connected to the top of the first horizontal steel plate. A transverse reinforcing bar is inserted through each of the first through holes, and the transverse reinforcing bars are embedded in the concrete top slab.

5. The corrugated steel web composite beam segment for prefabrication and cantilever assembly according to claim 3, characterized in that, The lower connecting assembly includes a second horizontal steel plate, a connecting angle steel, and a U-shaped reinforcing bar. The second horizontal steel plate is connected to the bottom of the corrugated steel web. The connecting angle steel includes a horizontal part and a vertical part. The horizontal part is connected to the bottom of the second horizontal steel plate, and the vertical part extends into the concrete base slab. The vertical part has a second through hole for the longitudinal reinforcing bar to pass through, and a longitudinal reinforcing bar is inserted through each of the second through holes. The U-shaped reinforcing bar surrounds the longitudinal reinforcing bar and is connected to the vertical part.

6. The corrugated steel web composite beam segment for prefabrication and cantilever assembly according to claim 1, characterized in that, The concrete top slab, corrugated steel web, and concrete bottom slab enclose a box-shaped structure. The corrugated steel web composite beam segment also includes a steering diaphragm and an end beam installed inside the box. The steering diaphragm is connected to the concrete top slab, concrete bottom slab, and corrugated steel web. Both the steering diaphragm and the end beam have steering holes for external prestressed tendons to pass through.

7. The corrugated steel web composite beam segment for prefabrication and cantilever assembly according to claim 2, characterized in that, The peak spacing is 10~30cm, the height difference between the peak and the trough is 1 / 4~1 / 2 of the maximum depth of the first joint groove and the second joint groove, and the maximum depth of the first joint groove and the second joint groove is 6~15cm.

8. The corrugated steel web composite beam segment for prefabrication and cantilever assembly according to claim 2, characterized in that, The longitudinal lengths of the first joint groove and the second joint groove are set between 0.3 and 0.5 m.

9. The corrugated steel web composite beam segment for prefabrication and cantilever assembly according to claim 1, characterized in that, The first shear key includes a first set of shear key teeth, a second set of shear key teeth located directly above the corrugated steel web, and a third set of shear key teeth located outside the first set of shear key teeth. The first set of shear key teeth is located inside the second set of shear key teeth. The prestressed duct is located between the second set of shear key teeth and the third set of shear key teeth. The first joint groove is located above the first set of shear key teeth, the second set of shear key teeth, and the third set of shear key teeth.

10. The corrugated steel web composite beam segment for prefabrication and cantilever assembly according to claim 1 or 9, characterized in that, The second shear key includes a fourth set of shear key teeth and a fifth set of shear key teeth located outside the fourth set of shear key teeth, and the second joint groove is located above the fourth set of shear key teeth.

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