CN112853963A - Orthotropic steel bridge deck weld fatigue reinforcing structure and reinforcing method thereof - Google Patents
Orthotropic steel bridge deck weld fatigue reinforcing structure and reinforcing method thereof Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/06—Arrangement, construction or bridging of expansion joints
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
- E01D19/125—Grating or flooring for bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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Abstract
The invention provides an orthotropic steel bridge deck weld joint fatigue reinforcing structure and a reinforcing method thereof. The orthotropic steel bridge deck welding seam fatigue reinforcing structure comprises a steel bridge deck top plate and a U rib welded on the lower surface of the steel bridge deck top plate, wherein the U rib is set as a fatigue damage area in an area where fatigue cracking risks exist at the welding position between the U rib and the steel bridge deck top plate or in an area where fatigue cracks exist, and a reinforcing plate is arranged on the upper surface of the steel bridge deck top plate and corresponds to the position of the fatigue damage area. The invention has simple construction, can effectively inhibit or slow down the fatigue crack initiation or development of the orthotropic steel bridge deck slab, and greatly improves the fatigue life of the orthotropic steel bridge deck slab.
Description
Technical Field
The invention relates to the technical field of bridge engineering, in particular to an orthotropic steel bridge deck weld joint fatigue reinforcing structure and a reinforcing method thereof.
Background
The orthotropic steel bridge deck is widely used in structural forms, and has the outstanding advantages of light dead weight, high bearing capacity, wide application range and the like. The fatigue problem of orthotropic steel bridge deck slab is always a hotspot studied by various scholars, wherein the welding part of a top plate and a U rib is used as one of fatigue vulnerable parts, fatigue cracks of the part tend to spread towards the top plate, the maintenance is difficult, when the fatigue cracks are discovered, the top plate often penetrates through to influence a bridge deck waterproof layer and a pavement layer, and at the moment, rainwater penetrates into the steel box girder; meanwhile, when the cracks at the part are repaired and reinforced, traffic is often required to be interrupted, and repair is difficult, however, the cracks are seriously influenced in the fatigue cracks of the orthotropic steel bridge deck.
The structural form, the forming mode and the repeated alternating load of the orthotropic steel bridge deck plate cause the fatigue vulnerability of the orthotropic steel bridge deck plate. Stress concentration caused by complex structure and geometric discontinuity of the structural form, residual stress caused by welding and hot cutting, and inevitable manufacturing errors and repeated action of a large amount of traffic load jointly cause the appearance and the expansion of cracks at fatigue vulnerable parts, influence the service life of the bridge structure and bring about serious potential safety hazards. For fatigue cracks of the built bridge, the prior art needs to adopt repair and reinforcement measures to ensure the use safety of the bridge structure.
The traditional reinforcing method mainly comprises mechanical repair and thermal repair, but the traditional repairing method has the defects of introduction of a new easily damaged part due to damage to the original structure, complex construction technology, high repairing cost, failure in achieving the expected effect and the like.
Therefore, how to design a reinforcement mode for the welding seam between the top plate and the U rib of the orthotropic steel bridge deck slab, which is convenient and fast to construct, can effectively inhibit or slow down the fatigue crack initiation or development of the orthotropic steel bridge deck slab and greatly prolong the fatigue life, becomes a technical problem to be solved in the field.
Disclosure of Invention
The invention provides a reinforcement structure for the weld joint fatigue of an orthotropic steel bridge deck, which can effectively inhibit or slow down the fatigue crack initiation or development of the orthotropic steel bridge deck and greatly prolong the fatigue life.
The invention provides an orthotropic steel bridge deck welding seam fatigue reinforcing structure which comprises a steel bridge deck top plate and a U rib welded on the lower surface of the steel bridge deck top plate, wherein a region with fatigue cracking risk or a region with fatigue cracks at the welding position between the U rib and the steel bridge deck top plate is set as a fatigue vulnerable region, and a reinforcing plate is arranged on the upper surface of the steel bridge deck top plate and at a position corresponding to the fatigue vulnerable region.
According to the orthotropic steel bridge deck welding line fatigue reinforcing structure provided by the invention, the reinforcing plate is bonded with the upper surface of the steel bridge deck top plate.
According to the orthotropic steel bridge deck weld joint fatigue reinforcing structure provided by the invention, the fatigue vulnerable area is positioned in the middle of the reinforcing plate, so that the reinforcing plate completely covers the fatigue vulnerable area.
According to the orthotropic steel bridge deck welding line fatigue reinforcing structure provided by the invention, a bridge deck pavement layer is bonded on the upper surface of the steel bridge deck top plate, the reinforcing and reinforcing plate is arranged between the bridge deck pavement layer and the steel bridge deck top plate, and the bridge deck pavement layer completely covers the reinforcing and reinforcing plate.
According to the orthotropic steel bridge deck welding line fatigue reinforcing structure provided by the invention, the reinforcing plate is bonded with the bridge deck pavement layer.
According to the reinforcement reinforcing plate, the reinforcement reinforcing plate is made of fiber reinforced composite materials or steel materials.
According to the orthotropic steel bridge deck welding seam fatigue reinforcing structure provided by the invention, the fiber direction of the reinforcing plate is consistent with the transverse direction of the steel bridge deck top plate.
According to the orthotropic steel bridge deck welding seam fatigue reinforcing structure provided by the invention, the U ribs extend along the length direction of the steel bridge deck top plate.
According to the orthotropic steel bridge deck welding seam fatigue reinforcing structure provided by the invention, a plurality of transverse partition plates are further arranged on the lower surface of the steel bridge deck top plate, the transverse partition plates are distributed at intervals along the length direction of the steel bridge deck top plate, and each transverse partition plate is perpendicular to the U rib.
The invention also provides a reinforcing method of the orthotropic steel bridge deck weld joint fatigue reinforcing structure, which comprises the following steps:
s1, setting a region corresponding to the fatigue vulnerable region on the steel bridge deck top plate as a region to be constructed, removing a bridge deck pavement layer of the region to be constructed, and setting a region for arranging a reinforcing plate on the steel bridge deck top plate as a region to be reinforced, wherein the area of the region to be constructed is larger than that of the region to be reinforced;
s2, performing slag removal, paint removal and rust removal construction on the upper surface of the steel bridge deck top plate at the to-be-constructed area, polishing until metal luster leaks out, cleaning the to-be-reinforced area by using acetone or alcohol, and airing;
s3, repairing fatigue cracks existing at the welding position between the steel bridge deck top plate and the U rib by adopting a welding repair method;
s4, polishing and repairing the repaired groove weld to enable the surface of the weld to be flush with the upper surface of the steel bridge deck top plate, cleaning the area to be reinforced again by using acetone or alcohol, and airing;
s5, respectively and uniformly coating adhesives on the surface of the reinforcing plate and the surface of the steel bridge deck top plate;
s6, applying constant pressure to the reinforcing plate to enable the reinforcing plate to be adhered to the steel bridge deck top plate through the adhesive, maintaining until the adhesive reaches standard strength, and then releasing the pressure applied to the reinforcing plate;
and S7, performing sand blasting rust removal, rust-proof primer coating and waterproof bonding layer spraying on the surface of the area to be constructed respectively, and then paving a bridge deck pavement layer on the surface of the area to be constructed.
One or more technical solutions in the present invention have at least one of the following technical effects:
according to the orthotropic steel bridge deck weld joint fatigue reinforcing structure provided by the invention, the region with fatigue cracking risk at the welding position between the U rib and the steel bridge deck top plate or the region with fatigue cracks is set as the fatigue vulnerable region, and the reinforcement reinforcing plate is arranged on the upper surface of the steel bridge deck top plate and at the position corresponding to the fatigue vulnerable region, so that the fatigue vulnerable region at the welding position between the steel bridge deck top plate and the U rib is reinforced, the local rigidity of the welding position between the steel bridge deck top plate and the U rib is improved, wherein for the region without cracks (namely, the region with fatigue cracking risk), the stress concentration condition of the weld joint between the steel bridge deck top plate and the U rib can be effectively improved, and the fatigue cracks are inhibited or delayed; for the welding part with cracks (namely, the area with fatigue cracks), the stress state of the crack tip can be effectively improved, and the cracks can be effectively inhibited from further expanding. Therefore, the orthotropic steel bridge deck welding seam fatigue reinforcing structure provided by the invention is simple and reliable in structure, can effectively inhibit or slow down fatigue crack initiation or development of orthotropic steel bridge deck plates, and greatly prolongs the fatigue life of the orthotropic steel bridge deck plates.
According to the reinforcement method of the orthotropic steel bridge deck welding seam fatigue reinforcement structure, the reinforcement reinforcing plate is processed and stuck to the position, corresponding to the fatigue vulnerable area, on the upper surface of the steel bridge deck top plate, the fatigue vulnerable area at the welding position between the steel bridge deck top plate and the U rib can be reinforced on the premise of avoiding new damage to the original parent metal and introduction of a new fatigue vulnerable part, the original structure is not increased by too much weight, the construction is simple, convenient, rapid and effective, economic and practical, and the fatigue life of the orthotropic steel bridge deck plate is remarkably prolonged.
Additional aspects and advantages of the invention will be set forth in part in the description which follows and, in part, will be obvious from the description, or may be learned by practice of the invention.
Drawings
In order to more clearly illustrate the technical solutions of the present invention or the prior art, the drawings needed for the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and those skilled in the art can also obtain other drawings according to the drawings without creative efforts.
FIG. 1 is a schematic view of an orthotropic steel deck weld fatigue reinforcement structure provided by the present invention;
FIG. 2 is a schematic diagram of a calculation model of the orthotropic steel bridge deck weld fatigue reinforcement structure in the invention;
FIGS. 3 to 9 are schematic construction flow diagrams of a reinforcement method of an orthotropic steel bridge deck weld fatigue reinforcement structure provided by the invention;
FIG. 10 is a graphical representation of a positive stress amplitude fatigue strength curve for a fatigue detail 70 in the present invention.
Reference numerals:
1: a steel bridge deck top plate; 2: a U-rib; 3: reinforcing the reinforcing plate;
4: an adhesive layer; 5: a bridge deck pavement layer; 6: a transverse partition;
7: fatigue cracking; 8: beveling; 9: groove welding;
10: the surface of the weld.
Detailed Description
The embodiments of the present invention will be described in further detail with reference to the drawings and examples. The following examples are intended to illustrate the invention but are not intended to limit the scope of the invention.
In the description of the embodiments of the present invention, it should be noted that the terms "center", "longitudinal", "lateral", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", and the like indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience in describing the embodiments of the present invention and simplifying the description, but do not indicate or imply that the referred devices or elements must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the embodiments of the present invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the embodiments of the present invention, it should be noted that, unless explicitly stated or limited otherwise, the terms "connected" and "connected" are to be interpreted broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; may be directly connected or indirectly connected through an intermediate. Specific meanings of the above terms in the embodiments of the present invention can be understood in specific cases by those of ordinary skill in the art.
In embodiments of the invention, unless expressly stated or limited otherwise, the first feature "on" or "under" the second feature may be directly contacting the first and second features or indirectly contacting the first and second features through intervening media. Also, a first feature "on," "over," and "above" a second feature may be directly or diagonally above the second feature, or may simply indicate that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature may be directly under or obliquely under the first feature, or may simply mean that the first feature is at a lesser elevation than the second feature.
In the description herein, references to the description of the term "one embodiment," "some embodiments," "an example," "a specific example," or "some examples," etc., mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of an embodiment of the invention. In this specification, the schematic representations of the terms used above are not necessarily intended to refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples. Furthermore, various embodiments or examples and features of different embodiments or examples described in this specification can be combined and combined by one skilled in the art without contradiction.
Specific embodiments of the orthotropic steel bridge deck weld fatigue reinforcement structure of the present invention are described below with reference to fig. 1 to 9.
The orthotropic steel bridge deck welding seam fatigue reinforcing structure comprises a steel bridge deck top plate 1 and U ribs 2 welded to the lower surface of the steel bridge deck top plate 1.
Setting a region with fatigue cracking risk or a region with fatigue cracks at the welding position between the steel bridge deck top plate 1 and the U rib 2 as a fatigue vulnerable region, and arranging a reinforcing and reinforcing plate 3 on the upper surface of the steel bridge deck top plate 1 and at a position corresponding to the fatigue vulnerable region.
That is, according to the orthotropic steel bridge deck weld joint fatigue reinforcing structure provided by the embodiment of the invention, the reinforcing and reinforcing plate 3 is arranged on the upper surface of the steel bridge deck top plate 1 and at the position corresponding to the fatigue vulnerable area, so that the fatigue vulnerable area at the welding position between the steel bridge deck top plate 1 and the U rib 2 is effectively reinforced, and the local rigidity of the welding position between the steel bridge deck top plate 1 and the U rib 2 is improved. For the region without cracks (namely, the region with fatigue cracking risk), the stress concentration condition of the welding seam between the steel bridge deck top plate 1 and the U rib 2 can be effectively improved, and the fatigue cracks are inhibited or delayed; for the welding part with cracks (namely, the area with fatigue cracks), the stress state of the crack tip can be effectively improved, and the cracks can be effectively inhibited from further expanding.
Therefore, the orthotropic steel bridge deck welding line fatigue reinforcing structure provided by the embodiment of the invention is simple and reliable in structure, can effectively inhibit or slow down fatigue crack initiation or development of orthotropic steel bridge deck plates, and greatly prolongs the fatigue life of the orthotropic steel bridge deck plates.
Particularly, U rib 2 is the integrated into one piece structure, and U rib 2 includes U rib bottom plate and two U rib curb plates, and U rib bottom plate corresponds with the lower extreme of two U rib curb plates respectively along length direction's relative both sides and is connected to enclose between U rib bottom plate and two U rib curb plates and close and form the U-shaped cavity, and the opening of this U-shaped cavity is towards the lower surface of steel bridge floor roof 1, promptly, the upper end of two U rib curb plates respectively with the lower surface welding of steel bridge floor roof 1.
Therefore, the fatigue vulnerable area is a part where the steel bridge deck top plate 1 and the U-rib side plate are connected by welding, and a fatigue crack is often initiated at a weld root or a weld toe of the steel bridge deck top plate 1 and spreads towards the steel bridge deck top plate 1, and is generally found only when the steel bridge deck top plate 1 is penetrated. Therefore, according to the orthotropic steel bridge deck welding seam fatigue reinforcing structure provided by the embodiment of the invention, the reinforcing plate 3 is arranged to effectively reinforce the fatigue vulnerable area at the welding position between the steel bridge deck top plate 1 and the U rib 2, so that the local rigidity of the fatigue vulnerable part is obviously improved, and the fatigue service life is greatly prolonged.
In some embodiments of the present invention, an adhesive layer 4 is disposed between the reinforcing plate 3 and the upper surface of the steel bridge deck roof 1, that is, the reinforcing plate 3 and the steel bridge deck roof 1 are fixed by the adhesive layer 4.
In a specific embodiment of the present invention, the fatigue vulnerable area should be located at the middle of the reinforcement stiffener 3 so that the reinforcement stiffener 3 can completely cover the fatigue vulnerable area. According to the arrangement mode, the stress of the reinforcing plate 3 and the adhesive layer 4 can be balanced, once a crack is generated, the stress of the adhesive layer 4 is transferred to the reinforcing plate 3 above the crack, so that the fatigue vulnerable area is positioned in the middle of the reinforcing plate 3, and the bonding between the reinforcing plate 3 and the steel bridge deck top plate 1 is not easy to fail. The reinforcing plate 3 is made to cover the fatigue vulnerable area completely, so that the closer to the crack initiation end, the better the crack propagation inhibition effect is, and the crack propagation can be inhibited to the maximum extent by the completely covered arrangement.
In the embodiment of the present invention, since the reinforcing plate 3 mainly bears the tensile force generated by the local transverse bending, a plate with a large elastic modulus should be selected, and therefore, the reinforcing plate 3 is made of a fiber reinforced composite material or a steel material to ensure the structural strength of the reinforcing plate 3. Fiber reinforced composites include, but are not limited to, CFRP, GFRP, or AFRP, among others.
In the embodiment of the present invention, the fiber direction of the reinforcing plate 3 is aligned with the transverse direction of the steel deck roof 1 to ensure that the fiber direction of the reinforcing plate 3 is arranged in accordance with the direction of tension. Wherein, the length direction of setting for steel bridge floor roof 1 is vertical, and the width direction of setting for steel bridge floor roof 1 is horizontal.
In some embodiments of the present invention, a bridge deck pavement layer 5 is adhered to the upper surface of the steel bridge deck top plate 1, the reinforcing plate 3 is disposed between the bridge deck pavement layer 5 and the steel bridge deck top plate 1, and the bridge deck pavement layer 5 completely covers the reinforcing plate 3, as shown in fig. 9.
Wherein, the reinforcing plate 3 is fixedly bonded with the bridge deck pavement layer 5. That is, effective bonding among the steel bridge deck top plate 1, the reinforcing plate 3 and the bridge deck pavement layer 5 is facilitated, so that common stress of the structure is facilitated.
Wherein, consolidate stiffening plate 3 and can adopt the rectangular plate to the thickness of consolidating stiffening plate 3 should not influence the normal behavior of bridge deck pavement layer 5.
In some embodiments of the present invention, the U-rib 2 extends along the length of the steel deck roof 1. Still be equipped with a plurality of horizontal separators 6 at the lower surface of steel bridge face roof 1, a plurality of horizontal separators 6 are along the length direction interval distribution of steel bridge face roof 1, and each horizontal separator 6 is respectively with U rib 2 mutually perpendicular to the structural strength of reinforcing orthotropic steel bridge face board.
On the other hand, the embodiment of the invention also provides a method for reinforcing the orthotropic steel bridge deck weld fatigue reinforcing structure. As shown in fig. 3 to 9, the method specifically includes the following steps:
s1, processing the area to be reinforced: setting the area corresponding to the fatigue vulnerable area on the steel bridge deck top plate 1 as a to-be-constructed area, clearing the bridge deck pavement layer 5 of the to-be-constructed area, and setting the area, used for arranging the reinforcing plate 3, on the steel bridge deck top plate 1 as the to-be-reinforced area, wherein the area of the to-be-constructed area is larger than that of the to-be-reinforced area.
S2, surface treatment of the area to be reinforced: and carrying out slag removal, paint removal and rust removal construction on the upper surface of the steel bridge deck top plate 1 at the to-be-constructed area, polishing until metal luster is leaked out, cleaning the to-be-reinforced area by using acetone or alcohol, and airing.
S3, crack part treatment: and repairing the fatigue crack 7 existing at the welding position between the steel bridge deck top plate 1 and the U rib 2 by adopting a repair welding method.
S4, repairing the surface of the weld: and polishing and repairing the repaired groove welding line 9 to enable the welding line surface 10 to be flush with the upper surface of the steel bridge deck top plate 1, cleaning the area to be reinforced by adopting acetone or alcohol again and drying the area to be reinforced.
S5, adhering and reinforcing plate 3: and respectively and uniformly coating adhesives on the surface of the reinforcing plate 3 and the upper surface of the steel bridge deck top plate 1.
S6, fixing, maintaining and treating: and applying constant pressure to the reinforcing plate 3 so that the reinforcing plate 3 is adhered to the steel bridge deck roof 1 by the adhesive, curing until the adhesive reaches the standard strength, and then releasing the pressure applied to the reinforcing plate 3.
S7, recovering bridge deck pavement: and (3) performing sand blasting rust removal, rust-proof primer coating and waterproof bonding layer spraying on the surface of the area to be constructed respectively, and then paving a bridge deck pavement layer 5 on the surface of the area to be constructed.
That is, by the method for reinforcing the orthotropic steel bridge deck welding line fatigue reinforcing structure provided by the embodiment of the invention, the fatigue vulnerable area at the welding position between the steel bridge deck top plate 1 and the U rib 2 can be reinforced on the premise of avoiding new damage to the original parent metal and introducing a new fatigue vulnerable part, and the original structure is not increased by too much weight, so that the construction is simple, convenient, fast, effective, economical and applicable, and the fatigue life of the orthotropic steel bridge deck plate is remarkably prolonged.
Specifically, in step S1, for the steel deck top plate 1 of the existing deck pavement layer 5, the function of the deck pavement layer 5 above the position where the fatigue crack 7 tends to occur is already affected, and normal use is affected, so that the reinforcing construction and the repair work of the deck pavement can be performed successively during construction.
In the case where the reinforcing plate 3 needs to be installed before the fatigue crack 7 does not occur, the region at risk of fatigue crack is determined by common knowledge and engineering experience of those skilled in the art, or by calculation using finite element analysis.
Specifically, in step S2, when the region to be reinforced is surface-treated, the area of the treated region should be larger than the area of the reinforcing stiffener 3.
Specifically, in step S3, the crack portion processing specifically includes the following steps:
first, a groove 8 is machined along the edge of the fatigue crack 7, and the groove 8 is made to reach the end of the fatigue crack 7. Wherein the form of the groove 8 is selected according to the current relevant specifications.
And then welding at the groove 8 by adopting a small-diameter welding rod matched with the base material of the steel bridge deck top plate 1. Wherein each pass requires hammering immediately after welding.
Specifically, in step S5, small steel balls for controlling the thickness of the adhesive are required to be arranged on the adhesive, and the small steel balls are uniformly forced to be sufficiently contacted with the adhesive, so as to extrude the excessive adhesive on the reinforcing and stiffening plate 3 and the steel bridge deck top plate 1.
Specifically, in step S6, in order to ensure that the adhesive reaches the standard strength, the influence of the outside on the process of reaching the standard strength of the adhesive should be minimized.
Specifically, in step S7, for restoring the bridge deck pavement, care should be taken not to affect the adhesion between the reinforcing plate 3 and the steel deck roof 1 during construction, and care should be taken during construction.
The method for reinforcing the orthotropic steel bridge deck weld fatigue reinforcing structure according to the embodiment of the invention is specifically described below by taking the south-to-Chinese main bridge of the Yangtze river highway bridge as an example.
The main bridge of south and Chinese of the Yangtze river highway bridge adopts a single-hole double-hinged steel box girder suspension bridge with a main span of 1490 m and 6 bidirectional lanes. The thickness of the steel bridge deck top plate and the U ribs is 14mm and 6mm respectively, the width of the upper opening is 300mm, the width of the lower opening is 169mm, the distance between every two adjacent U ribs is 300mm, the thickness of each transverse partition plate is 8mm, and the distance between every two adjacent transverse partition plates is 3220 mm. Since the vehicle was started in 2005, fatigue cracking occurred at the welded portion between the U-rib and the steel deck roof after more than ten years of use.
The reinforcement method for the orthotropic steel bridge deck weld fatigue reinforcement structure provided by the embodiment of the invention is adopted to reinforce the main bridge of south China and Han provinces of the Yangtze river highway bridge.
The embodiment establishes a fatigue stress analysis simplified calculation model through finite element software, wherein the simplified model is a section model cut out from a steel box girder. Wherein the longitudinal bridge is 18100mm long and is the distance between 5 transverse clapboards; the transverse bridge length is 4800mm, and the total length of the transverse bridge comprises eight U ribs; the diaphragm height is set to 900 mm. The wheel load is loaded by adopting a fatigue load model III of Highway steel structure bridge design specification JTG D64-2015, and the loading wheel is loaded by a single-side front wheel and a single-side rear wheel, as shown in figure 2.
In this embodiment, four reinforcement models are established, where table 1 shows basic parameters of each reinforcement model, table 2 shows the transverse stress condition of the weld joint between the top plate of the steel bridge deck and the U rib under the static load when the worst loading is performed, and table 3 shows the stress range condition of the weld joint between the top plate of the steel bridge deck and the U rib under the moving load when the worst loading is performed. In each table, USM represents the unreinforced model, and SM-A, SM-B, SM-C and SM-D represent the respective reinforced models.
TABLE 1
TABLE 2
TABLE 3
According to the calculation result, the maximum static load stress reduction amplitude after reinforcement reaches 41.3% under the most unfavorable loading condition, and the maximum stress range reduction amplitude is 25.4%. Namely, after the reinforcing method provided by the embodiment of the invention is adopted for reinforcing, the fatigue stress level of the welding seam between the steel bridge deck top plate and the U rib can be effectively reduced.
In order to further explain the fatigue reinforcement effect, according to the design specification JTG D64-2015 of a highway steel structure bridge, the distribution probability of the transverse position of the wheel load is considered, the actually measured traffic volume of the bridge is combined, the fatigue life evaluation of the welding seam between the top plate of the steel bridge deck and the U rib before and after reinforcement is carried out on the basis of an S-N curve, according to the specification, the selected fatigue detail is 70, the positive stress amplitude fatigue strength curve is shown as the attached drawing 10, and the curve expression is as follows:
the results of the fatigue life calculation before and after reinforcement based on the S-N curve are shown in Table 4 below. The fatigue life after consolidation can be up to 90%.
TABLE 4
By adopting the applicable S-N curve given by the specification and fatigue life evaluation based on the nominal stress method, the calculation result shows that the fatigue life is remarkably improved after the reinforcement method provided by the embodiment of the invention is adopted for reinforcement.
It should be noted that the calculation of the embodiment of the invention can reflect the fatigue reinforcing effect, but only the comparison calculation of the fatigue life before and after reinforcement under the given fatigue load model is carried out, and does not represent the actual situation.
Finally, it should be noted that: the above examples are only intended to illustrate the technical solution of the present invention, but not to limit it; although the present invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; and such modifications or substitutions do not depart from the spirit and scope of the corresponding technical solutions of the embodiments of the present invention.
Claims (10)
1. The orthotropic steel bridge deck weld joint fatigue reinforcing structure is characterized by comprising a steel bridge deck top plate and U ribs welded on the lower surface of the steel bridge deck top plate, an area with fatigue cracking risk at the welding position between the U ribs and the steel bridge deck top plate or an area with fatigue cracks is set as a fatigue vulnerable area, and reinforcing plates are arranged on the upper surface of the steel bridge deck top plate and at positions corresponding to the fatigue vulnerable area.
2. The orthotropic steel deck weld fatigue reinforcement structure of claim 1, wherein the reinforcement stiffener is bonded to the upper surface of the steel deck roof.
3. The orthotropic steel deck weld fatigue reinforcement structure of claim 1, wherein the fatigue vulnerable region is located in a middle portion of the reinforcement stiffener such that the reinforcement stiffener completely covers the fatigue vulnerable region.
4. The orthotropic steel bridge deck weld fatigue reinforcement structure of claim 1, wherein a bridge deck pavement layer is bonded to an upper surface of the steel bridge deck top plate, the reinforcement reinforcing plate is disposed between the bridge deck pavement layer and the steel bridge deck top plate, and the bridge deck pavement layer completely covers the reinforcement reinforcing plate.
5. The orthotropic steel deck weld fatigue reinforcement structure of claim 4, wherein said reinforcement stiffening plate is bonded to said deck pavement.
6. The orthotropic steel deck weld fatigue reinforcement structure of any of claims 1 to 5, wherein the reinforcement stiffening plate is made of a fiber reinforced composite or steel.
7. The orthotropic steel deck weld fatigue reinforcement structure of any of claims 1 to 5, wherein the fiber direction of the reinforcement stiffeners is aligned with the transverse direction of the steel deck.
8. The orthotropic steel deck weld fatigue reinforcement structure of any of claims 1 to 5, wherein the U-ribs extend along the length of the steel deck top plate.
9. The orthotropic steel bridge deck weld fatigue reinforcing structure of any one of claims 1 to 5, wherein a plurality of transverse partition plates are further arranged on the lower surface of the steel bridge deck top plate, the plurality of transverse partition plates are distributed at intervals along the length direction of the steel bridge deck top plate, and each transverse partition plate is perpendicular to the U-shaped rib.
10. A method of strengthening an orthotropic steel deck weld fatigue reinforcement structure according to any of claims 1 to 9, comprising the steps of:
s1, setting a region corresponding to the fatigue vulnerable region on the steel bridge deck top plate as a region to be constructed, removing a bridge deck pavement layer of the region to be constructed, and setting a region for arranging a reinforcing plate on the steel bridge deck top plate as a region to be reinforced, wherein the area of the region to be constructed is larger than that of the region to be reinforced;
s2, performing slag removal, paint removal and rust removal construction on the upper surface of the steel bridge deck top plate at the to-be-constructed area, polishing until metal luster leaks out, cleaning the to-be-reinforced area by using acetone or alcohol, and airing;
s3, repairing fatigue cracks existing at the welding position between the steel bridge deck top plate and the U rib by adopting a welding repair method;
s4, polishing and repairing the repaired groove weld to enable the surface of the weld to be flush with the upper surface of the steel bridge deck top plate, cleaning the area to be reinforced again by using acetone or alcohol, and airing;
s5, respectively and uniformly coating adhesives on the surface of the reinforcing plate and the surface of the steel bridge deck top plate;
s6, applying constant pressure to the reinforcing plate to enable the reinforcing plate to be adhered to the steel bridge deck top plate through the adhesive, maintaining until the adhesive reaches standard strength, and then releasing the pressure applied to the reinforcing plate;
and S7, performing sand blasting rust removal, rust-proof primer coating and waterproof bonding layer spraying on the surface of the area to be constructed respectively, and then paving a bridge deck pavement layer on the surface of the area to be constructed.
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Application publication date: 20210528 |