CN220685816U - Cast-in-situ formwork support for wing plates of reinforced concrete composite beam bridge deck - Google Patents
Cast-in-situ formwork support for wing plates of reinforced concrete composite beam bridge deck Download PDFInfo
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- CN220685816U CN220685816U CN202322299493.0U CN202322299493U CN220685816U CN 220685816 U CN220685816 U CN 220685816U CN 202322299493 U CN202322299493 U CN 202322299493U CN 220685816 U CN220685816 U CN 220685816U
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- 239000002131 composite material Substances 0.000 title claims abstract description 35
- 238000011065 in-situ storage Methods 0.000 title claims abstract description 35
- 238000009415 formwork Methods 0.000 title claims abstract description 28
- 239000011150 reinforced concrete Substances 0.000 title abstract description 15
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 118
- 239000010959 steel Substances 0.000 claims abstract description 118
- 230000007246 mechanism Effects 0.000 claims abstract description 36
- 239000004567 concrete Substances 0.000 claims abstract description 22
- 238000003466 welding Methods 0.000 claims description 26
- 238000010276 construction Methods 0.000 abstract description 29
- 230000008520 organization Effects 0.000 abstract description 3
- 238000013461 design Methods 0.000 description 14
- 238000005452 bending Methods 0.000 description 9
- 230000008901 benefit Effects 0.000 description 7
- 238000009432 framing Methods 0.000 description 7
- 238000000034 method Methods 0.000 description 7
- 238000010008 shearing Methods 0.000 description 7
- 238000009434 installation Methods 0.000 description 5
- 239000000463 material Substances 0.000 description 5
- 230000008569 process Effects 0.000 description 5
- 230000009471 action Effects 0.000 description 2
- 230000006378 damage Effects 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000011900 installation process Methods 0.000 description 2
- 239000002994 raw material Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 230000008878 coupling Effects 0.000 description 1
- 238000010168 coupling process Methods 0.000 description 1
- 238000005859 coupling reaction Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000009440 infrastructure construction Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 238000005493 welding type Methods 0.000 description 1
Abstract
The utility model discloses a cast-in-situ formwork support for a bridge surface wing plate of a steel-concrete composite beam, which comprises a triangular support, a connecting mechanism and an erecting mechanism; the connecting mechanism is fixed on the outer side of the steel box girder web plate; the triangular bracket is fixed on the outer side of the steel box girder web plate through a connecting mechanism; the erection mechanism is laid above the triangular bracket; the triangular bracket comprises an upper chord and a lower chord, and the upper chord and the lower chord are both made of double-spliced channel steel. The utility model adopts the double-spliced groove steel as the main structure of the triangular bracket, further enhances the bearing capacity of the cast-in-situ formwork bracket of the wing plates of the reinforced concrete composite beam bridge deck, and increases the distance between the brackets in the bridge direction to 1.5 m, thereby greatly reducing the use quantity of the brackets in the whole project, accelerating the construction progress, saving the construction cost and the construction time, reducing the influence on the traffic of the road below and reducing the traffic organization risk and the construction safety risk when the cast-in-situ bridge deck is constructed in an upper span.
Description
Technical Field
The utility model belongs to the technical field of bridge engineering, and particularly relates to a cast-in-situ formwork support for a bridge surface wing plate of a steel-concrete composite beam.
Background
With social development and economic progress, the investment of China on infrastructure construction is continuously increased, and bridge engineering in the fields of highways, railways, urban rail transit and the like is included. Along with the high-speed development of the bridge engineering field, the bridge span is gradually increased, and the construction experience is also continuously accumulated. In recent years, the steel-concrete composite beam has the advantages of high strength, large span, small dead weight and quick and convenient construction, and is widely applied to an upper span in a bridge span.
However, in the cast-in-situ construction process of the wing plates of the reinforced concrete composite beam bridge deck, a bracket system is required, and common bracket systems comprise a full framing, a cantilever beam hanger and a triangular cantilever bracket. The full framing is a common supporting system, and the support of the cast-in-situ concrete beam is realized through the temporary support and the scaffold; however, the full framing occupies a large space under the bridge, a supporting structure needs to be planned and arranged in advance, and traffic can be influenced in the erecting and dismantling processes. The cantilever beam hanger is a bracket system for lifting the concrete beam and the steel beam in place by using lifting equipment, and the bracket system does not occupy the space under the bridge, but can generate larger interference to the construction process and has more complex process.
Compared with a full framing or a cantilever beam hanger, the triangular cantilever beam hanger arranged on the outer side of the steel box girder web has the advantages of simple structure, convenient installation and dismantling operation and low construction cost. However, in the prior art, the triangular cantilever bracket has weaker bearing capacity, so that the triangular cantilever bracket needs to be densely paved along the bridge direction, thereby resulting in longer construction period and higher cost; meanwhile, in the installation process of the triangular cantilever bracket, traffic temporary control measures are often adopted to influence the traffic of road vehicles below the bridge, so that a large traffic organization risk exists, the construction progress of engineering is influenced, and the safety risk in the construction process is increased.
Disclosure of Invention
Aiming at the problems of weak bearing capacity, long construction period and high safety risk of the triangular cantilever bracket in the prior art, the utility model aims to provide the cast-in-situ template bracket for the wing plates of the steel-concrete composite beam bridge deck, which has strong bearing capacity and good stability, so that the number of the brackets in the whole project is greatly reduced, the construction period is shortened, and the safety risk is reduced.
In order to achieve the above purpose, the technical scheme adopted by the utility model is as follows: a cast-in-situ formwork support for a steel-concrete composite beam bridge deck wing plate comprises a triangular bracket, a connecting mechanism and an erection mechanism; the connecting mechanism is fixed on the outer side of the steel box girder web plate; the triangular bracket is fixed on the outer side of the steel box girder web plate through a connecting mechanism; the erection mechanism is laid above the triangular bracket; the triangular bracket comprises an upper chord and a lower chord, and the upper chord and the lower chord are both made of double-spliced channel steel.
Specifically, the double-spliced groove steel is obtained by welding two sections of identical channel steel and is provided with a hollow cavity. In order to improve the bearing capacity and stability of the bracket, the utility model welds the single channel steel to obtain the double-spliced channel steel, and takes the double-spliced channel steel as the main body structure of the bracket. In addition, the double-spliced groove steel has the advantages of being simple in structure, having certain modularized characteristics, being capable of being flexibly assembled and disassembled, and being convenient for on-site construction operation and adjustment.
Specifically, the connecting mechanism comprises a pair of upper ear plates and a pair of lower ear plates; the upper lug plate and the lower lug plate are respectively arranged at the upper end and the lower end of the outer side of the web plate of the steel box girder. Utilize the characteristics of steel case roof beam self-body high strength, with the last otic placode that is fixed in steel case roof beam web outside, lower otic placode as the atress main part for the load evenly transmits to on the steel case roof beam web, and the atress is more even, effectively reduces local stress concentration, further improves the stability of support, and reduces the deformation and the destruction of structure. In addition, the upper lug plate and the lower lug plate are directly fixed on the steel box girder web plate, so that the structural design of the connecting mechanism can be simplified, additional supporting members or connecting pieces are not needed, the construction complexity and the material usage amount are reduced, and the construction cost is reduced.
Further, the upper lug plate and the lower lug plate are welded on the outer side of the steel box girder web plate.
Preferably, the joints of the outer sides of the upper lug plate, the lower lug plate and the steel box girder web are fillet welded.
Further, the upper ear plate and the lower ear plate are respectively provided with bolt holes.
Further, one end of the upper chord member is fixedly connected with the upper end of the steel box girder web plate through the upper lug plate by a connecting bolt; one end of the lower chord member is fixedly connected with one end, far away from the steel box girder, of the upper chord member, and the other end of the lower chord member is fixedly connected with the lower end of the web plate of the steel box girder through a lower lug plate by a connecting bolt. Through connecting bolt's mode, conveniently adjust and maintain the support for the equipment and the dismantlement of support are convenient and fast more.
Specifically, the tripod further comprises a middle chord; and two ends of the middle chord member are respectively and fixedly connected with the middle part of the upper chord member and the middle part of the lower chord member.
Preferably, the middle chord member is connected with the upper chord member and the lower chord member through welding, so that the stress intensity of the triangular bracket is improved.
Preferably, the middle chord member adopts any one of T-shaped steel, angle steel, steel plate, channel steel and double-spliced channel steel; more preferably the double channel steel described above.
Specifically, the erection mechanism comprises a plurality of erection channel steels, square lumber and templates; the erection channel steel is uniformly laid above the upper chord; the square timber is uniformly paved above the erection channel steel; the template is laid above the square timber.
Preferably, the erection channels are arranged along the bridge direction, and the channel spacing is 480-520 mm, more preferably 500mm.
Preferably, the square timber is arranged transversely, and the square timber spacing is 180-220 mm, more preferably 200mm.
By adopting the technical scheme, the cast-in-situ formwork support for the wing plates of the bridge deck of the steel-concrete composite beam has the following beneficial effects: compared with the prior art, the utility model adopts the double-spliced groove steel as the main structure, further enhances the bearing capacity of the cast-in-situ formwork support of the wing plates of the reinforced concrete composite beam bridge deck, and increases the distance between the supports in the bridge direction to 1.5 m, thereby greatly reducing the number of the supports used in the whole project, accelerating the construction progress and saving the construction cost and the construction time. In addition, the method is remarkable in that when the upper span cast-in-situ bridge deck is constructed, after the distance between the brackets is increased to 1.5 meters, the influence on the traffic of the road below is obviously reduced, the risks of traffic organization and construction safety are reduced, and the method has higher social benefits.
Drawings
FIG. 1 is a schematic structural view of a cast-in-situ formwork support for a wing plate of a reinforced concrete composite beam bridge deck;
FIG. 2 is a schematic cross-sectional view of a double-spliced channel steel in a cast-in-situ formwork support for a wing plate of a reinforced concrete composite beam bridge deck;
in the figure: 10-A-frame, 101-upper chord, 102-lower chord, 103-middle chord, 20-connecting mechanism, 201-upper lug plate, 202-lower lug plate, 30-erection mechanism, 301-erection channel steel, 302-square timber, 303-template, 40-steel box girder web, 50-steel box girder wing plate, a-double-spliced channel steel and b-weld joint.
FIG. 3 is a graph of the combined stress (MPa) analysis of the tripod in the example.
Fig. 4 is a graph of the analysis of the shear stress (MPa) of the tripod beams in the examples.
Fig. 5 is a graph of an analysis of the displacement (mm) of the tripod beams in the examples.
Fig. 6 is a diagram showing the reaction force analysis at the joint of the tripod and the connection mechanism in the embodiment.
Fig. 7 is a diagram showing bending moment analysis at the joint of the tripod and the connecting mechanism in the embodiment.
Detailed Description
The following specific examples are presented to illustrate the present utility model, and those skilled in the art will readily appreciate the additional advantages and capabilities of the present utility model as disclosed herein. It should be noted that, in the description of the present utility model, the terms "transverse", "longitudinal", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, merely for convenience in describing the present utility model and simplifying the description, and do not indicate or imply that the apparatus or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present utility model.
Example 1
The embodiment provides a cast-in-situ formwork support for a bridge surface wing plate of a steel-concrete composite beam, which comprises a triangular support 10, a connecting mechanism 20 and an erecting mechanism 30; the connecting mechanism 20 is fixed on the outer side of the steel box girder web 40; the triangular bracket 10 is fixed on the outer side of the steel box girder web 40 through a connecting mechanism 20; the erection mechanism 30 is laid above the tripod 10. The triangular bracket 10 comprises an upper chord member 101 and a lower chord member 102, wherein the upper chord member 101 and the lower chord member 102 are both made of double-spliced channel steel a; the connecting mechanism 20 comprises a pair of upper ear plates 201 and a pair of lower ear plates 202; the upper ear plate 201 and the lower ear plate 202 are respectively arranged at the upper and lower ends of the outer side of the steel box girder web 40, and the right-angle edge of the lower ear plate 202 is attached to the right-angle edge at the intersection of the steel box girder web 40 and the steel box girder wing plate 50.
In this embodiment, with reference to fig. 1, two identical sections of C12 channel steel (with a waist height of 126mm and a leg width of 53 mm) are welded to obtain the double-spliced groove steel a, and the double-spliced groove steel a has a hollow cavity. The double-spliced channel steel a is used as an upper chord 101 and a lower chord 102 of the triangular bracket 10, and welding seams b of the upper chord 101 or the lower chord 102 are positioned on the front side surface and the rear side surface of the triangular bracket 10; wherein, the length of the upper chord 101 is 3300mm, and the length of the lower chord 102 is 3100mm. Compared with the prior art, the main body part of the triangular bracket 10 of the embodiment adopts the double-spliced groove steel a to replace angle steel, single channel steel or strip steel in the prior art, thereby greatly improving the bearing capacity and stability of the bracket. In addition, the double-spliced channel steel a is simple in structure, has certain modularized characteristics, can be flexibly assembled and disassembled, and is convenient for on-site construction operation and adjustment. When installed, it should be noted that the welds b of the double-groove steel a are located on the front and rear sides of the tripod 10, which helps to maintain the structural stability of the tripod.
In this embodiment, the upper ear plate 201 and the lower ear plate 202 are both made of Q235 steel plates with a thickness of 20mm, and are connected to the outer side of the steel box girder web 40 in a welding manner, and the joints are all connected in a T-shape under the combined action of bending moment, axial force and shearing force, namely, a fillet weld, the type of the welding rod used is E43, the welding manner is manual welding, the size of the fillet weld hf=8mm, the length lw=130 mm, and the quality of the welding seam is two-stage. The characteristics of the steel box girder self-body high strength are utilized, the upper lug plate 201 and the lower lug plate 202 fixed on the outer side of the steel box girder web 40 are used as stress main bodies, so that loads are uniformly transmitted to the steel box girder web 40, stress is more uniform, local stress concentration is effectively reduced, stability of a bracket is further improved, and deformation and damage of a structure are reduced. In addition, the upper lug plate 201 and the lower lug plate 202 are directly fixed on the steel box girder web 40, so that the structural design of the connecting mechanism 20 can be simplified, additional supporting members or connecting pieces are not needed, the construction complexity and the material consumption are reduced, and the construction cost is reduced.
In this embodiment, bolt holes with diameters of 30mm are formed in the centers of the upper ear plate 201 and the lower ear plate 202. One end of the upper chord member 101 is fixedly connected with the upper end of the steel box girder web 40 through an upper lug plate 201 by a connecting bolt; one end of the lower chord 102 is welded and fixed with one end of the upper chord 101 far away from the steel box girder, and the other end is fixedly connected with the lower end of the steel box girder web 40 through a lower lug plate 202 by a connecting bolt. In this embodiment, the connecting bolt is a bolt with a model number of M24, and a general common bolt is applicable. Through connecting bolt's mode, conveniently adjust and maintain the support for the equipment and the dismantlement of support are convenient and fast more.
To further increase the stress strength of the tripod 10, in this embodiment, the tripod further includes a middle chord 103; the two ends of the middle chord 103 are fixedly connected with the upper chord 101 and the lower chord 102 respectively. The middle chord 103 is connected with the upper chord 101 and the lower chord 102 by welding. The middle chord member 103 can be any one of T-shaped steel, angle steel, steel plate, channel steel and double-spliced channel steel; in this embodiment, the double-spliced channel steel a is adopted as the middle chord member 103, the length is 1000mm, and the welding seam b of the middle chord member 103 is positioned on the front side and the rear side of the tripod 10 in the installation process.
In this embodiment, the erection mechanism 30 includes a plurality of erection channels 301, square lumber 302, and templates 303; the erection channel steel 301 is uniformly laid above the upper chord 101; the square timber 302 is uniformly paved above the erection channel steel 301; the form 303 is laid over the square lumber 302. In order to further improve the stability and bearing capacity of the bracket, compared with the prior art, the utility model adds a plurality of erection channel steels 301 between the square timber 302 and the upper chord member 101, so that the load on the bracket is effectively dispersed and transferred, and the deformation risk of the bracket is reduced.
The erection channels 301 are arranged along the bridge direction, the distance between adjacent channels is 500mm, and 6 erection channels 301 are paved on the upper chord 101 with the length of 3300 mm. The erection channel steel 301 can be selected from the C12 channel steel (with a waist height of 126mm and a leg width of 53 mm).
The square lumber 302 is arranged transversely, and the width x height of the square lumber 302 is as follows: 50mm by 70mm, and the spacing between two adjacent square timber 302 is 200mm. The combination mode of the square timber 302 densely paved on the channel steel enables the template 303 to be supported more uniformly and stably, reduces deformation and inclination of the template 303, and ensures construction quality.
The plurality of steel-concrete composite beam bridge deck wing plate cast-in-situ formwork supports are equidistantly distributed on the outer side of the steel box girder web 40, wherein the distance between two adjacent supports is 1500mm.
Example 2
The embodiment specifically describes the installation mode of the cast-in-situ template support for the bridge surface wing plate of the steel-concrete composite beam provided in the embodiment 1: before the steel box girder is erected, the upper lug plates 201 and the lower lug plates 202 are respectively welded at corresponding positions on the outer side of the steel box girder web 40 according to the set layout, and a group of the upper lug plates 201 and the lower lug plates 202 are welded at intervals of 1500mm in the forward bridge direction. Welding the lower chord 102 to the upper chord 101 at one third; and one end of the middle chord member 103 is welded to the middle part of the lower chord member 102, and the other end is welded to one end of the upper chord member 101 close to the steel box girder, so as to form the triangular bracket 10. The welded triangular bracket 10 is hoisted to the corresponding position, so that one end of the lower chord 102 close to the steel box girder is positioned between a pair of lower lug plates 202, one end of the upper chord 101 close to the steel box girder is positioned between a pair of upper lug plates 201, and the upper chord 101 and the lower chord 102 are fixedly connected with the steel box girder web 40 through the corresponding upper lug plates 201 and lower lug plates 202 respectively by connecting bolts.
Example 3
In this embodiment, the cast-in-situ formwork support for the wing plates of the bridge deck of the reinforced concrete composite beam provided in embodiment 1 is applied to a bridge project with a span of 30m according to the installation mode described in embodiment 2, and the cast-in-situ formwork supports for the wing plates of the bridge deck of the reinforced concrete composite beam are distributed on the outer side of a web of the steel box girder at equal intervals, wherein the distance between two adjacent supports is 1500mm. The embodiment carries out calculation and analysis on the triangular bracket and the connecting mechanism of the cast-in-situ template bracket of the wing plate of the steel-concrete composite beam bridge deck in the project:
1. tripod:
as can be seen from fig. 2 to 4, after analysis and calculation, the maximum combined stress of the tripod is 65Mpa at one end of the upper chord near the steel box girder web; similarly, the maximum shear stress of the triangular support beam is also positioned at one end of the upper chord near the steel box girder web plate and is-17.3 Mpa; in addition, the maximum deflection of the tripod occurs at the middle section of the upper chord and is 0.96mm. According to steel structure standard, the maximum combined stress of the triangular bracket is 65.0Mpa<f=215 Mpa, maximum shear stress 17.3Mpa<f v =125 Mpa, strength meets the requirements. Maximum deflection of the triangular bracket is 0.96mm<L/400, wherein l=1500 mm, i.e. 0.96mm<3.75mm, and the rigidity meets the requirement.
2. And a connecting mechanism:
as can be seen from fig. 5 to 6, the upper chord member and the lower chord member of the tripod are respectively connected with the web plate of the steel box girder through the upper lug plate and the lower lug plate by connecting bolts. Wherein, the counter force at the joint of the upper chord member and the upper ear plate is 12.2kN, and the bending moment is 5.4 kN.m; the counter force at the joint of the lower chord member and the lower lug plate is 18.4kN, and the bending moment is 0.6 kN.m; meets the strength requirements of the welding line and the bolt.
a. Welding seams:
in the coupling mechanism, go up otic placode, lower otic placode and all weld in the steel case girder web outside, follow according to steel construction standard 11.2.2, calculate the analysis to the welded part welding seam of last otic placode, lower otic placode and steel case girder web:
control parameters: the welding part adopts T-shaped connection under the combined action of bending moment, axial force and shearing force, E43 type welding rods are utilized for manual welding, the type of welding seam is fillet welding, an arc striking plate is adopted, a welding part is gapless, the welding part material is Q235 type steel plate, and the welding part does not bear power load.
Material strength: the compressive strength, tensile strength and bending strength of the weldment are 205N/mm 2 The compressive strength, tensile strength and shear strength of the welding line are 160N/mm 2 The weld strength reduction coefficient is 1, and the design value of the front fillet weld strength is increased by a coefficient beta f ＝1.22。
Basic parameters:thickness t of steel box girder web 1 Ear plate thickness t =30mm 2 Ear panel width h=130 mm, weld fillet size H =20 mm f =8mm; the bending moment M=5.4 kN.m generated by the load design value, the axial force N=19.1 kN and the shearing force V=12.2 kN.
Analysis results:
length of weld joint calculation: l (L) w ＝130mm。
Upper ear plate analysis results:
stress generated by bending moment:
stress generated by axial force:
shear force-induced stress:
calculating stress of the welding line:
the weld calculation stress meets the criteria.
Lower ear plate analysis results:
stress generated by bending moment:
stress generated by axial force:
shear force-induced stress:
calculating stress of the welding line:
the weld calculation stress meets the criteria.
And (3) construction checking: according to steel structure standard 11.3.5: base material (steel box girder web) thickness t=30.0 mm > 20mm, minimum fillet weld fillet size H f It is not preferable to be less than 8mm. In this embodiment, fillet weld leg dimension H f =8.0mm.gtoreq.8.0mm, meeting the standard.
b. And (3) a bolt:
in the connecting mechanism, bolt holes are formed in the upper lug plate and the lower lug plate, and an upper chord member and a lower chord member of the triangular bracket are connected with a steel box girder web plate through the upper lug plate and the lower lug plate respectively through connecting bolts. In this embodiment, the connection bolt is an M24 bolt. The following calculation analysis was performed on the connecting bolts:
when the bolts are connected in a shearing way, the bearing capacity design value of each bolt should be smaller than the bearing capacity design value of shearing resistance and bearing capacity.
The design value of the shear bearing capacity is as follows:
wherein d is the diameter of the bolt shank; in the embodiment, the connecting bolt adopts an M24 bolt, and d=24mm is taken;
n v taking n as the number of sheared surfaces v ＝1；
For the design value of the shear strength of the bolt, the +.>
The design value of the bearing capacity is as follows:
wherein d is the diameter of the bolt shank; in the embodiment, the connecting bolt adopts an M24 bolt, and d=24mm is taken;
Σt is the smaller total thickness of the bearing member in the same stress direction, taking Σt=20mm;
for the design value of the compressive strength of the bolt, the +.>
The design value of the bearing capacity of the bolt is 56548.668N.
When the bolt shaft direction is in tension connection, the design value of the bearing capacity of each common bolt is as follows:
wherein d is the diameter of the bolt shank; in the embodiment, the connecting bolt adopts an M24 bolt, and d=24mm is taken;
for the design value of the tensile strength of the bolt, the +.>
When the bolts are simultaneously sheared and pulled for connection, each bolt simultaneously bears shearing force and rod axial tension, and the following formula requirement is met:
wherein N is v Taking N as the shearing force born by the bolt v ＝28.9×10 3 N；
N t Is borne by the boltPulling force, N t ＝18.7×10 3 N。
So that the number of the components in the product,
therefore, the common bolt bearing capacity represented by the M24 bolt is proved to meet the requirement.
Example 4
In this embodiment, the cast-in-situ formwork support for the wing plates of the bridge deck of the reinforced concrete composite beam provided in embodiment 1 is applied to a double-span bridge project with a span of 45m from the Ci's line of Ningbo in the installation mode described in embodiment 2 beginning in 2023 and 6 months, the average net height of the bridge deck of the reinforced concrete composite beam is 15.5m, and the cast-in-situ formwork supports for the wing plates of the bridge deck of the reinforced concrete composite beam, which are 31 pieces in total, are equidistantly distributed on the outer side of the web of the steel box girder, wherein the distance between two adjacent supports is 1500mm, and the service life is 1 month. The embodiment provides the cost of the cast-in-situ formwork support for the wing plates of the steel-concrete composite beam bridge deck in the project, and compares the cost with the cost of a traditional full framing system in the prior art.
In the project, the number of C12 channel steel raw materials is about 5.3 tons, the market price is 4600 yuan/ton, and the cost is 24380 yuan; the number of the steel plate raw materials of the lug plate is about 0.52 ton, the market price is 4700 yuan/ton, and the cost is 2444 yuan; the manual processing cost and the installation cost are 7000 yuan; the total cost was 3.608 ten thousand yuan.
If the traditional full framing system is adopted in the project, the comprehensive construction cost of erecting the dish buckle scaffold is 30 yuan/m according to the scaffold erection aspect ratio not more than 3 3 The set up volume of the disc buckle bracket is 15.5m×10.4m×45m=7254m 3 The total cost was 21.762 ten thousand yuan.
Compared with the traditional full framing system, the cast-in-situ formwork bracket for the bridge deck wing plates of the reinforced concrete composite beam provided in the embodiment 1 has the advantages that the cost can be saved by 18.15 ten thousand yuan for one span, and the total cost is saved by 36.3 ten thousand yuan for two spans of reinforced concrete composite beams.
In conclusion, the cast-in-situ formwork support for the wing plates of the reinforced concrete composite beam bridge deck provided in the embodiment 1 can greatly save construction cost and bring considerable economic benefit
The above examples are merely illustrative of the preferred embodiments of the present utility model and are not intended to limit the scope of the present utility model, and various modifications and improvements made by those skilled in the art to the technical solution of the present utility model should fall within the protection scope of the present utility model without departing from the design spirit of the present utility model.
Claims (9)
1. A cast-in-situ formwork support for a steel-concrete composite beam bridge deck wing plate is characterized in that,
comprises a tripod (10), a connecting mechanism (20) and an erecting mechanism (30);
the connecting mechanism (20) is fixed on the outer side of the steel box girder web (40);
the triangular bracket (10) is fixed on the outer side of the steel box girder web (40) through a connecting mechanism (20);
the erection mechanism (30) is laid above the tripod (10);
the triangular bracket (10) comprises an upper chord member (101) and a lower chord member (102), wherein the upper chord member (101) and the lower chord member (102) are both made of double-spliced channel steel (a).
2. The steel-concrete composite beam bridge deck wing plate cast-in-situ formwork support according to claim 1, wherein,
the double-spliced channel steel (a) is obtained by welding two sections of same channel steel and is provided with a hollow cavity.
3. The steel-concrete composite beam bridge deck wing plate cast-in-situ formwork support according to claim 1, wherein,
the connecting mechanism (20) comprises a pair of upper ear plates (201) and a pair of lower ear plates (202);
the upper lug plate (201) and the lower lug plate (202) are respectively arranged at the upper end and the lower end of the outer side of the steel box girder web plate (40).
4. A steel-concrete composite beam bridge deck wing plate cast-in-situ formwork support according to claim 3, wherein,
the upper lug plate (201) and the lower lug plate (202) are welded on the outer side of the steel box girder web plate (40) in a fillet welding mode.
5. The steel-concrete composite beam bridge deck wing plate cast-in-situ formwork support according to claim 4, wherein,
the upper ear plate (201) and the lower ear plate (202) are respectively provided with bolt holes.
6. The steel-concrete composite beam bridge deck wing plate cast-in-situ formwork support according to claim 5, wherein,
one end of the upper chord member (101) is fixedly connected with the upper end of the steel box girder web plate (40) through a connecting bolt and an upper lug plate (201); one end of the lower chord member (102) is fixedly connected with one end, far away from the steel box girder, of the upper chord member (101), and the other end of the lower chord member is fixedly connected with the lower end of the steel box girder web plate (40) through a lower lug plate (202) by a connecting bolt.
7. The steel-concrete composite beam bridge deck wing plate cast-in-situ formwork support according to claim 1, wherein,
the tripod (10) further comprises a middle chord (103);
and two ends of the middle chord member (103) are fixedly connected with the upper chord member (101) and the lower chord member (102) respectively.
8. The steel-concrete composite beam bridge deck wing plate cast-in-situ formwork support according to claim 7, wherein,
the middle chord member (103) adopts any one of T-shaped steel, angle steel, steel plate, channel steel and double-spliced channel steel.
9. The steel-concrete composite beam bridge deck wing plate cast-in-situ formwork support according to claim 1, wherein,
the erection mechanism (30) comprises a plurality of erection channel steels (301), square timber (302) and templates (303);
the erection channel steel (301) is uniformly laid above the upper chord member (101);
the square timber (302) is uniformly laid above the erection channel steel (301);
the template (303) is laid above the square timber (302).
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| CN202322299493.0U CN220685816U (en) | 2023-08-25 | 2023-08-25 | Cast-in-situ formwork support for wing plates of reinforced concrete composite beam bridge deck |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202322299493.0U CN220685816U (en) | 2023-08-25 | 2023-08-25 | Cast-in-situ formwork support for wing plates of reinforced concrete composite beam bridge deck |
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