Reinforcing structure and method for stiffening rib welding seam of orthotropic steel bridge deck slab

Abstract

The invention relates to a reinforcing structure and method for a stiffening rib welding seam 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 invention belongs to the technical field of bridge engineering, and in particular relates to a stiffening rib weld reinforcement structure and method for an orthotropic steel bridge deck. Background Art

[0002] Orthotropic steel bridge decks were invented in the 1950s. They have been widely used, especially for large-span steel bridges, due to their advantages such as light weight and strong spanning capacity. However, the structure of orthotropic steel bridge decks is complex and there are many welds. Under the repeated action of vehicle loads, the longitudinal welds of the stiffening ribs often produce fatigue cracks, which affects the bearing capacity and durability of the structure. Therefore, it is very necessary to repair and reinforce the fatigue cracks of the connection welds between the top plate and the stiffening ribs of the orthotropic steel bridge deck.

[0003] At present, the main measures for fatigue crack repair and reinforcement are gusset reinforcement, steel plate reinforcement and weld welding. Gusset reinforcement mainly strengthens and improves the stress of the bridge deck and repairs fatigue cracks by subsidizing the gusset steel plate at the corner support between the U rib and the bridge deck. However, its application range is limited, the stress concentration is obvious at the corner support, and since the gusset steel plate is connected by welds, it will also bring new fatigue problems. 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 corner welds are used between the reinforcing steel plate and the bridge deck or stiffening rib, all repaired welds still face severe fatigue cracking problems when the bridge deck undergoes local deformation; when bolting and reinforcing the U rib, it is also necessary to cut an operation window on the U rib, causing secondary damage to the bridge deck; in addition, when reinforcing the cracks in the bridge deck with steel plates, it is necessary to destroy the bridge deck pavement, so it is also necessary to stop the operation of the bridge and interrupt traffic. Welding is mainly achieved by grinding and re-welding the fatigue cracked welds. Due to the conditions at the construction site, welding is difficult and the on-site reinforcement welding of bridges can only be done by hand. The welding quality is poor and the reliability of the repair is difficult to guarantee. Moreover, fatigue cracking of the welds still exists after welding, which will cause subsequent fatigue problems and may lead to repeated repair work. Since the crack grinding and welding construction cycles are also long, the impact on traffic is also greater.

[0004] In summary, the existing reinforcement measures will inevitably cause steel corrosion during use, which greatly reduces the durability of the bridge structure and greatly reduces the service life of the bridge. The reliability of the repair is also difficult to guarantee due to the limitation of welding quality, which is easy to cause subsequent fatigue problems. At the same time, traffic needs to be interrupted during the construction period, and since the construction period is generally long, it has a serious impact on road traffic operations. Therefore, a convenient and reliable stiffening rib weld reinforcement structure and method for orthotropic steel bridge decks is needed. Summary of the invention

[0005] In order to solve the above problems existing in the prior art, the present invention provides a stiffening rib weld reinforcement structure and method for an orthotropic steel bridge deck. The technical problem to be solved by the present invention is achieved through the following technical solutions:

[0006] The present invention provides a stiffening rib weld reinforcement structure of an orthotropic steel bridge deck, comprising: 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 arranged between the plurality of stiffening ribs and the steel bridge deck; a plurality of FRP profiles are covered on the plurality of longitudinal welds in a one-to-one correspondence; each FRP profile comprises: a first extension portion and a second extension portion, wherein the first extension portion and the second extension portion are both plates; the 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; wherein the first direction intersects with the second direction.

[0007] In one embodiment of the present invention, the extension length of the first extension portion along the first direction is not less than 10 cm, and the extension length of the second extension portion along the second direction is not less than 10 cm.

[0008] In one embodiment of the present invention, a plurality of FRP profiles are covered one by one on the fatigue vulnerable areas of a plurality of longitudinal welds, wherein fatigue cracks exist in the fatigue vulnerable areas.

[0009] In one embodiment of the present invention, the extension lengths of the first extension portion and the second extension portion along the third direction are equal, and the extension lengths of the first extension portion and the second extension portion 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 with the first direction and the second direction respectively.

[0010] In one embodiment of the present invention, the fatigue crack is located in the middle of the first extension portion and the second extension portion along the third direction.

[0011] In one embodiment of the present invention, the fibers on the first extension portion and the second extension portion are both arranged along the width direction of the steel bridge deck.

[0012] In one embodiment of the present invention, the material of the FRP profile includes: CFRP or GFRP.

[0013] The present invention also provides a method for reinforcing a stiffening rib weld of an orthotropic steel bridge deck, comprising:

[0014] S1: respectively setting up the area to be constructed and the area to be reinforced, wherein the area to be reinforced is the area where the FRP profile is set, the area to be reinforced is located in the area to be constructed, and the fatigue-prone area is located in the area to be reinforced;

[0015] S2: Remove slag, paint and rust from the surface of the steel bridge deck and stiffening ribs in the area to be constructed. After polishing until the metallic luster is exposed, clean the area to be reinforced with acetone or alcohol and dry it;

[0016] S3: Repair the longitudinal weld with fatigue cracks by welding, and after grinding and repairing the weld groove after repair, clean the area to be reinforced with acetone or alcohol and dry it;

[0017] S4: Apply adhesive to the connection surface of the FRP profile, the steel bridge deck and the area to be reinforced of the stiffening rib respectively;

[0018] S5: Bond the connection surfaces of the FRP profiles to the areas to be reinforced of the steel bridge deck and stiffening ribs respectively, and maintain them reliably;

[0019] S6: The construction area is treated by sandblasting to remove rust, applying anti-rust primer and spraying waterproof bonding layer to complete the reinforcement of the stiffening rib welds of the orthotropic steel bridge deck.

[0020] In one embodiment of the present invention, the FRP profile is an integrally processed angle profile or is assembled at the construction site using two FRP plates.

[0021] Compared with the prior art, the present invention has the following beneficial effects:

[0022] The stiffening rib weld reinforcement structure of the orthotropic steel bridge deck of the present invention 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 FRP profiles to both sides of the weld of the stiffening rib of the orthotropic steel bridge deck, the stiffening rib of the weld that may produce fatigue cracks and the steel bridge deck are connected as a whole through the FRP profile, thereby enhancing the overall bearing capacity and fatigue resistance of the structural member and ensuring the reliability of the repair.

[0023] The method for reinforcing the weld seams of the stiffening ribs of the orthotropic steel bridge deck of the present invention is characterized by easy construction and a short construction period, and reduces the impact of the repair and reinforcement work on road traffic operations.

[0024] The above description is only an overview of the technical solution of the present invention. In order to more clearly understand the technical means of the present invention, it can be implemented in accordance with the contents of the specification. In order to make the above and other purposes, features and advantages of the present invention more obvious and easy to understand, the following specifically cites a preferred embodiment and describes it in detail with the accompanying drawings as follows. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] Figure 1 It is a structural schematic diagram of a cross section of an existing orthotropic steel bridge deck;

[0026] Figure 2 It is a schematic diagram of a closed stiffening rib weld reinforcement structure of an orthotropic steel bridge deck provided by an embodiment of the present invention;

[0027] Figure 3 It is a schematic diagram of an open stiffening rib weld reinforcement structure of an orthotropic steel bridge deck provided by an embodiment of the present invention;

[0028] Figure 4 is an elevation view of a stiffening rib weld reinforcement structure of an orthotropic steel bridge deck provided by an embodiment of the present invention;

[0029] Figure 5 It is a flow chart of a method for reinforcing stiffening rib welds of an orthotropic steel bridge deck provided by an embodiment of the present invention.

[0030] Icon: 1-FRP profile; 10-steel bridge deck; 20-closed stiffening rib; 30-open stiffening rib; 40-longitudinal weld. DETAILED DESCRIPTION

[0031] In order to further illustrate the technical means and effects adopted by the present invention to achieve the predetermined purpose of the invention, the following is a detailed description of the stiffening rib weld reinforcement structure and method of an orthotropic steel bridge deck proposed by the present invention in combination with the accompanying drawings and specific implementation methods.

[0032] The above and other technical contents, features and effects of the present invention are clearly presented in the following detailed description of the specific implementation modes in conjunction with the accompanying drawings. Through the description of the specific implementation modes, the technical means and effects adopted by the present invention to achieve the predetermined purpose can be more deeply and specifically understood. However, the attached drawings are only for reference and explanation purposes and are not used to limit the technical solutions of the present invention.

[0033] Embodiment 1

[0034] The cross-section structure of an existing orthotropic steel bridge deck is as follows: Figure 1 As shown, a steel bridge deck 10 is connected with a plurality of stiffening ribs by welding.

[0035] 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 to the steel bridge deck 10 by welding, and a longitudinal weld 40 is formed between each closed stiffening rib 20 or open stiffening rib 30 and the steel bridge deck 10. The fatigue-prone area of ​​the longitudinal weld 40 is located inside its structure, that is, 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-prone area, and it is even more difficult to directly reinforce the fatigue cracks located in the fatigue-prone area. In view of this, a stiffening rib weld reinforcement structure of an orthotropic steel bridge deck is provided in this embodiment.

[0036] like Figures 2 to 4 As shown, the stiffening rib weld reinforcement structure of the orthotropic steel bridge deck of this embodiment includes: a plurality of stiffening ribs, each of which is connected to the steel bridge deck 10 by longitudinal welding, and longitudinal welds 40 are correspondingly arranged between the plurality of stiffening ribs and the steel bridge deck 10; a plurality of FRP profiles 1 are covered on the plurality of longitudinal welds 40 one by one; each FRP profile 1 includes: a first extension portion and a second extension portion, both of which are plates; the 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 10, and the second end of the second extension portion extends along a second direction and is connected to one of the stiffening ribs; wherein the first direction intersects with the second direction.

[0037] The principle is that the FRP profile 1 (Fiber Reinforced Polymer) is composed of a first extension portion and a second extension portion that form a certain angle with each other, and both sides of the longitudinal weld 40 are covered with the FRP profile 1. The stiffening ribs that may produce fatigue cracks are connected to the steel bridge deck 10 as a whole through the FRP profile 1 to enhance the overall bearing capacity and fatigue resistance of the structural member.

[0038] Exemplarily, the FRP profiles 1 connected to the same stiffening rib are arranged symmetrically to each other.

[0039] In an optional embodiment, if Figure 2 As shown, taking the U rib as a stiffening rib as an example, FRP profiles 1 are connected on both sides thereof, the first extension portion of each connected FRP profile 1 is connected to the steel bridge deck 10, and the second extension portion is respectively connected to the two side surfaces of the U rib; wherein 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, and the extension length S of the first extension portion of the FRP profile 1 along the first direction is 1 The extension length S of the second extension portion of the FRP profile 1 along the second direction is not less than 10 cm. 2 Not less than 10cm.

[0040] Exemplarily, the angle between the first extension portion and the second extension portion of the FRP profile 1 connecting the U-rib is an obtuse angle.

[0041] In an optional embodiment, a plurality of FRP profiles 1 are covered one by one on the fatigue vulnerable areas of a plurality of longitudinal welds 40, wherein fatigue cracks exist in the fatigue vulnerable areas.

[0042] In an optional embodiment, the extension lengths of the first extension portion and the second extension portion along the third direction are equal, and the extension lengths of the first extension portion and the second extension portion 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 10, and the third direction intersects with the first direction and the second direction respectively.

[0043] Exemplarily, the fatigue crack is located in the middle of the first extension portion and the second extension portion along the third direction, and along the third direction, the first extension portion and the second extension portion can completely cover the fatigue crack.

[0044] Exemplarily, the fibers on the first extension portion and the second extension portion are both arranged along the width direction of the steel bridge deck.

[0045] Exemplarily, the material of the FRP profile includes: CFRP (Carbon Fibre-reinforced Polymer) or GFRP (Glassfibre Reinforced Plastics).

[0046] The principle is that, based on the principle of local stiffness reinforcement, the FRP profile 1 is used to locally reinforce the obtuse-angle area between the steel bridge deck 10 and the stiffening rib. By introducing additional local stiffness, the force transmission path is also changed, thereby extending the fatigue life of the structure. Specifically, angular FRP profiles 1 are respectively pasted on the obtuse-angle areas on both sides of the U-rib, wherein the length of the FRP profile 1 is set accordingly according to the position and length of the fatigue crack. For fatigue cracks located in the middle, the FRP profile 1 can completely contain the fatigue crack, and its extension length is completely greater than the length of the fatigue crack, and the position of the fatigue crack is located in the middle area of ​​the FRP profile 1. Furthermore, both the first extension portion and the second extension portion extend outward relative to both sides of the fatigue crack, and the extension length is at least 10 cm. For fatigue cracks located at the edge, since it is difficult to meet the extension length requirements, the reinforcement reliability can be ensured by increasing the thickness of the first extension portion and the second extension portion.

[0047] In an optional embodiment, if Figure 3As shown, taking the plate rib as a stiffening rib as an example, both sides of the plate rib are connected with FRP profiles 1, the first extension of each FRP profile 1 is connected to the steel bridge deck 10, and the second extension is respectively connected to the two side surfaces of the plate rib; 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 reliability of reinforcement, the extension length S of the first extension of the FRP profile 1 along the first direction is 3 The extension length S of the second extension portion of the FRP profile 1 along the second direction is not less than 10 cm. 4 Not less than 10cm.

[0048] Exemplarily, the angle between the first extension portion and the second extension portion of the FRP profile 1 connecting the plate ribs is a right angle.

[0049] The principle is that, based on the principle of local stiffness reinforcement, the FRP profile 1 is used to locally reinforce the obtuse-angled area between the steel bridge deck 10 and the stiffening rib. By introducing additional local stiffness, the force transmission path is also changed, thereby extending the fatigue life of the structure. Specifically, angular FRP profiles 1 are respectively pasted on both sides of the plate rib, wherein the length of the FRP profile 1 is set accordingly according to the position and length of the fatigue crack. For fatigue cracks located in the middle, the FRP profile 1 can completely contain the fatigue crack, and its extension length is completely greater than the length of the fatigue crack, and the position of the fatigue crack is located in the middle area of ​​the FRP profile 1. Furthermore, both the first extension portion and the second extension portion extend outward relative to both sides of the fatigue crack, and the extension length is at least 10 cm. For fatigue cracks located at the edge, since it is difficult to meet the extension length requirements, the reinforcement reliability can be ensured by increasing the thickness of the first extension portion and the second extension portion.

[0050] The stiffening rib weld reinforcement structure of the orthotropic steel bridge deck of the present invention 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 FRP profiles to both sides of the weld of the stiffening rib of the orthotropic steel bridge deck, the stiffening rib of the weld that may produce fatigue cracks and the steel bridge deck are connected as a whole through the FRP profile, thereby enhancing the overall bearing capacity and fatigue resistance of the structural member and ensuring the reliability of the repair.

[0051] Embodiment 2

[0052] like Figure 5 As shown, this embodiment provides a method for reinforcing a stiffening rib weld of an orthotropic steel bridge deck, comprising:

[0053] S1: respectively setting up the area to be constructed and the area to be reinforced, wherein the area to be reinforced is the area where the FRP profile is set, the area to be reinforced is located in the area to be constructed, and the fatigue-prone area is located in the area to be reinforced;

[0054] Exemplarily, the scope of the area to be constructed is larger than the scope of the area to be reinforced.

[0055] It is understandable that the area to be reinforced can be an area where fatigue welds have already occurred, or a weld area within the entire bridge. In other words, the stiffening rib weld reinforcement method for orthotropic steel bridge decks of this embodiment can be used to repair fatigue welds or to reinforce welds.

[0056] S2: Remove slag, paint and rust from the surface of the steel bridge deck and stiffening ribs in the area to be constructed. After polishing until the metallic luster is exposed, clean the area to be reinforced with acetone or alcohol and dry it;

[0057] S3: Repair the longitudinal weld with fatigue cracks by welding, and after grinding and repairing the weld groove after repair, clean the area to be reinforced with acetone or alcohol and dry it;

[0058] S4: Apply adhesive to the connection surface of the FRP profile, the steel bridge deck and the area to be reinforced of the stiffening rib respectively.

[0059] In an optional embodiment, the FRP profile can be an integrally processed angle profile that is directly used at the construction site after being pre-processed in a factory; or two FRP plates can be assembled at the construction site.

[0060] S5: Bond the connection surfaces of the FRP profiles to the areas to be reinforced of the steel bridge deck and stiffening ribs respectively, and maintain them reliably;

[0061] S6: The construction area is treated by sandblasting to remove rust, applying anti-rust primer and spraying waterproof bonding layer to complete the reinforcement of the stiffening rib welds of the orthotropic steel bridge deck.

[0062] The principle is that after setting up the area to be constructed and the area to be reinforced respectively, the surfaces of the area to be constructed and the area to be reinforced are treated respectively to ensure the reliability of welding repair, and at the same time, the surface after welding is cleaned to ensure the connection reliability of the FRP profile, so that the FRP profile is connected to the steel bridge deck and the stiffening ribs by gluing.

[0063] It is worth noting that FRP profiles have the characteristics of high strength, corrosion resistance and light weight, and are an ideal material choice for reinforcing the stiffening rib welds of orthotropic steel bridge decks. Due to the high strength and excellent corrosion resistance of FRP profiles, the bearing capacity and durability of the weld position can be effectively improved. And because the weight of FRP profiles is relatively light, it will not add too much burden to the bridge structure. In addition, the use of FRP profiles is also convenient for shape customization according to actual reinforcement needs, and can be adapted to various complex bridge structures. At the same time, the reinforcement process using FRP profiles is simple, and the reinforcement work can be completed quickly, reducing the impact of repair and reinforcement work on road traffic operations. By giving full play to the advantages of FRP profiles, the safety and durability of bridges can be effectively improved, contributing to the sustainable development of bridge engineering.

[0064] The method for reinforcing the weld seams of the stiffening ribs of the orthotropic steel bridge deck of the present invention is characterized by easy construction and a short construction period, and reduces the impact of the repair and reinforcement work on road traffic operations.

[0065] It should be noted that, in this article, relational terms such as first and second, etc. are only used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply that there is any such actual relationship or order between these entities or operations. Moreover, the term "include", "comprise" or any other variant is intended to cover non-exclusive inclusion, so that the article or device including a series of elements includes not only those elements, but also other elements that are not explicitly listed. In the absence of more restrictions, the elements defined by the sentence "including one..." do not exclude the existence of other identical elements in the article or device including the elements. "Connect" or "connected" and similar words are not limited to physical or mechanical connections, but can include electrical connections, whether direct or indirect. The orientation or position relationship indicated by "up", "down", "left", "right", etc. is based on the orientation or position relationship shown in the accompanying drawings, which is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation of the present invention.

[0066] The above contents are further detailed descriptions of the present invention in combination with specific preferred embodiments, and it cannot be determined that the specific implementation of the present invention is limited to these descriptions. For ordinary technicians in the technical field to which the present invention belongs, several simple deductions or substitutions can be made without departing from the concept of the present invention, which should be regarded as falling within the protection scope 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 arranged between the plurality of stiffening ribs and the steel bridge deck; A plurality of FRP profiles are covered on the plurality of longitudinal welds in a one-to-one correspondence; each of the FRP profiles comprises: a first extension portion and a second extension portion, both of which are 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 extension length of the first extension portion along the first direction is not less than 10 cm, and an extension length of the second extension portion along the second direction is not less than 10 cm.

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

4. The stiffening rib weld reinforcement structure of the orthotropic steel bridge deck according to claim 3 is 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 at a middle portion of the first extension portion and the second extension portion along the third direction.

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

8. A method for reinforcing the stiffening rib weld of an orthotropic steel bridge deck, characterized in that: The reinforcement method using the stiffening rib weld reinforcement structure of the orthotropic steel bridge deck as claimed in any one of claims 1 to 7 comprises: S1: respectively setting up a region to be constructed and a region to be reinforced, wherein the region to be reinforced is a region where the FRP profile is set, the region to be reinforced is located in the region to be constructed, and the fatigue-prone region is located in the region to be reinforced; S2: performing slag removal, paint removal and rust removal on the surfaces of the steel bridge deck and stiffening ribs located in the area to be constructed, polishing until the metallic luster is exposed, and then cleaning the area to be reinforced with acetone or alcohol and drying; S3: Repairing the longitudinal weld with fatigue cracks by welding, and after grinding and repairing the weld groove after the repair, cleaning the area to be reinforced by acetone or alcohol and drying; S4: applying adhesive to the connection surface of the FRP profile, the steel bridge deck and the area to be reinforced of the stiffening rib respectively; S5: bonding the connection surfaces of the FRP profiles to the steel bridge deck and the areas to be reinforced of the stiffening ribs respectively, and performing reliable maintenance; S6: The area to be constructed is sequentially treated with sandblasting for rust removal, anti-rust primer application and spraying of a waterproof bonding layer to complete the reinforcement of the stiffening rib welds of the orthotropic steel bridge deck.

9. The method for reinforcing the stiffening rib weld of an orthotropic steel bridge deck according to claim 8, characterized in that: The FRP profile is an integrally processed angular profile or is assembled on the construction site using two FRP plates.

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