CN2823316Y - Superimposition girder structure of prefabricated bridge surface plate and steel girder close combination - Google Patents
Superimposition girder structure of prefabricated bridge surface plate and steel girder close combination Download PDFInfo
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- CN2823316Y CN2823316Y CN 200520043539 CN200520043539U CN2823316Y CN 2823316 Y CN2823316 Y CN 2823316Y CN 200520043539 CN200520043539 CN 200520043539 CN 200520043539 U CN200520043539 U CN 200520043539U CN 2823316 Y CN2823316 Y CN 2823316Y
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- 238000007789 sealing Methods 0.000 claims description 18
- 239000002131 composite material Substances 0.000 claims description 16
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 7
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- 238000010276 construction Methods 0.000 abstract description 13
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- 238000005260 corrosion Methods 0.000 description 1
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Abstract
The utility model relates to a superimposition girder structure formed by the close combination of a prefabricated bridge surface plate and a steel girder. The utility model comprises a prefabricated concrete bridge surface plate component and a steel girder component, wherein the prefabricated concrete bridge surface plate component is provided with a prefabricated concrete bridge surface plate, a reinforcing bar with an annular end surface, a bottom surface shear resistant slot and a bottom surface shear resistant device, and the steel girder component is provided with a standing steel girder, a top flange of the steel girder, a conjoined steel plate side mould, a shear resistant device and a conjoined metal mesh end mould. The shear resistant device on the top flange of the steel girder and the shear resistant device on the bottom surface of the concrete bridge surface plate are interlaced when superimposed. The utility model is especially suitable for the close combination of the prefabricated bridge surface plate with cantilevers and the steel girder. Moreover, the utility model is provided with steel cable holes which can be provided with prestressed cables of the bridge surface plate stretched in factory for prefabrication. In a visible condition, the construction of the utility model is reliable, the jointing point is not easily corroded, and the stress is reasonable. The superimposition girder structure has high bridge surface plate spanning ability, simple construction and operation, and close combination of the bridge surface plate and the steel girder.
Description
Technical Field
The utility model relates to a superposed beam structure for bridge, especially a synthetic formula steel-concrete superposed beam structure that combines common atress through the shearing machine on the girder steel and concrete decking especially relate to a take prefabricated decking of cantilever and girder steel compact structure's superposed beam structure.
Background
In the composite steel-concrete composite beam, the application of the precast concrete deck slab technology is wide due to the fact that the additional internal force caused by shrinkage and creep of the pure cast-in-place concrete deck slab is large and a large number of templates are needed. The technology of the precast concrete bridge deck is that after the precast concrete bridge deck is erected on a steel beam, a small amount of concrete is poured in situ to condense shear-resistant devices on the steel beam, shear-resistant grooves on the precast concrete bridge deck, anchoring and connecting reinforcing steel bars into a whole to bear force together. The technology can obviously reduce the shrinkage creep additional internal force of the concrete and the dosage of the template. But at present, the method also has the following defects and limitations in domestic and foreign applications:
1) china only has the construction experience of simply supported precast concrete bridge deck boards, and the precast concrete bridge deck board technology with cantilevers is not developed yet. As shown in fig. 1, when a cantilever type bridge deck needs to be manufactured, the domestic current construction method is to construct a simply supported precast concrete bridge deck, then build a temporary support 16, erect a support pad 15 on the support 16, place a cantilever plate 11 on the support, arrange an elastic sealing strip 14 and a pin type shear 13 on a steel beam 17, arrange circumferential connecting steel bars 12 on the end surfaces of the simply supported precast concrete bridge deck 10 and the cantilever plate 11, form a cantilever type bridge deck by connecting the simply supported precast concrete bridge deck 10 and the cantilever plate 11 placed on the temporary support 16 after pouring concrete between the two, and remove the temporary support 16 after the completion of the engineering. However, the disadvantages of this technique are: the connection of the bridge deck and the cantilever plate depends on a small section of concrete poured later for connection, and the connection strength is poor; when prestressed steel bars are required to be added on the bridge deck slab and the cantilever slab, construction can influence the steel beam to deform; and a temporary support needs to be built during construction, so that the construction cost is increased.
2) Two prefabricated bridge deck technologies with cantilevers have been developed abroad, but both have certain drawbacks and limitations. Wherein,
the key points of the first prior art are as follows: arranging shearing resistance devices on the steel beams in a segmented manner, and dividing the precast concrete bridge deck with the cantilever into a synthetic region corresponding to a shearing resistance device part on the steel beams and a non-synthetic region corresponding to a non-shearing resistance device part on the steel beams along the longitudinal direction (bridge length direction) of the deck; the prefabricated bridge deck comprises non-synthetic areas, namely prefabricated whole bridge deck boards with cantilevers, synthetic areas, namely prefabricated bridge deck parts needing part of on-site concrete pouring between the non-synthetic areas, and on-site concrete pouring/shear grooves are formed in the prefabricated bridge deck boards needing the on-site concrete pouring. As shown in fig. 2A and 2B, an elastic sealing tape 24 and a shear block 23 are provided on a steel beam 27 at a composite area portion, and at a position corresponding thereto, an on-site concrete pouring/shear slot hole 21 is opened on a precast concrete deck 20, and anchoring and connecting reinforcing bars (not shown) are arranged to form the composite area, and a small amount of on-site concrete is poured into the on-site concrete pouring/shear slot hole 21 in the composite area to form a steel-concrete combination. The steel beam except the synthetic area is not provided with a shear, and the corresponding prefabricated integral bridge deck with the cantilever which is directly erected is also not provided with a connecting part with the steel beam to form a non-synthetic area, wherein the prefabricated concrete bridge deck is only directly placed on the steel beam, and the bridge deck is not connected with the steel beam. This prior art has two significant drawbacks: a) the shear force transmission between the concrete bridge deck and the steel beam is discontinuous; b) in the non-composite area, there is a weak gap 22 between the concrete deck 20 and the steel beams 27 where corrosion of the steel beams is likely to occur and it is difficult to repair and maintain.
The key points of the second prior art are as follows: as shown in fig. 3 and 4, the shear 33 is continuously arranged on the steel beam 37. The precast concrete deck slab with cantilever 31 is provided with a continuous shear groove 29 having a width slightly smaller than that of the upper flange plate of the steel girder and a depth slightly larger than the height of the shear 33 at the lower portion corresponding to the web of the steel girder. Elastic sealing strips 34 are arranged between the precast concrete deck slab 31 and the steel girder flange plates along both sides of the shear grooves 29, and epoxy resin 35 is applied between the precast concrete deck slabs for connection and sealing. After the precast concrete deck slab 31 is erected on the steel beam 37, the grouting mortar 30 is pressed into the sealed space among the upper flange plate of the steel beam, the shear groove 29 of the precast concrete deck slab and the elastic sealing strip 34, and the air is exhausted through the exhaust hole 32, so that the combination of steel and concrete is formed. While this technique overcomes two of the aforementioned deficiencies of the prior art, it creates additional drawbacks, such as: a) the construction and quality control of the pressure-injection cement mortar can be carried out only under the invisible condition; b) during installation of the precast concrete bridge deck, the plate section at the position of the shear groove is weak and has stress concentration; c) the sealing requirements are very high; d) the precast concrete bridge deck plates are connected without steel bars.
In addition, a technology for tensioning the prestressed steel cables of the large-span concrete bridge deck in a prefabrication field to avoid additional internal force of a steel assembly caused by tensioning the prestressed steel cables on the spot is not developed at home and abroad.
SUMMERY OF THE UTILITY MODEL
To the defect that exists among the above-mentioned prior art, the utility model aims to solve the technical problem that a can be under visual condition reliably be under construction, the junction is difficult for receiving corruption, the atress is reasonable, bridge floor stridees across ability greatly, construction easy operation's prefabricated decking and girder steel close fit's superposed beam structure is provided
A further object of the utility model is to provide a structure is dyed with coincide of girder steel zonulae occludens to prefabricated decking, and the precast concrete decking and the girder steel zonulae occludens of specially adapted area cantilever.
Another object of the utility model is to provide a superposed beam structure of prefabricated decking and girder steel zonulae occludes wherein can set up the bridge floor prestressed cable that can be in prefabrication factory stretch-draw, avoids or reduces the additional moment of flexure that causes the girder steel web with applying horizontal prestressing force behind the girder steel connection.
In order to solve the technical problem, the utility model provides a prefabricated decking and girder steel close combination's superposed beam structure, include:
a precast concrete deck slab assembly having: the prefabricated concrete bridge deck is provided with end face annular reinforcing steel bars which are arranged on the end face of the concrete bridge deck perpendicular to the direction of the bridge body;
a steel beam assembly having: the vertical steel beam is perpendicular to the steel beam upper flange plate of the vertical steel beam; it is characterized in that the preparation method is characterized in that,
the precast concrete deck plate assembly further has: the bottom surface shear resistant groove is arranged at a supporting part of the bottom surface of the concrete bridge deck supported on the steel beam and is vertical to the direction of the bridge body, and the bottom surface shear resistant device is vertically poured in the shear resistant groove at the bottom surface of the concrete bridge deck and is arranged vertical to the direction of the bridge body;
the steel beam assembly further has: the first-stage and second-stage cast-in-place concrete one-piece steel plate side dies are arranged on the two wings of the steel beam upper flange plate and are perpendicular to the two wings, the shearing shears are arranged on the steel beam upper flange plate and are positioned between the first-stage or second-stage cast-in-place concrete one-piece steel plate side dies, and the one-piece end dies are arranged between the first-stage and second-stage cast-in-place concrete one-piece steel plate side dies and are perpendicular to the trend of the bridge body;
the first-stage cast-in-place concrete one-piece steel plate side mold corresponds to a shear groove and a bottom pin type shear at the bottom supporting part of the precast concrete bridge deck, and the second-stage cast-in-place concrete one-piece steel plate side mold corresponds to a space between the end faces of two adjacent precast concrete bridge deck components to be stacked on a steel beam; the shear on the upper flange plate of the steel beam and the shear on the bottom surface of the concrete bridge deck are staggered when they are folded together.
Preferably, the deck plate of the concrete deck plate assembly has two cantilever wings, and the cantilever wings are provided with cantilever flange beams.
Preferably, the one-piece end die is a steel wire mesh end die.
Preferably, the precast concrete deck slab assembly further comprises a plurality of air-permeable pouring holes vertically penetrating through the concrete deck slab supporting portion.
Preferably, the precast concrete deck plate assembly further comprises a plurality of transverse prestressed cable holes transversely penetrating into the concrete deck plate including the two-wing cantilever.
Preferably, the steel beam assembly further comprises triangular stiffening plates which are arranged on the inner sides of the first-stage and second-stage cast-in-place concrete connected steel plate side molds and connected with the steel beam upper flange plates.
Preferably, the steel beam assembly further comprises a bracket arranged on the upper wing of the first-stage cast-in-place concrete connected steel plate side die, and an elastic sealing strip is arranged in the bracket.
Preferably, the length of the shear groove on the bottom surface of the precast concrete bridge deck is less than the clear distance between the two elastic sealing belts on the first-stage cast-in-place concrete one-piece steel plate side mold.
Preferably, the shear is a pin shear.
Preferably, the shear is an eye plate type shear.
Compared with the prior art, the beneficial effects of the utility model are as follows:
1) because the shear resisting devices are arranged in the side moulds of the first-stage and second-stage cast-in-place concrete one-piece steel plates, the shear resisting devices can be uninterruptedly, continuously and uniformly arranged on the whole length of the flange plates on the steel beams;
2) no easy-to-corrode gap is formed between the precast concrete cantilever plate and the steel beam wing plate;
3) the prefabricated concrete bridge deck is provided with the air-permeable pouring holes, so that the in-situ bonded concrete can be poured under a visual condition, and the construction quality is ensured;
4) the shear grooves can not obviously weaken the section of the precast slab and can not cause obvious stress concentration;
5) because the end face shear grooves and the end face annular reinforcing steel bars are arranged on the end faces of the precast concrete bridge deck plates, connecting construction joints which have high quality, reinforcing steel bars and simple and convenient operation can be formed between the precast concrete bridge deck plates and between the sections of cast-in-place connecting concrete;
6) the shear is suitable for the shear pin type shear which is widely adopted at present, and is also suitable for the shear eye plate type shear which has better performance than the shear pin;
7) because the transverse steel cable holes are reserved in the precast concrete bridge deck, the bridge deck transverse prestressed steel cables can be arranged, and the spanning capability of the precast concrete slab is improved;
8) the transverse prestressed steel cables can be tensioned at the final or partial value in a prefabricating yard, so that additional bending moment caused by transverse prestress applied to a steel beam web after being connected with a steel beam is avoided or reduced;
9) arranging a flange beam with enough size on the cantilever wing; on one hand, the stress state under the transverse prestressed cable anchorage is improved, and on the other hand, the load longitudinal distribution length of the cantilever plate is improved.
Drawings
FIG. 1 is a schematic view of a simply supported precast concrete deck slab of the prior art forming a cantilevered slab on a temporary support;
FIG. 2A is a schematic cross-sectional view of a precast concrete deck slab and steel girder composite area with a cantilever according to the prior art;
FIG. 2B is a schematic cross-sectional view of a non-composite area of a precast concrete deck slab and a steel girder with a cantilever according to the prior art;
FIG. 3 is a schematic cross-sectional view illustrating a combination of a precast concrete deck with a cantilever and a steel girder with a continuously arranged shear groove in the prior art;
FIG. 4 is a cross-sectional view taken along line A-A of FIG. 3, according to the prior art;
FIG. 5 is an exploded perspective view of the overall arrangement of the first embodiment of the present invention, from top to bottom, when a pin shear is used;
FIG. 6 is a perspective view of the overall arrangement of the embodiment of FIG. 5 from the bottom up;
FIG. 7 is a perspective view of the steel beam assembly of the embodiment of FIG. 5;
FIG. 8 is an exploded partial cross-sectional view of the embodiment of FIG. 5 taken along the length of the bridge;
FIG. 9 is a sectional view taken along line B-B of FIG. 8;
FIG. 10 is an exploded perspective view of the overall arrangement of the second embodiment of the present invention, from the top down, when using an eye plate shear;
FIG. 11 is a perspective view of the overall arrangement of the embodiment of FIG. 10 from the bottom up;
FIG. 12 is a perspective view of the steel beam assembly of the embodiment of FIG. 10;
FIG. 13 is an exploded partial cross-sectional view of the embodiment of FIG. 10 taken along the length of the bridge; and
fig. 14 is a sectional view taken along the direction C-C in fig. 13.
Detailed Description
The following description of the embodiments of the present invention will be described in detail with reference to the accompanying drawings, but the present invention is not limited to the embodiments, and all similar structures and similar variations thereof adopted by the present invention should be included in the protection scope of the present invention.
In this specification, the edge of a plate perpendicular to the direction of a bridge body is set as an end, the edge of a plate parallel to the direction of the bridge body is set as a wing, a precast concrete deck slab is cast on a steel beam for first-stage cast-in-place, and adjacent deck slabs cast on the steel beam are cast and connected together for second-stage cast-in-place. Referring to fig. 5 and 6, the utility model discloses a prefabricated decking and girder steel close combination's superposed beam structure includes:
precast concrete decking subassembly 2: referring to fig. 8 and 9, the prefabricated concrete bridge deck comprises a precast concrete bridge deck 203 with cantilevers 201, a bottom shear groove 204 which is arranged on the bottom surface of the precast concrete bridge deck and supported on a steel beam and is perpendicular to the direction of a bridge body, a pin-type bottom shear 202 which is vertically poured in the shear groove on the bottom surface of the precast concrete bridge deck and is arranged perpendicular to the direction of the bridge body, a plurality of air-permeable supplementary pouring holes 205 which vertically penetrate through the supporting part of the precast concrete bridge deck, a top shear groove 206 and a top ring-shaped steel bar 207 which are arranged on the top surface of the precast concrete bridge deck and are perpendicular to the direction of the bridge body, a plurality of transverse prestressed steel cable holes 208 which transversely penetrate through the precast concrete bridge deck including two cantilevers, wherein transverse prestressed steel cables 210 (only one is shown in the figure) are penetrated, the steel cables can be tensioned in a prefabrication plant when needed, and cantilever flange beams 209 are arranged at two cantilever wings of the concrete bridge deck;
the steel beam assembly 1, as shown in fig. 7 in detail, includes an upright steel beam 101, a steel beam upper flange plate 103 perpendicular to the upright steel beam 101, first and second cast-in-place concrete connected steel plate side dies 104, 107 arranged on two sides of the steel beam upper flange plate 103 and perpendicular to the steel beam upper flange plate 103, a pin type shear 102 arranged between the two first and second cast-in-place concrete connected steel plate side dies on the steel beam upper flange plate 103, a connected steel wire mesh end die 106 arranged between the first and second cast-in-place concrete connected steel plate side dies and perpendicular to the direction of a bridge body, and a triangular stiffening plate 109 arranged inside the first and second cast-in-place concrete connected steel plate side dies and connected to the steel beam upper flange plate; arranging a bracket 108 on the upper wing of the first-stage cast-in-place concrete one-piece steel plate side die, and arranging an elastic sealing strip 105 in the bracket 108; the first-stage cast-in-place concrete one-piece steel plate side mold 104 corresponds to a shear groove 204, a bottom pin type shear 202 and a ventilation supplementary casting hole 205 of a bottom surface supporting part of the precast concrete bridge deck 2, and the second-stage cast-in-place concrete one-piece steel plate side mold 107 corresponds to a space between the end surfaces of two adjacent precast concrete bridge deck assemblies 2 to be stacked on a steel beam, namely the length of the second-stage cast-in-place concrete one-piece steel plate side mold is approximately equal to the length of an end surface annular reinforcing steel bar 207 on the bridge deck; the pin shears 102 on the upper flange plate 103 of the steel beam and the pin shears 202 on the underside of the concrete deck are matched, i.e. staggered, when stacked together.
The meshes of the end die 106 of the one-piece steel wire mesh are smaller than the diameter of the concrete stone, so that the position of the first-stage cast-in-place concrete 3 can be kept accurate, and a working seam with a rough surface can be automatically formed on the end face of the first-stage cast-in-place concrete 3 so as to be firmly combined with the second-stage cast-in-place concrete 4. Of course, the integral end mold 106 may be made of a common wood board, but after the first-stage in-situ casting is completed, the end mold of the wood board needs to be removed, and then the concrete end face needs to be roughened for the second-stage in-situ casting.
The length of the shear groove 204 on the bottom surface of the precast concrete deck slab is less than the clear distance between the two elastic sealing belts 105 on the first-stage cast-in-place concrete connected steel plate side mold 104. The elastic sealing strips 105 are used to form a seal against lateral slurry leakage between the side forms 104, the upper flange plate 103 and the deck bottom shear groove 204 after the installed precast concrete deck slab 2 is compressed by its own weight against the brackets 108 of the cast-in-place concrete steel side forms 104.
After a specified amount of first-stage in-situ concrete 3 is poured into a space surrounded by the first-stage in-situ concrete connected steel plate side die 104 and the connected steel wire mesh end die 106 on the steel beam upper flange plate 103, air between the first-stage in-situ concrete 3 and the precast concrete bridge deck 2 can be discharged from the air-permeable supplementary pouring hole 205 in the process of installing the precast concrete bridge deck 2. And after the installation is finished, the air-permeable pouring hole 205 is filled with concrete.
Referring again to fig. 10 to 14, another embodiment of the present invention is shown, which is different from the first embodiment only in that an eye-plate type shear 102 is used, and the bottom surface shear on the precast concrete deck is also a bottom surface eye-plate type shear 202.
The following describes the construction method of the composite beam of the prefabricated bridge deck and the steel beam, which comprises the following steps:
one) manufacturing a steel girder assembly and a precast concrete deck plate assembly, respectively:
make girder steel subassembly 1, weld according to the designing requirement in proper order on flange board 101 on the girder steel: the pin type/eye plate type shear comprises a pin type/eye plate type shear body 102, a first-stage cast-in-place concrete integrated steel plate side mold 104 welded with a bracket 108, a second-stage cast-in-place concrete integrated steel plate side mold 107, triangular stiffening plates 109 of the first-stage and second-stage cast-in-place concrete integrated steel plate side molds, and an integrated steel wire mesh end mold 106. Then finishing the factory paint; the second-stage cast-in-place concrete one-piece steel plate side die 107 is subjected to necessary treatment for adding a fastening piece according to the requirements of on-site installation and close connection of the second-stage cast-in-place concrete one-piece steel plate side die; before the steel beam assembly leaves the factory, the elastic sealing band 105 is reliably bonded to the bracket 108 and protected by a plastic film and a clamp;
the precast concrete bridge deck assembly 2 is characterized in that a precast concrete bridge deck with a cantilever 201, a ventilating and pouring hole 205 and a cantilever flange beam 209 is precast, a pin type/eye plate type shear preventer 202 is embedded in the bottom surface of the concrete bridge deck, a bottom surface shear groove 204 is arranged in the bottom surface of the concrete bridge deck, an end surface shear groove 206 is arranged on the end surface of the concrete bridge deck 2, an end surface annular steel bar 207 is embedded in the end surface of the concrete bridge deck, and a transverse prestressed steel cable 210 tensioned in a precast plant can be arranged in a transverse prestressed steel cable hole 208 when needed.
The utility model discloses a bridge deck subassembly prefabrication technology is the same on the whole with the domestic and foreign current precast concrete bridge deck's manufacture craft, but following three characteristics are that current technology is not available: a) a bottom surface shear groove 204; b) there are pin/eye plate type shears 202 anchored to the precast concrete deck slab; c) there is a transverse prestressed cable bore 208 through which prestressed cables 210 are run, which can be tensioned at the prefabrication plant, if necessary.
Second) first-stage in-situ concrete pouring:
1) the plastic film and the clip protecting the elastic sealing band 105 bonded to the bracket 108 should be removed in the immediate vicinity of the installation of the precast concrete deck. If the elastic sealing band 105 is partially separated from the bracket 108, the bonding should be repaired;
2) when the prefabricated concrete bridge deck assembly is really prepared without errors in installation, a specified amount of first-stage on-site concrete 3 can be poured into a space surrounded by the first-stage on-site concrete pouring connecting steel plate side die 104 and the connecting steel wire net end die 106 on the steel beam upper flange plate 103, and the surface of the first-stage on-site concrete 3 is slightly lower than the top surface of the elastic sealing belt 105;
3) before the precast concrete bridge deck assembly is installed, an attached vibrator is required to be installed on the precast concrete bridge deck and/or below the upper flange plate 103 of the steel beam;
4) when the precast concrete bridge deck assembly 2 is installed, firstly, the horizontal position is calibrated, then the precast concrete bridge deck assembly is gradually put down, the attached vibrator is started, the pin type/eye plate type shearing preventer 202 is gradually inserted into the first-stage site concrete 3, meanwhile, the precast concrete bridge deck 2 gradually compresses the elastic sealing belt 105, and air between the first-stage site concrete 3 and the precast concrete bridge deck 2 is discharged from the air-permeable pouring hole 205 until the precast concrete bridge deck 2 sinks to the designed elevation; after the precast concrete bridge deck 2 is in place, the air-permeable pouring hole 205 is filled with concrete 3, and then the attached type vibrator is closed. After the first-stage on-site concrete 3 is finally set, the precast concrete bridge deck assembly and the steel beam assembly 1 are condensed into a whole through the first-stage on-site pouring of the concrete connected steel plate side mold 104, the pin type/eye plate type shearing shears 102 on the steel beam upper flange plate 103 in the enclosed space, the pin type/eye plate type shearing shears 202 of the precast concrete bridge deck assembly, the bottom surface shearing grooves 204 and the air-permeable supplementary pouring holes 205.
Third) second-stage in-situ concrete pouring:
and a gap with the width of tens of centimeters, in which the end ring-shaped reinforcing steel bars 207 are arranged alternately, appears between the adjacent end surfaces of two installed adjacent precast concrete bridge deck assemblies which finish the first-stage on-site concrete 3 pouring. The gap is closed with the sides of the rim 209 using conventional field formwork hangers. And after the conventional hoisting die is installed and conventional inserting bars and stirrups inside and outside the end face annular steel bar 207 are bound, pouring second-stage on-site concrete 4. After the second-stage on-site concrete 4 is finally set, the adjacent end surfaces of two adjacent precast concrete bridge deck plates 2 are condensed into a whole through the three types of steel bars and the end surface shear grooves 206; in addition, the second-stage on-site concrete 4 between two adjacent precast concrete deck block assemblies 2 is condensed with the steel beam assembly 1 into a whole through the second-stage on-site concrete-poured steel plate side forms 107 and the pin/eye plate type shear shears 102 in the enclosed space.
The present invention has been described in detail with reference to the preferred embodiments of the present invention, but it will be understood by those skilled in the art that although the present invention has been described in the present specification using the bridge deck with the cantilever as an example, the present invention has the structural features and effects, and the present invention can also be applied to the connection of other types of precast concrete bridge decks and steel beams.
Claims (10)
1. A laminated beam structure in which a prefabricated bridge deck is closely coupled to a steel beam, comprising:
a precast concrete deck assembly (2) having: the prefabricated concrete bridge deck comprises a prefabricated concrete bridge deck (203) and end face annular reinforcing steel bars (207) arranged on the end face of the concrete bridge deck perpendicular to the direction of a bridge body;
a steel beam assembly (1) having: an upright steel beam (101), a steel beam upper flange plate (103) perpendicular to the upright steel beam;
it is characterized in that the preparation method is characterized in that,
the precast concrete deck plate assembly (2) further has: a bottom surface shear groove (204) which is arranged at a supporting part of the bottom surface of the concrete bridge deck supported on the steel beam and is vertical to the direction of the bridge body, and a bottom surface shear device (202) which is vertically poured in the shear groove of the bottom surface of the concrete bridge deck and is arranged vertical to the direction of the bridge body;
the steel beam assembly (1) further has: first-stage and second-stage cast-in-place concrete connected steel plate side dies (104, 107) which are arranged on two wings of the steel beam upper flange plate (103) and are vertical to the two wings, shear separators (102) which are arranged on the steel beam upper flange plate (103) and are positioned between the first-stage or second-stage cast-in-place concrete connected steel plate side dies, and connected end dies (106) which are arranged between the first-stage and second-stage cast-in-place concrete connected steel plate side dies and are vertical to the trend of the bridge body;
the first-stage cast-in-place concrete one-piece steel plate side die (104) corresponds to a shear groove (204) and a bottom surface shear device (202) of a bottom surface supporting part of the precast concrete bridge deck, and the second-stage cast-in-place concrete one-piece steel plate side die (107) corresponds to a space between end surfaces of two adjacent precast concrete bridge deck components (2) to be stacked on a steel beam; the shear (102) on the upper flange plate (103) of the steel beam is staggered with the shear (202) on the bottom surface of the concrete deck when stacked together.
2. A prefabricated bridge deck and steel beam tight-coupling composite beam structure according to claim 1, wherein the deck slab of the concrete deck slab assembly has two cantilever wings, and the cantilever wings are provided with cantilever flange beams (209).
3. A prefabricated bridge deck and steel girder close-coupled composite girder structure according to claim 1, wherein the one-piece end forms are wire mesh end forms (106).
4. The precast bridge deck and steel beam compact composite girder structure according to claim 1, wherein the precast concrete bridge deck assembly further comprises a plurality of air-permeable repair casting holes (205) vertically penetrating the concrete bridge deck supporting portion.
5. A precast deck slab and steel beam compact composite girder structure according to claim 2, wherein the precast concrete deck slab assembly further comprises a plurality of transverse prestressed cable holes (208) transversely penetrating the concrete deck slab including the two-wing cantilevers.
6. A prefabricated bridge deck and steel beam tight-coupling superposed beam structure according to claim 1, wherein said steel beam assembly (1) further comprises triangular stiffener plates (109) disposed at the inner sides of said first and second cast-in-place concrete integral steel plate side forms and connected to said steel beam upper flange plate.
7. A prefabricated bridge deck and steel beam tight-coupling superposed beam structure according to claim 1, wherein said steel beam assembly (1) further comprises a bracket (108) provided at the upper wing of said one-stage cast-in-place concrete integral steel plate side-form, and an elastic sealing tape (105) provided in said bracket (108).
8. The precast bridge deck and steel beam compact composite girder structure according to claim 7, wherein the length of the precast concrete bridge deck bottom shear groove (204) is less than the clear distance between the two elastic sealing bands (105) of the cast-in-place concrete side-connected slab forms (104).
9. The structure of a prefabricated bridge deck and steel girder-tightly combined composite girder according to claim 1, wherein the shear is a pin shear.
10. The precast composite girder structure for coupling between a deck slab and a girder according to claim 1, wherein the shear is an eye-plate type shear.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200520043539 CN2823316Y (en) | 2005-07-19 | 2005-07-19 | Superimposition girder structure of prefabricated bridge surface plate and steel girder close combination |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200520043539 CN2823316Y (en) | 2005-07-19 | 2005-07-19 | Superimposition girder structure of prefabricated bridge surface plate and steel girder close combination |
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| CN2823316Y true CN2823316Y (en) | 2006-10-04 |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100424269C (en) * | 2005-07-19 | 2008-10-08 | 上海市城市建设设计研究院 | Superposition beam structure for prefabricated bridge surface plate and steel beam close combination |
| CN101864808A (en) * | 2010-06-11 | 2010-10-20 | 赵正义 | Vertical positioning structure of tower mast mechanical equipment and foundation |
| CN109024650A (en) * | 2018-08-30 | 2018-12-18 | 重庆华硕建设有限公司 | A kind of construction method on basis |
| CN111485490A (en) * | 2020-04-09 | 2020-08-04 | 苏交科集团股份有限公司 | Wide prefabricated bridge deck and construction method thereof |
| CN111519757A (en) * | 2020-04-16 | 2020-08-11 | 闫旺升 | Assembled concrete building connection structure |
-
2005
- 2005-07-19 CN CN 200520043539 patent/CN2823316Y/en not_active Expired - Lifetime
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100424269C (en) * | 2005-07-19 | 2008-10-08 | 上海市城市建设设计研究院 | Superposition beam structure for prefabricated bridge surface plate and steel beam close combination |
| CN101864808A (en) * | 2010-06-11 | 2010-10-20 | 赵正义 | Vertical positioning structure of tower mast mechanical equipment and foundation |
| CN101864808B (en) * | 2010-06-11 | 2012-03-28 | 赵正义 | Vertical positioning structure of tower mast mechanical equipment and foundation |
| CN109024650A (en) * | 2018-08-30 | 2018-12-18 | 重庆华硕建设有限公司 | A kind of construction method on basis |
| CN111485490A (en) * | 2020-04-09 | 2020-08-04 | 苏交科集团股份有限公司 | Wide prefabricated bridge deck and construction method thereof |
| CN111519757A (en) * | 2020-04-16 | 2020-08-11 | 闫旺升 | Assembled concrete building connection structure |
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