Stiffening rib welding seam reinforcing structure of orthotropic steel bridge deck

Abstract

The utility model relates to a reinforcing rib welding seam reinforcing structure of an orthotropic steel bridge deck slab, belongs to the technical field of bridge engineering, fully utilizes the characteristics of high strength, corrosion resistance, light weight and the like of an FRP (Fiber Reinforced Plastic) material, and has the characteristics of simple structural form and light weight. The FRP profiles are adhered to the two sides of the weld joints of the stiffening ribs of the orthotropic steel bridge deck, and the stiffening ribs of the weld joints which may generate fatigue cracks and the steel bridge deck are connected into a whole through the FRP profiles, so that the overall bearing capacity and the anti-fatigue performance of structural members are enhanced, and the repair reliability is guaranteed. And meanwhile, the method has the characteristics of easiness in construction and short construction period, and the influence of repairing and reinforcing operation on road traffic operation is reduced.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of bridge engineering, and particularly relates to a stiffening rib weld reinforcing structure of an orthotropic steel bridge deck. BACKGROUND

[0002] The orthotropic steel bridge deck was born in the 1950s. Due to its advantages of light structure weight and strong spanning capacity, it has been widely applied, especially to large-span steel structure bridges. However, the orthotropic steel bridge deck has a complex structure and many welds. Under the repeated action of vehicle load, the longitudinal welds of the stiffening rib often produce fatigue cracking, which affects the bearing capacity and durability of the structure. Therefore, it is necessary to repair and reinforce the connecting welds between the top plate and the stiffening rib of the orthotropic steel bridge deck.

[0003] At present, the main measures for fatigue cracking repair and reinforcement are angle support plate reinforcement, steel plate reinforcement and weld welding. The angle support plate reinforcement mainly strengthens and improves the stress of the bridge deck and repairs the fatigue cracks by attaching an angle support steel plate at the corner support of the U rib and the bridge deck. However, its application range is limited, the stress concentration at the corner support is obvious, and since the angle support steel plate is connected by welds, it will also cause new fatigue problems. The steel plate reinforcement mainly covers the cracked area with a reinforcing steel plate of the same material and thickness, and then connects and repairs it with welds or bolts. Since the fillet welds are used between the reinforcing steel plate and the bridge deck or the stiffening rib, all the repaired welds still face serious fatigue cracking problems when the bridge deck deforms locally; when the bolt connection reinforcement is performed on the U rib, an operation window needs to be cut on the U rib, which causes secondary damage to the bridge deck; in addition, when the steel plate reinforcement is performed on the bridge deck cracks, the bridge operation needs to be stopped and the traffic needs to be interrupted because the bridge deck needs to be damaged.

[0004] In summary, the existing reinforcement measures inevitably cause steel corrosion during use, greatly reducing the durability of the bridge structure and greatly shortening the service life of the bridge. Due to the limitation of welding quality, the reliability of repair cannot be guaranteed, which easily causes subsequent fatigue problems. At the same time, the traffic needs to be interrupted during construction, and the construction period is generally long, which seriously affects road traffic operation. Therefore, a convenient and reliable stiffening rib weld reinforcing structure of an orthotropic steel bridge deck is needed. SUMMARY

[0005] In order to solve the above problems existing in the prior art, the application provides a stiffening rib weld joint reinforcing structure of an orthotropic steel bridge deck.

[0006] The application provides a stiffening rib weld joint reinforcing structure of an orthotropic steel bridge deck, comprising: a plurality of stiffening ribs, the plurality of stiffening ribs are connected with the steel bridge deck through longitudinal welding, and longitudinal weld joints are arranged between the plurality of stiffening ribs and the steel bridge deck; a plurality of FRP profiles are arranged on the plurality of longitudinal weld joints in one-to-one correspondence; each FRP profile comprises: a first extension and a second extension, the first extension and the second extension are both plate materials; the first ends of the first extension and the second extension are connected with each other, the second end of the first extension extends along a first direction and is connected with the steel bridge deck, and the second end of the second extension extends along a second direction and is connected with one of the stiffening ribs; wherein the first direction intersects the second direction.

[0007] In an embodiment of the application, the extension length of the first extension along the first direction is not less than 10 cm, and the extension length of the second extension along the second direction is not less than 10 cm.

[0008] In an embodiment of the application, the plurality of FRP profiles are arranged on fatigue vulnerable areas of the plurality of longitudinal weld joints in one-to-one correspondence, wherein fatigue cracks exist in the fatigue vulnerable areas.

[0009] In an embodiment of the application, the extension lengths of the first extension and the second extension along a third direction are equal, and the extension lengths of the first extension and the second extension are both greater than the length of the fatigue crack; wherein the third direction is parallel to the length direction of the steel bridge deck, and the third direction intersects the first direction and the second direction respectively.

[0010] In an embodiment of the application, the fatigue crack is located in the middle part of the first extension and the second extension along the third direction.

[0011] In an embodiment of the application, the fibers on the first extension and the second extension are arranged along the width direction of the steel bridge deck.

[0012] In an embodiment of the application, the material of the FRP profile comprises: CFRP or GFRP.

[0013] Compared with the prior art, the application has the following beneficial effects:

[0014] The stiffening rib weld reinforcing structure of the orthotropic steel bridge deck panel of the present application makes full use of the high strength, corrosion resistance and light weight of FRP materials, and has the characteristics of simple structure and light weight. By connecting the FRP profile to both sides of the weld of the stiffening rib of the orthotropic steel bridge deck panel, the stiffening rib and the steel bridge deck panel of the weld where fatigue cracks may occur are connected into one body through the FRP profile, the overall load-carrying capacity and fatigue resistance of the structural member are enhanced, and the reliability of the repair is ensured.

[0015] The above description is only a summary of the technical solutions of the present application, in order to enable the technical means of the present application to be more clearly understood, and to be implemented according to the content of the specification, and in order to enable the above and other purposes, features and advantages of the present application to be more obvious and easy to understand, the following preferred embodiments are described in detail below, and the accompanying drawings are described as follows. BRIEF DESCRIPTION OF DRAWINGS

[0016] Figure 1 is a schematic view of the cross section of an existing orthotropic steel bridge deck panel;

[0017] Figure 2 is a schematic view of the closed stiffening rib weld reinforcing structure of the orthotropic steel bridge deck panel provided by the embodiment of the present application;

[0018] Figure 3 is a schematic view of the open stiffening rib weld reinforcing structure of the orthotropic steel bridge deck panel provided by the embodiment of the present application;

[0019] Figure 4 is an elevation view of the stiffening rib weld reinforcing structure of the orthotropic steel bridge deck panel provided by the embodiment of the present application.

[0020] Legend: 1-FRP profile; 10-steel bridge deck panel; 20-closed stiffening rib; 30-open stiffening rib; 40-longitudinal weld. DETAILED DESCRIPTION

[0021] In order to further illustrate the technical means and effects adopted by the present application to achieve the predetermined purpose, the following describes in detail a stiffening rib weld reinforcing structure of an orthotropic steel bridge deck panel according to the present application, in combination with the accompanying drawings and specific embodiments.

[0022] The foregoing and other technical contents, features and effects of the present application are clearly presented in the following detailed description of the specific embodiments in combination with the accompanying drawings. Through the description of the specific embodiments, the technical means and effects adopted by the present application to achieve the predetermined purpose can be understood more deeply and specifically, however, the accompanying drawings are provided for reference and explanation only, and are not used to limit the technical solutions of the present application.

[0023] Embodiment one

[0024] A cross-section structure of a conventional orthotropic steel bridge deck is shown in Figure 1 wherein the steel bridge deck 10 is connected with several stiffening ribs by welding.

[0025] Exemplarily, the stiffening ribs include closed stiffening ribs 20 (such as U-ribs) or open stiffening ribs 30 (such as plate ribs), each of which is connected with the steel bridge deck 10 by welding, and a longitudinal weld 40 is formed between each of the closed stiffening ribs 20 or the open stiffening ribs 30 and the steel bridge deck 10. The fatigue vulnerable area of the longitudinal weld 40 is located inside the structure, i.e. inside the longitudinal weld 40 itself or in the connecting angle area between the steel bridge deck 10 and the stiffening ribs, which makes it impossible to directly reinforce the fatigue vulnerable area, and even more difficult to directly reinforce the fatigue cracks located in the fatigue vulnerable area. In view of this, the present embodiment provides a stiffening rib weld reinforcing structure of an orthotropic steel bridge deck.

[0026] As shown in Figures 2 to 4 the stiffening rib weld reinforcing structure of the orthotropic steel bridge deck of the present embodiment includes: several stiffening ribs, each of which is connected with the steel bridge deck 10 by longitudinal welding, and a longitudinal weld 40 is arranged between each of the stiffening ribs and the steel bridge deck 10; several FRP profiles 1 are arranged on the several longitudinal welds 40 one by one; each of the FRP profiles 1 includes: a first extension and a second extension, both of which are plate materials; the first ends of the first extension and the second extension are connected with each other, the second end of the first extension extends along a first direction and is connected with the steel bridge deck 10, and the second end of the second extension extends along a second direction and is connected with one of the stiffening ribs; wherein the first direction intersects with the second direction.

[0027] The principle is that the FRP profile 1 (Fiber Reinforced Polymer) is composed of the first extension and the second extension which are at a certain angle with each other, the two sides of the longitudinal weld 40 are covered with the FRP profile 1, and the stiffening rib which may generate fatigue cracks is connected with the steel bridge deck 10 as a whole by the FRP profile 1, so as to enhance the overall load bearing capacity and fatigue resistance of the structural member.

[0028] Exemplarily, the FRP profiles 1 connected with the same stiffening rib are arranged symmetrically with each other.

[0029] In an optional embodiment, as shown in Figure 2As shown, the U-rib is taken as an example of the stiffening rib, and the two sides of the U-rib are connected with FRP profiles 1. The first extension of each FRP profile 1 is connected with the steel bridge deck 10, and the second extension is connected with the two side surfaces of the U-rib, respectively. The first direction is parallel to the width direction of the steel bridge deck 10, the second direction is parallel to the surface of the U-rib, the extension length S1 of the first extension of the FRP profile 1 along the first direction is not less than 10 cm, and the extension length S2 of the second extension of the FRP profile 1 along the second direction is not less than 10 cm.

[0030] For example, the included angle between the first extension and the second extension of the FRP profile 1 connected with the U-rib is obtuse.

[0031] In an optional embodiment, a plurality of FRP profiles 1 are correspondingly arranged on the fatigue vulnerable regions of a plurality of longitudinal welds 40, wherein the fatigue vulnerable regions have fatigue cracks.

[0032] In an optional embodiment, the extension lengths of the first extension and the second extension along the third direction are equal, and the extension lengths of the first extension and the second extension are both greater than the length of the fatigue crack. The third direction is parallel to the length direction of the steel bridge deck 10, and the third direction intersects with the first direction and the second direction, respectively.

[0033] For example, the fatigue crack is located in the middle of the first extension and the second extension along the third direction, and the first extension and the second extension can both completely cover the fatigue crack along the third direction.

[0034] For example, the fibers on the first extension and the second extension are arranged along the width direction of the steel bridge deck.

[0035] For example, the material of the FRP profile includes CFRP (Carbon Fibre-reinforced Polymer) or GFRP (Glassfibre Reinforced Plastics).

[0036] The principle is that based on the local stiffness reinforcement principle, the FRP profile 1 is used for local reinforcement treatment of the connected obtuse angle area between the steel bridge deck 10 and the stiffening rib, the additional local stiffness is introduced, and the force transmission path is also changed, thereby prolonging the fatigue life of the structure. Specifically, the FRP profile 1 of an angle type is pasted on both sides of the U rib, wherein the length of the FRP profile 1 is set according to the position and length of the fatigue crack. For the fatigue crack located in the middle, the FRP profile 1 can completely contain the fatigue crack, the extension length is completely greater than the length of the fatigue crack, and the position of the fatigue crack is located in the middle region of the FRP profile 1. Further, the first extension part and the second extension part both extend outward relative to the two sides of the fatigue crack, and the extension length is at least 10 cm. For the fatigue crack located at the edge position, the thickness of the first extension part and the second extension part can be increased to ensure the reinforcement reliability.

[0037] In an optional embodiment, as shown in Figure 3 the plate rib is taken as the stiffening rib, both sides of which are connected with the FRP profile 1, the first extension part of each FRP profile 1 connected is connected with the steel bridge deck 10, and the second extension part is connected with the two side surfaces of the plate rib respectively; wherein the first direction is parallel to the width direction of the steel bridge deck 10, and the second direction is parallel to the surface of the plate rib, that is, along the vertical direction. It can be understood that, in order to ensure the reinforcement reliability, the extension length S3 of the first extension part of the FRP profile 1 along the first direction is not less than 10 cm, and the extension length S4 of the second extension part of the FRP profile 1 along the second direction is not less than 10 cm.

[0038] For example, the included angle between the first extension part and the second extension part of the FRP profile 1 connected with the plate rib is a right angle.

[0039] The principle is that based on the local stiffness reinforcement principle, the FRP profile 1 is used for local reinforcement treatment of the connected obtuse angle area between the steel bridge deck 10 and the stiffening rib, the additional local stiffness is introduced, and the force transmission path is also changed, thereby prolonging the fatigue life of the structure. Specifically, the FRP profile 1 of an angle type is pasted on both sides of the U rib, wherein the length of the FRP profile 1 is set according to the position and length of the fatigue crack. For the fatigue crack located in the middle, the FRP profile 1 can completely contain the fatigue crack, the extension length is completely greater than the length of the fatigue crack, and the position of the fatigue crack is located in the middle region of the FRP profile 1. Further, the first extension part and the second extension part both extend outward relative to the two sides of the fatigue crack, and the extension length is at least 10 cm. For the fatigue crack located at the edge position, the thickness of the first extension part and the second extension part can be increased to ensure the reinforcement reliability.

[0040] The orthotropic steel bridge deck stiffener weld reinforcement structure of this invention fully utilizes the high strength, corrosion resistance, and lightweight properties of FRP materials, resulting in a simple and lightweight structure. By attaching FRP profiles to both sides of the welds of the orthotropic steel bridge deck stiffeners, the stiffeners and the steel bridge deck are integrated via the FRP profiles, enhancing the overall load-bearing capacity and fatigue resistance of the structural member and ensuring the reliability of the repair.

[0041] It should be noted that, in this document, relational terms such as first and second are used solely to distinguish one entity or operation from another, and do not necessarily require or imply any actual relationship or order between these entities or operations. Furthermore, the terms "comprise," "include," or any other variations thereof are intended to encompass non-exclusive inclusion, such that an article or device comprising a list of elements includes not only those elements but also other elements not explicitly listed. Without further limitation, an element defined by the phrase "comprising a..." does not preclude the presence of additional identical elements in the article or device comprising the element. Terms such as "connected" or "connected" are not limited to physical or mechanical connections but may include electrical connections, whether direct or indirect. References to orientations or positional relationships, such as "upper," "lower," "left," and "right," are based on the orientations or positional relationships shown in the accompanying drawings and are intended solely to facilitate description and simplify the description of the present invention. They do not indicate or imply that the device or element referred to must have, be constructed, or operate in a specific orientation, and are therefore not to be construed as limiting the present invention.

[0042] The above is a further detailed description of the present invention in conjunction with specific preferred embodiments, and the specific implementation of the present invention should not be considered to be limited to these descriptions. For those skilled in the art of the present invention, without departing from the concept of the present invention, several simple deductions or substitutions can be made, which should be considered to fall within the scope of protection of the present invention.

Claims

1. A stiffening rib weld reinforcement structure for an orthotropic steel bridge deck, characterized in that: include: A plurality of stiffening ribs, wherein the plurality of stiffening ribs are connected to the steel bridge deck by longitudinal welding, and longitudinal welds are correspondingly provided between the plurality of stiffening ribs and the steel bridge deck; A plurality of FRP profiles are correspondingly covered on the plurality of longitudinal welds; each of the FRP profiles includes: a first extension portion and a second extension portion, the first extension portion and the second extension portion being plates; first ends of the first extension portion and the second extension portion are connected to each other, the second end of the first extension portion extends along a first direction and is connected to the steel bridge deck, and the second end of the second extension portion extends along a second direction and is connected to one of the stiffening ribs; The first direction intersects with the second direction.

2. The stiffening rib weld reinforcement structure of the orthotropic steel bridge deck according to claim 1 is characterized in that: An extending length of the first extending portion along the first direction is not less than 10 cm, and an extending length of the second extending portion along the second direction is not less than 10 cm.

3. The orthotropic steel bridge deck stiffening rib weld reinforcement structure according to claim 1, characterized in that: A plurality of FRP profiles are covered on the fatigue-prone areas of a plurality of longitudinal welds in a one-to-one correspondence, wherein fatigue cracks exist in the fatigue-prone areas.

4. The orthotropic steel bridge deck stiffening rib weld reinforcement structure according to claim 3, characterized in that: The first extension portion and the second extension portion have the same extension length along the third direction, and the extension lengths of the first extension portion and the second extension portion are both greater than the length of the fatigue crack; The third direction is parallel to the length direction of the steel bridge deck, and the third direction intersects with the first direction and the second direction respectively.

5. The stiffening rib weld reinforcement structure of the orthotropic steel bridge deck according to claim 4, characterized in that: The fatigue crack is located in a middle portion of the first extension portion and the second extension portion along the third direction.

6. The orthotropic steel bridge deck stiffening rib weld reinforcement structure according to claim 4, characterized in that: The fibers on the first extension portion and the second extension portion are both arranged along the width direction of the steel bridge deck.

7. The orthotropic steel bridge deck stiffening rib weld reinforcement structure according to claim 1, characterized in that: The material of the FRP profile includes: CFRP or GFRP.

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