CN212052375U - Combined reinforcing structure for solving cracked steel bridge deck by adopting lightweight aggregate concrete - Google Patents
Combined reinforcing structure for solving cracked steel bridge deck by adopting lightweight aggregate concrete Download PDFInfo
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- CN212052375U CN212052375U CN201921319931.2U CN201921319931U CN212052375U CN 212052375 U CN212052375 U CN 212052375U CN 201921319931 U CN201921319931 U CN 201921319931U CN 212052375 U CN212052375 U CN 212052375U
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Abstract
The utility model provides an adopt lightweight aggregate concrete to solve combination reinforced structure of cracked steel bridge floor, its technical scheme main points are: the steel bridge deck slab comprises a fatigue cracked steel bridge deck slab, a shear connector, a fiber reinforced composite layer, a reinforcing mesh and a lightweight aggregate concrete layer, wherein the fiber reinforced composite layer is laid at the cracking part of the fatigue cracked steel bridge deck slab, the reinforcing mesh is placed on the fatigue cracked steel bridge deck slab, the shear connector is arranged on the fiber reinforced composite layer, the lightweight aggregate concrete layer is poured on the fatigue cracked steel bridge deck slab, and the shear connector, the fiber reinforced composite layer and the reinforcing mesh are covered and connected with the fatigue cracked steel bridge deck slab.
Description
Technical Field
The utility model relates to a be used for orthotropic steel bridge deck plate reinforced (rfd) bridge structures especially relates to an adopt lightweight aggregate concrete to solve the combination reinforced structure of having split steel bridge floor.
Background
The orthotropic steel bridge deck is used as an important structural form of the steel bridge deck, and has wide application due to the advantages of light dead weight, high strength, short construction period and the like. However, as the service time increases, two types of diseases usually occur on the steel bridge deck: the steel bridge deck steel structure fatigue fracture and bridge deck pavement layer damage have seriously influenced steel bridge's normal use. At present, fatigue cracks of different degrees have been observed in the bridges of orthotropic steel bridge decks at home and abroad. The main beams or stiffening beams of important bridge structures such as a national established tiger-door bridge and the like all adopt steel box-girder orthotropic plate structures, and the welded parts of the panels of the bridge have fatigue damage, crack diseases and even damage in different degrees after the bridge is put into operation, so that the bearing capacity and traffic capacity of the bridge are greatly reduced, weight and speed limiting traffic measures have to be taken, and the service life of the bridge is greatly shortened. Aiming at the two defects, various reinforcement schemes are provided, wherein a patent of a light combined reinforcement structure without repairing a fatigue cracked steel bridge deck slab provides that a steel plate with a welded short stud is spot-welded on the cracked bridge deck slab, the short stud is welded on the bridge deck slab, and finally, ultrahigh-performance concrete is poured to form a combined reinforcement structure so as to achieve the reinforcement effect.
However, the structure still has the following problems: 1. the original bridge deck is not reinforced, the steel bridge deck is in a severe environment, and the steel bridge deck is in danger of further cracking and corrosion; 2, spot welding the steel plate strips on the fatigue cracked steel bridge deck plate, wherein the steel plate strips cannot be tightly combined with the original bridge deck plate, gaps are inevitably left, and the steel plate strips cannot bear the force together with the original front deck plate; 3. the steel plate strips and the ultrahigh-performance concrete have higher densities, and the dead weight of the bridge is increased, so that the bearing capacity of the bridge is reduced. And 4, the original bridge deck plate is cracked, short studs are welded, welding residual stress is brought in, new cracks are formed, and the bearing capacity of the steel bridge deck is further weakened.
SUMMERY OF THE UTILITY MODEL
Unlike direct application of concrete to intact orthotropic steel deck slabs (or restoration to intact), the presence of fatigue cracks in fatigue cracked steel deck slabs can greatly reduce the reinforcement effect of the steel deck slabs on the concrete. Therefore, if effective strengthening measures are not taken on the top surface of the cracked steel bridge deck slab, the tensile strength of the bottom surface of the concrete layer is extremely low, and cracking is caused. Therefore, when the concrete is applied to the cracked orthotropic steel bridge deck slab, the adverse effect of the steel plate cracks on the stress of the concrete layer needs to be fully considered, reasonable strengthening measures are taken, and the key point is how to strengthen the bottom surface of the concrete layer to prevent the concrete layer from cracking.
The utility model aims at providing a simple structure, the light-duty combination reinforced structure of the steel bridge deck plate that has tired fracture that is convenient for construction, combination bridge floor concrete layer bottom surface crack resistance can be strong, and then effectively reduce the fatigue stress width of steel bridge deck plate in order to eliminate the tired fracture disease, and ensure that the concrete layer bottom surface can not be because there is the crack and draw the fracture in the steel bridge deck plate.
The utility model provides a technical scheme that its technical problem adopted is: the steel bridge deck slab comprises a fatigue cracked steel bridge deck slab, a shear connector, a fiber reinforced composite layer, a reinforcing mesh and a lightweight aggregate concrete layer, wherein the fiber reinforced composite layer is laid at the cracking part of the fatigue cracked steel bridge deck slab, the reinforcing mesh is placed on the fatigue cracked steel bridge deck slab, the shear connector is arranged on the fiber reinforced composite layer, the lightweight aggregate concrete layer is poured on the fatigue cracked steel bridge deck slab, and the shear connector, the fiber reinforced composite layer and the reinforcing mesh are covered and connected with the fatigue cracked steel bridge deck slab.
More than 2 fiber reinforced composite material layers are laid at the cracking part of the steel bridge deck slab subjected to fatigue cracking, shear connectors are arranged on the steel bridge deck slab between every two adjacent fiber reinforced composite material layers, and the distance between every two adjacent shear connectors is 100-300 mm.
The utility model discloses a be equipped with the trompil on the fiber reinforced composite layer and set up trompil steel sheet connecting piece, fiber reinforced composite layer passes through trompil steel sheet connecting piece and follows the bridge to the interval arrangement on fatigue fracture steel bridge deck board, trompil steel sheet connecting piece comprises the vertical steel sheet of the fore-and-aft trompil in fiber reinforced composite layer to resist the vertical shear force between fiber reinforced composite layer and the lightweight aggregate concrete and go up the pull-out force through the downthehole lightweight aggregate concrete in fiber reinforced composite layer, trompil steel sheet connecting piece can be connected to the fiber reinforced composite layer top flange by two vertical steel sheets.
The utility model discloses a connecting piece is for the toggle bolt connecting piece, and trompil steel sheet connecting piece (PBL connecting piece) is little to the influence of girder steel, and before reaching the ultimate load, the rigidity of trompil steel sheet connecting piece (PBL connecting piece) is great. After the slippage reaches 15mm, the pin still can bear 80% of the limit load, and the bearing capacity of the pin begins to decline after the slippage reaches 10mm and individual pins are sheared off.
The utility model discloses a fibre reinforced composite passes through cementitious material and has closely bonded with fatigue fracture steel bridge deck board to polish to the steel bridge deck board.
The utility model discloses a fiber reinforced composite material layer includes fiber reinforced material strip, metal lath, for example carbon fiber lath, aluminium lath, the fiber reinforced material strip is located fiber reinforced composite material layer bottom, the metal lath slightly is greater than the fiber reinforced material strip, lays on the fiber reinforced material strip, the length on fiber reinforced composite material layer equals the width of fatigue crack steel decking, and fiber reinforced composite material's width scope is 50~300mm, is equipped with the metal lath in the fiber reinforced composite material layer, and the width scope of metal lath is 50~200mm, and the metal lath is positioned on steel decking through the connected mode including welding, gluing, bolt.
The utility model discloses a shear force connecting piece includes peg, T shaped steel, angle steel, steel bar connection spare, PBL trompil steel sheet connecting piece, carbon fiber section bar shear force connecting piece, and the shear force key can be arranged in the clearance region of adjacent intensive lath.
The utility model discloses a fiber reinforcement combined material layer can be made carbon cloth or carbon fiber lath and put and use on fatigue fracture steel bridge deck board.
The reinforcing mesh of the utility model is a multilayer reinforcing mesh, which is divided into a longitudinal layer and a transverse layer, wherein the transverse reinforcing bar is arranged on the upper layer, the longitudinal reinforcing bar is arranged on the lower layer, the longitudinal reinforcing bar and the transverse reinforcing bar can adopt binding form at the cross point, and the reinforcing mesh is positioned below and/or above the fiber reinforced composite material layer; the reinforcing mesh consists of longitudinal reinforcing steel bars and transverse reinforcing steel bars which are alternately laid at the interval of 20-70mm between adjacent reinforcing steel bars, and the diameter of each reinforcing steel bar is 8-16 mm.
Transverse bridge-direction reinforcing steel bars and longitudinal bridge-direction reinforcing steel bars of the reinforcing mesh can be unevenly arranged at intervals, and the reinforcing mesh is closer to a crack and denser in arrangement.
The utility model discloses a lightweight aggregate concrete layer indicates the concrete material who comprises water, lightweight aggregate, cement, fine aggregate, silica fume, high efficiency water reducing agent, steel fibre and water-soluble polymer, contains steel fibre in the component and adopts and the lightweight aggregate who has handled, compressive strength is not less than 50MPa, flexural strength is not less than 6.8 MPa's concrete to be equipped with the wearing layer on the lightweight aggregate concrete layer, the wearing layer includes asphalt concrete class and resin class.
The utility model discloses a fatigued fracture steel decking, be connected with the metal lath or the fibre reinforced composite (FRP) strip, the lightweight aggregate concrete layer of shear force key (shaped steel (angle steel/T shape steel) connecting piece, trompil steel sheet connecting piece (PBL connecting piece), the lath is along following the bridge to interval arrangement on fatigued fracture steel decking, lightweight aggregate concrete layer is pour on fatigued fracture steel decking, and covers lath and steel decking.
Further, the length of the metal lath connected with the shear key (a section steel (angle steel/T-shaped steel) connecting piece, a perforated steel plate connecting piece (PBL connecting piece)) is equal to the width of the steel bridge deck plate, and the shear key is connected to the central line of the metal lath in the length direction; the width range of the metal laths is 50-200 mm, and the concrete solid bridge application is determined according to the crack condition of the steel bridge deck, the more concentrated the cracks of the steel bridge deck, the wider the metal laths, the less cracks of the steel bridge deck, the narrower the metal laths, and the metal laths are positioned on the steel bridge deck in a reliable connection mode.
Further, the length of the Fiber Reinforced Plastic (FRP) strip is equal to the width of the steel bridge deck, and the FRP strip is arranged between the shear keys (a section steel (angle steel/T-shaped steel) connecting piece and a perforated steel plate connecting piece (PBL connecting piece)) along the bridge direction and is flatly adhered to the steel bridge deck in a reliable adhesion mode. The width range of the FRP laths is 50-300mm, and the actual bridge application is determined according to the crack condition of the steel bridge deck, wherein the more concentrated the cracks of the steel bridge deck, the wider the FRP laths are, and the less cracks of the steel bridge deck are, the narrower the FRP laths are.
Further, shear keys (section steel (angle steel/T-shaped steel) connecting pieces and perforated steel plate connecting pieces (PBL connecting pieces)) are distributed on the fatigue cracked steel bridge deck, the metal plate strips or the FRP plate strips connected with the shear keys are laid between the shear keys connected with the steel bridge deck, and the distance between every two adjacent shear keys is 100-300 mm.
Further, the connection mode of the shear key (the section steel (angle steel/T-shaped steel) connecting piece and the perforated steel plate connecting piece (PBL connecting piece)) and the steel bridge deck can be selected from but not limited to continuous welding, intermittent welding, bonding and the like.
Further, the lightweight aggregate concrete layer is made of ultra-lightweight aggregate concrete, and the ultra-lightweight aggregate concrete is concrete which contains steel fibers in components, adopts treated lightweight aggregate, and has the compressive strength of not less than 50MPa and the flexural strength of not less than 6.8 MPa.
In a further improvement, the lightweight combined reinforced structure further comprises a reinforcing mesh arranged in the lightweight aggregate concrete layer, wherein the reinforcing mesh is positioned below and/or above a metal lath or a fiber reinforced composite (FRP) strip connected with shear keys (section steel (angle steel/T-shaped steel) connecting pieces, perforated steel plate connecting pieces (PBL connecting pieces)); the reinforcing mesh consists of longitudinal reinforcing bars and transverse reinforcing bars which are alternately laid with the distance between adjacent reinforcing bars being 1.5-5 times of the nominal diameter of the reinforcing mesh, and the diameter of each reinforcing bar is 8-12 mm.
The utility model relates to a light-duty combination reinforced structure of fatigue fracture steel bridge deck slab, arrange the shear force key (shaped steel (angle steel/T shape steel) connecting piece, trompil steel sheet connecting piece (PBL connecting piece)) on the fatigue fracture steel bridge deck slab; then, a metal lath or a fiber reinforced composite (FRP) strip connected with shear keys (a section steel (angle steel/T-shaped steel) connecting piece and a perforated steel plate connecting piece (PBL connecting piece)) is arranged between adjacent shear keys (the section steel (angle steel/T-shaped steel) connecting piece and the perforated steel plate connecting piece) and is positioned on the cracked steel bridge deck in a reliable connection mode, so that the metal lath or the fiber reinforced composite (FRP) strip is arranged on the whole steel bridge deck at regular intervals along the bridge direction and is arranged on the whole bridge width along the transverse bridge direction, a light combined reinforcing structure of the fatigue cracked steel bridge deck is formed, and the risk of continuous development of cracks of the cracked steel bridge deck is eliminated.
The strength and rigidity of the section steel (angle steel/T-shaped steel) connecting piece of the utility model are higher than those of the stud connecting piece. The steel section (angle steel/T-shaped steel) connecting piece mainly depends on the local pressure bearing effect of concrete, the shearing bearing capacity of the steel section (angle steel/T-shaped steel) connecting piece mainly depends on the local compressive strength of the concrete, and the light aggregate concrete adopted by the steel section (angle steel/T-shaped steel) connecting piece is doped with fiber, so that the steel section (angle steel/T-shaped steel) connecting piece is high in shearing resistance.
The utility model discloses a connecting piece is for the toggle bolt connecting piece, and trompil steel sheet connecting piece (PBL connecting piece) is little to the influence of girder steel, and before reaching the ultimate load, the rigidity of trompil steel sheet connecting piece (PBL connecting piece) is great. After the slippage reaches 15mm, the pin still can bear 80% of the limit load, and the bearing capacity of the pin begins to decline after the slippage reaches 10mm and individual pins are sheared off. And the fatigue resistance is also better. Fatigue tests show that after 200 ten thousand loading cycles of the connecting piece under 40% ultimate load, the slippage of the perforated steel plate connecting piece (PBL connecting piece) is only 0.14mm, and the stud connecting piece reaches 1.5 mm. Under the working stress, the deformation of the perforated steel plate connecting piece (PBL connecting piece) is small, the deformation is close to that of a rigid connecting piece, and the fatigue resistance is better.
The utility model discloses a connected mode compares in spot welding, welds in succession and makes to be welded firm degree between the two higher, and fatigue resistance can be better, can effectively reduce postweld residual stress, guarantees welding quality.
The utility model discloses a connected mode is compared in spot welding, is interrupted to weld and makes by welding firm degree between the two higher, and fatigue resistance can be better, can effectively reduce postweld residual stress, guarantees welding quality.
The utility model discloses a relative spot welding of connected mode says, and the bonding of sheet metal strip and fatigue fracture steel bridge deck board makes connection between them more inseparable, and is also littleer to the injury of the original rigid bridge floor that has already cracked, has improved reinforced structure's reinforcement quality.
The utility model discloses an adopt spot welding between the relative sheet metal strip of connected mode and the steel decking of fatigue fracture, fibre reinforced composite (FRP) strip makes connection between them more inseparabler with the bonding of the steel decking of fatigue fracture, and the injury to the original deck plate of having just cracked is also littleer, has improved reinforced structure's reinforcement quality. The use of the Fiber Reinforced Plastic (FRP) strip reduces the weight of the reinforced structure, and the FRP strip also has a control effect on cracks on the steel bridge deck, thereby improving the safety of the reinforced bridge.
Compared with the ultra-high performance concrete, the concrete of the utility model has the advantages of light dead weight, low elastic modulus, high toughness, good deformation resistance, good impermeability and heat insulation. And the problems of cracking, pushing, crowding, water proofing and the like of the upper pavement layer can be effectively solved.
The utility model discloses can also include fatigue fracture steel decking, bond the enhancement strip on the steel decking that splits (strengthening the strip and bonding and have shear connector), the shear connector of welding on former steel decking, reinforcing bar net, lightweight aggregate concrete layer and wearing and tearing layer, strengthen the strip and glue along horizontal bridge to bonding on the steel decking that splits through organic structure, reinforcing bar net lays on the steel decking that splits, lightweight aggregate concrete layer is pour on the steel decking that splits, and covers and strengthen strip, shear connector, reinforcing bar net, wearing and tearing layer is pour on lightweight aggregate concrete layer.
The utility model discloses a reinforce strip can be aluminum strip and carbon fiber lath. The reinforced strips are bonded with shear connectors such as T-shaped and L-shaped steel or carbon fiber profiles.
The utility model discloses take reinforcing strip of shear force key bonds to bonding at the steel decking top surface that has ftractureed along the horizontal bridge through organic structure glue, and light aggregate concrete bottom surface is drawn in coordination to compensate original steel decking fatigue cracking's not enough. The reinforcing strips can be tightly attached to the original steel bridge deck through organic structural adhesive bonding, gaps are avoided, and the cooperative stress between the reinforcing strips and the original steel bridge deck is improved.
The utility model discloses the welding has the shear force key on the steel decking that has ftractureed. The shear key may be in the form of a peg, T-section, L-section, or the like, arranged in the gap region between adjacent reinforcing strips.
The utility model discloses a reinforcing bar net arranges in the top of the steel bridge deck board that has ftractureed and reinforceing the strip, and the shear force key position that staggers. The reinforcing mesh is divided into a longitudinal layer and a transverse layer in the bridge direction. The reinforcing mesh mainly plays a role in reinforcing the light aggregate concrete layer, wherein the transverse bridge-direction reinforcing steel bars are arranged on the upper layer, the longitudinal bridge-direction reinforcing steel bars are arranged on the lower layer, and the longitudinal bridge-direction reinforcing steel bars and the transverse bridge-direction reinforcing steel bars can adopt binding forms at the positions of cross points.
The lightweight aggregate concrete of the utility model is a concrete material which is composed of water, lightweight aggregate, cement, fine aggregate, silica fume, high-efficiency water reducing agent, steel fiber and water-soluble polymer. The lightweight aggregate concrete is laid above the steel bridge deck and covered with the reinforcing strips, the shear keys and the reinforcing mesh.
The utility model discloses a wearing and tearing layer has been laid to lightweight aggregate concrete top, and wearing and tearing layer can be asphalt concrete class and resin class.
The utility model has the advantages that: the method has the advantages of small equipment investment, simple operation, easy construction, low requirements on the quality of constructors and the construction process, remarkably reduced fatigue stress amplitude of the steel bridge deck, eliminated risk of continuous cracking of the steel bridge deck, no continuous expansion and development of existing cracks, prolonged anti-fatigue life, improved durability of the bridge deck system, and great use value and good economic benefit. The method is mainly applied to the field of steel bridge construction.
Drawings
Fig. 1 is a schematic structural diagram (one) of the present invention;
FIG. 2 is a side sectional view of FIG. 1;
fig. 3 is a schematic structural diagram (ii) of the present invention;
FIG. 4 is a side sectional view (one) of FIG. 3;
fig. 5 is a side sectional view (ii) of fig. 3.
In the figure: 1-fatigue cracked steel bridge deck, 2-fiber reinforced composite material layer, 3-shear connector, 4-reinforcing mesh, 5-lightweight aggregate concrete layer and 6-wearing layer.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and examples.
Example 5, the fiber reinforced composite of the present invention is closely adhered to the fatigue cracked steel deck plate by the cementing material, and the steel deck plate is polished and polished, referring to fig. 1 to 5, the rest is the same as any of the above embodiments or a combination of 2 or more embodiments.
Embodiment 7, the utility model discloses a shear connector includes peg, T shaped steel, angle steel, steel bar connection spare, PBL trompil steel sheet connecting piece, carbon fiber type shear connector, and the shear connector can be arranged in the clearance region of adjacent reinforcing lath, refers to fig. 1 to 5, the combination of any embodiment or 2 above the remaining same above.
Embodiment 8, the fiber reinforced composite material layer of the present invention can be made into carbon fiber cloth or carbon fiber lath to be placed on the steel bridge deck with fatigue crack, see fig. 1 to 5, and the rest is the same as any of the above embodiments or the combination of more than 2 embodiments.
Embodiment 9, the steel bar mesh of the present invention is a multi-layer steel bar mesh, the steel bar mesh is divided into two layers, namely, a longitudinal layer and a transverse layer, wherein the transverse layer is disposed on the upper layer, the longitudinal layer is disposed on the lower layer, the longitudinal layer and the transverse layer can be bound at the crossing point, and the steel bar mesh is located below and/or above the fiber reinforced composite material layer; the reinforcing mesh consists of longitudinal reinforcing steel bars and transverse reinforcing steel bars which are alternately laid at the interval of 20-70mm between the adjacent reinforcing steel bars, the diameter of each reinforcing steel bar is 8-16mm, and transverse bridge-direction reinforcing steel bars and longitudinal bridge-direction reinforcing steel bars of the reinforcing mesh can be unevenly arranged at intervals and are arranged more densely as the reinforcing mesh is closer to a crack. Referring to fig. 1 to 5, the rest of the embodiments are the same as any one of the above embodiments or a combination of 2 or more of the above embodiments.
Embodiment 10, the utility model discloses a lightweight aggregate concrete layer is the concrete material who comprises water, lightweight aggregate, cement, fine aggregate, silica fume, high efficiency water reducing agent, steel fibre and water-soluble polymer, contains steel fibre in the component and adopts and the lightweight aggregate who has handled, compressive strength is not less than 50MPa, flexural strength is not less than 6.8 MPa's concrete to be equipped with the wearing layer on the lightweight aggregate concrete layer, the wearing layer includes asphalt concrete class and resin class, refer to fig. 1 to 5, the combination of any preceding embodiment or 2 above embodiments of the rest.
Embodiment 11, the utility model discloses a fatigue fracture steel decking, be connected with metal lath or fibre reinforced composite (FRP) strip, the lightweight aggregate concrete layer of shear force key (shaped steel (angle steel/T shape steel) connecting piece, trompil steel sheet connecting piece (PBL connecting piece), the lath is along following the bridge to interval arrangement on fatigue fracture steel decking, lightweight aggregate concrete layer is pour on fatigue fracture steel decking, and covers lath and steel decking.
Further, the length of the metal lath connected with the shear key (a section steel (angle steel/T-shaped steel) connecting piece, a perforated steel plate connecting piece (PBL connecting piece)) is equal to the width of the steel bridge deck plate, and the shear key is connected to the central line of the metal lath in the length direction; the width range of the metal laths is 50-200 mm, and the concrete solid bridge application is determined according to the crack condition of the steel bridge deck, the more concentrated the cracks of the steel bridge deck, the wider the metal laths, the less cracks of the steel bridge deck, the narrower the metal laths, and the metal laths are positioned on the steel bridge deck in a reliable connection mode.
Further, the length of the Fiber Reinforced Plastic (FRP) strip is equal to the width of the steel bridge deck, and the FRP strip is arranged between the shear keys (a section steel (angle steel/T-shaped steel) connecting piece and a perforated steel plate connecting piece (PBL connecting piece)) along the bridge direction and is flatly adhered to the steel bridge deck in a reliable adhesion mode. The width range of the FRP laths is 50-300mm, and the actual bridge application is determined according to the crack condition of the steel bridge deck, wherein the more concentrated the cracks of the steel bridge deck, the wider the FRP laths are, and the less cracks of the steel bridge deck are, the narrower the FRP laths are.
Further, shear keys (section steel (angle steel/T-shaped steel) connecting pieces and perforated steel plate connecting pieces (PBL connecting pieces)) are distributed on the fatigue cracked steel bridge deck, the metal plate strips or the FRP plate strips connected with the shear keys are laid between the shear keys connected with the steel bridge deck, and the distance between every two adjacent shear keys is 100-300 mm.
Further, the connection mode of the shear key (the section steel (angle steel/T-shaped steel) connecting piece and the perforated steel plate connecting piece (PBL connecting piece)) and the steel bridge deck can be selected from but not limited to continuous welding, intermittent welding, bonding and the like.
Further, the lightweight aggregate concrete layer is made of ultra-lightweight aggregate concrete, and the ultra-lightweight aggregate concrete is concrete which contains steel fibers in components, adopts treated lightweight aggregate, and has the compressive strength of not less than 50MPa and the flexural strength of not less than 6.8 MPa.
In a further improvement, the lightweight combined reinforced structure further comprises a reinforcing mesh arranged in the lightweight aggregate concrete layer, wherein the reinforcing mesh is positioned below and/or above a metal lath or a fiber reinforced composite (FRP) strip connected with shear keys (section steel (angle steel/T-shaped steel) connecting pieces, perforated steel plate connecting pieces (PBL connecting pieces)); the mesh reinforcement is composed of longitudinal and transverse steel bars laid alternately with the distance between adjacent steel bars being 1.5-5 times of the nominal diameter, the diameter of the steel bars is 8-12mm, and the method is as shown in fig. 1-5, and the method is the same as any one of the above embodiments or the combination of 2 above embodiments.
Embodiment 12, the utility model relates to a light-duty combination reinforced structure of fatigue fracture steel decking, arrange the shear force key (shaped steel (angle steel/T shape steel) connecting piece, trompil steel sheet connecting piece (PBL connecting piece)) on the fatigue fracture steel decking; then, a metal lath or a fiber reinforced composite (FRP) strip connected with shear keys (a section steel (angle steel/T-shaped steel) connecting piece, a perforated steel plate connecting piece (PBL connecting piece)) is arranged between adjacent shear keys (a section steel (angle steel/T-shaped steel) connecting piece, a perforated steel plate connecting piece (PBL connecting piece)) and is positioned on the cracked steel bridge deck through a reliable connection mode, so that the metal lath or the fiber reinforced composite (FRP) strip is arranged on the whole steel bridge deck at regular intervals along the bridge direction and is arranged on the whole bridge width along the transverse bridge direction, a light combined reinforcing structure of the fatigue cracked steel bridge deck is formed, and the risk of continuous development of cracks of the cracked steel bridge deck is eliminated, and referring to fig. 1 to 5, the rest is the same as any one of the above embodiments or the combination of 2 above embodiments.
Example 13, the strength and stiffness of the profile steel (angle/T-shaped steel) connection of the present invention is higher than that of the peg connection. The steel section (angle steel/T-shaped steel) connecting piece mainly depends on the local pressure bearing effect of concrete, the shearing resistance and the bearing capacity of the steel section (angle steel/T-shaped steel) connecting piece mainly depend on the local compressive strength of the concrete, and the lightweight aggregate concrete adopted by the invention is doped with fiber, so that the shearing resistance of the steel section (angle steel/T-shaped steel) connecting piece is high, and the steel section (angle steel/T-shaped steel) connecting piece is shown in figures 1 to 5 and is the same as any one of the above embodiments or the combination of more than 2 embodiments.
Embodiment 14, the utility model discloses a connecting piece is for the peg connecting piece, and trompil steel sheet connecting piece (PBL connecting piece) is little to the influence of girder steel, and before reaching the ultimate load, the rigidity of trompil steel sheet connecting piece (PBL connecting piece) is great. After the slippage reaches 15mm, the pin still can bear 80% of the limit load, and the bearing capacity of the pin begins to decline after the slippage reaches 10mm and individual pins are sheared off. And the fatigue resistance is also better. Fatigue tests show that after 200 ten thousand loading cycles of the connecting piece under 40% ultimate load, the slippage of the perforated steel plate connecting piece (PBL connecting piece) is only 0.14mm, and the stud connecting piece reaches 1.5 mm. Under the working stress, the deformation of the perforated steel plate connecting piece (PBL connecting piece) is small, the deformation is close to that of a rigid connecting piece, and the fatigue resistance is better.
The utility model discloses a connected mode compares in spot welding, welds in succession and makes to be welded firm degree between the two higher, and fatigue resistance can be better, can effectively reduce postweld residual stress, guarantees welding quality.
The utility model discloses a connected mode is compared in spot welding, is interrupted to weld and makes by welding firm degree between the two higher, and fatigue resistance can be better, can effectively reduce postweld residual stress, guarantees welding quality.
The utility model discloses a relative spot welding of connected mode says, and the bonding of sheet metal strip and fatigue fracture steel bridge deck board makes connection between them more inseparable, and is also littleer to the injury of the original rigid bridge floor that has already cracked, has improved reinforced structure's reinforcement quality.
The utility model discloses an adopt spot welding between the relative sheet metal strip of connected mode and the steel decking of fatigue fracture, fibre reinforced composite (FRP) strip makes connection between them more inseparabler with the bonding of the steel decking of fatigue fracture, and the injury to the original deck plate of having just cracked is also littleer, has improved reinforced structure's reinforcement quality. The use of fiber reinforced composite (FRP) strips reduces the weight of the reinforced structure, which itself also has a controlling effect on the cracks in the steel deck slab, improving the safety of the reinforced bridge, as shown in fig. 1 to 5, which is the same as any of the above embodiments or a combination of 2 or more embodiments.
Embodiment 15, the utility model discloses can also include fatigue fracture steel decking, bond the reinforcement strip on the steel decking that has already cracked (bond on the reinforcement strip and have shear connector), the shear connector of welding on former steel decking, reinforcing mesh, lightweight aggregate concrete layer and wearing and tearing layer, the reinforcement strip bonds on the steel decking that has already cracked along the horizontal bridge direction through organic structure glue, reinforcing mesh lays on the steel decking that has already cracked, lightweight aggregate concrete layer pours on the steel decking that has already cracked, and covers reinforcement strip, shear connector, reinforcing mesh, the wearing and tearing layer is pour on lightweight aggregate concrete layer.
The utility model discloses a reinforce strip can be aluminum strip and carbon fiber lath. The reinforced strips are bonded with shear connectors such as T-shaped and L-shaped steel or carbon fiber profiles.
The utility model discloses take reinforcing strip of shear force key bonds to bonding at the steel decking top surface that has ftractureed along the horizontal bridge through organic structure glue, and light aggregate concrete bottom surface is drawn in coordination to compensate original steel decking fatigue cracking's not enough. The reinforcing strips can be tightly attached to the original steel bridge deck through organic structural adhesive bonding, gaps are avoided, and the cooperative stress between the reinforcing strips and the original steel bridge deck is improved.
The utility model discloses the welding has the shear force key on the steel decking that has ftractureed. The shear key may be in the form of a peg, T-section, L-section, or the like, arranged in the gap region between adjacent reinforcing strips.
The utility model discloses a reinforcing bar net arranges in the top of the steel bridge deck board that has ftractureed and reinforceing the strip, and the shear force key position that staggers. The reinforcing mesh is divided into a longitudinal layer and a transverse layer in the bridge direction. The reinforcing mesh mainly plays a role in reinforcing the light aggregate concrete layer, wherein the transverse bridge-direction reinforcing steel bars are arranged on the upper layer, the longitudinal bridge-direction reinforcing steel bars are arranged on the lower layer, and the longitudinal bridge-direction reinforcing steel bars and the transverse bridge-direction reinforcing steel bars can adopt binding forms at the positions of cross points.
The lightweight aggregate concrete of the utility model is a concrete material which is composed of water, lightweight aggregate, cement, fine aggregate, silica fume, high-efficiency water reducing agent, steel fiber and water-soluble polymer. The lightweight aggregate concrete is laid above the steel bridge deck and covered with the reinforcing strips, the shear keys and the reinforcing mesh.
The utility model discloses a wearing and tearing layer has been laid to lightweight aggregate concrete top, and the wearing and tearing layer can be asphalt concrete class and resin class, refer to fig. 1 to fig. 5, the combination of any embodiment or 2 above embodiments above the remaining the same.
Claims (9)
1. A combined reinforcing structure for solving a cracked steel bridge deck by adopting lightweight aggregate concrete is characterized in that: the steel bridge deck slab comprises a fatigue cracked steel bridge deck slab, a shear connector, a fiber reinforced composite layer, a reinforcing mesh and a lightweight aggregate concrete layer, wherein the fiber reinforced composite layer is laid at the cracking part of the fatigue cracked steel bridge deck slab, the reinforcing mesh is placed on the fatigue cracked steel bridge deck slab, the shear connector is arranged on the fiber reinforced composite layer, the lightweight aggregate concrete layer is poured on the fatigue cracked steel bridge deck slab, and the shear connector, the fiber reinforced composite layer and the reinforcing mesh are covered and connected with the fatigue cracked steel bridge deck slab.
2. The combined reinforcing structure for cracked steel bridge deck by using lightweight aggregate concrete according to claim 1, wherein: more than 2 fiber reinforced composite material layers are laid at the cracking part of the steel bridge deck slab subjected to fatigue cracking, shear connectors are arranged on the steel bridge deck slab between every two adjacent fiber reinforced composite material layers, and the distance between every two adjacent shear connectors is 100-300 mm.
3. The combined reinforcing structure for cracked steel bridge deck by using lightweight aggregate concrete according to claim 1, wherein: the fiber reinforced composite material layer is provided with openings and is provided with opening steel plate connecting pieces, the fiber reinforced composite material layer is arranged on a fatigue cracked steel bridge deck plate at intervals along the bridge direction through the opening steel plate connecting pieces, the opening steel plate connecting pieces are composed of vertical opening steel plates of the fiber reinforced composite material layer and resist the longitudinal shearing force and the uplifting force between the fiber reinforced composite material layer and the light aggregate concrete through the light aggregate concrete in the fiber reinforced composite material layer holes, and the opening steel plate connecting pieces can be connected to the upper flange of the fiber reinforced composite material layer through two vertical steel plates.
4. The combined reinforcing structure for cracked steel bridge deck by using lightweight aggregate concrete according to claim 1, wherein: the fiber reinforced composite material is tightly bonded with the fatigue cracked steel bridge deck through a cementing material, and the steel bridge deck is polished.
5. The combined reinforcing structure for cracked steel bridge deck by using lightweight aggregate concrete according to claim 1, wherein: the fiber reinforced composite material layer comprises a fiber reinforced material strip and a metal lath, the fiber reinforced material strip is located at the bottom end of the fiber reinforced composite material layer, the metal lath is slightly larger than the fiber reinforced material strip and placed on the fiber reinforced material strip, the length of the fiber reinforced composite material layer is equal to the width of the steel bridge deck subjected to fatigue cracking, the width range of the fiber reinforced composite material is 50-300mm, the width range of the metal lath is 50-200 mm, and the metal lath is located on the steel bridge deck through a connection mode comprising welding, gluing and bolting.
6. The combined reinforcing structure for cracked steel bridge deck by using lightweight aggregate concrete according to claim 1, wherein: the shear connector comprises a stud, T-shaped steel, angle steel, a steel bar connector, a PBL perforated steel plate connector and a carbon fiber section shear connector.
7. The combined reinforcing structure for cracked steel bridge deck using lightweight aggregate concrete according to claim 1, 2, 3, 4, 5 or 6, wherein: the reinforcing mesh is a multilayer reinforcing mesh, the reinforcing mesh is divided into a longitudinal layer and a transverse layer, wherein the transverse reinforcing bar is arranged on the upper layer, the longitudinal reinforcing bar is arranged on the lower layer, the longitudinal reinforcing bar and the transverse reinforcing bar can adopt a binding mode at the position of a cross point, and the reinforcing mesh is positioned below and/or above the fiber reinforced composite material layer; the reinforcing mesh consists of longitudinal reinforcing steel bars and transverse reinforcing steel bars which are alternately laid at the interval of 20-70mm between adjacent reinforcing steel bars, and the diameter of each reinforcing steel bar is 8-16 mm.
8. The composite reinforcing structure for cracked steel bridge deck using lightweight aggregate concrete according to claim 7, wherein: transverse bridge-direction reinforcing steel bars and longitudinal bridge-direction reinforcing steel bars of the reinforcing mesh can be unevenly arranged at intervals, and the reinforcing mesh is closer to a crack and denser in arrangement.
9. The combined reinforcing structure for cracked steel bridge deck using lightweight aggregate concrete according to claim 1, 2, 3, 4, 5 or 6, wherein: and the lightweight aggregate concrete layer is provided with an abrasion layer.
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| CN201821609296 | 2018-09-30 | ||
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