CN211368347U - Bridge deck and steel-concrete composite beam - Google Patents
Bridge deck and steel-concrete composite beam Download PDFInfo
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- CN211368347U CN211368347U CN201921541319.XU CN201921541319U CN211368347U CN 211368347 U CN211368347 U CN 211368347U CN 201921541319 U CN201921541319 U CN 201921541319U CN 211368347 U CN211368347 U CN 211368347U
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Abstract
The utility model relates to a bridge deck, include along the prefabricated bridge plate unit of polylith of longitudinal bridge to splicing in proper order, each bridge plate unit includes the intermediate lamella and is located two horizontal bridge of intermediate lamella to two cantilever plates of end, and the concatenation of two adjacent cantilever plates forms futilely the piece. The steel-concrete composite beam is characterized in that a plurality of shear force grooves are formed in the bridge deck, shear force connecting pieces extending into the shear force grooves respectively are arranged at the upper flange of the steel beam, and concrete is poured into the shear force grooves. The utility model discloses in, the cantilever plate adopts the concatenation of piecing together futilely, and the work progress does not influence traffic under the bridge, when guaranteeing construction safety, can improve the construction speed effectively, reduces construction cost. Furthermore, wet joints are adopted in the middle of the bridge deck slab, so that the performance of a connecting structure between the bridge deck slab units is guaranteed, the advantages of a dry splicing method and the advantages of wet joint connection are fully exerted, the construction period is shortened, the integral stress performance of the bridge deck slab is guaranteed, and the service life of the bridge deck slab is prolonged.
Description
Technical Field
The utility model belongs to the technical field of bridge engineering, concretely relates to decking reaches reinforced concrete composite beam including this decking.
Background
The concrete bridge deck of the steel-concrete composite beam is usually assembled by a factory prefabrication field construction method, the connection between prefabricated bridge decks is the part with the weakest stress and more complex construction of the bridge deck, and the connection method directly influences the integral stress performance of the bridge deck and the segment assembling construction speed.
The prefabricated bridge deck slab is usually connected by adopting a transverse bridge direction through cast-in-place wet joint, and the reinforcing steel bars are connected by welding. The main problems are as follows:
(1) influence the traffic under the bridge during construction: to the outer cantilever portion of steel case composite beam case hourglass construction, have the risk that temporary member dropped, cast in situ concrete moisture is excessive, need set up safeguard procedures.
(2) The steel bars between the wet joints are connected by welding, the field welding space is narrow, the manual welding workload is large, and the welding quality cannot be guaranteed.
(3) The cast-in-place wet joint connection which is communicated in the transverse bridge direction is adopted, concrete at the wet joint needs to be poured firstly, and then the prestressed steel beam needs to be stretched, so that the prestress introduction degree is low, namely the prestressed part of the bridge deck is introduced into the steel beam instead of the concrete bridge deck.
(4) The construction speed is slow: the wet seam template of cantilever part often needs to set up the bracing, and the template installation degree of difficulty is great. In recent years, the dry splicing method of the prefabricated segments is developed rapidly, if the prefabricated bridge deck slab adopts the dry splicing method, the integral stress performance of the bridge deck slab is greatly reduced, and the shear resistance and the torsion resistance of the bridge deck slab are poor.
SUMMERY OF THE UTILITY MODEL
The embodiment of the utility model provides a bridge deck reaches reinforced concrete composite beam including this bridge deck, can solve prior art's partial defect at least.
The embodiment of the utility model provides a bridge deck board, include along the longitudinal bridge to the polylith decking unit of concatenation in proper order, each the decking unit includes the intermediate lamella and is located two horizontal bridges of intermediate lamella are to two cantilever slabs of end, the decking unit is prefabricated component, adjacent two cantilever slab concatenation forms the piece seam futilely.
As one embodiment, a first shear-resistant structure is arranged at the dry edge joint.
As one embodiment, the first shear structure includes one or a plurality of shear units sequentially arranged along a transverse bridge direction, each shear unit includes a shear key disposed on one of the cantilever plates and a shear key mounting groove correspondingly disposed on the other cantilever plate, and the shear keys and the shear key mounting grooves are inserted into each other to form a tongue-and-groove structure.
In one embodiment, the edge prestressed steel bundles are tensioned between two adjacent cantilever plates, or the edge prestressed steel bundles sequentially penetrate through the cantilever plates on the corresponding side and are tensioned at two longitudinal bridge ends of the bridge plate.
As one embodiment, two adjacent intermediate plates are spliced to form a wet joint.
As one embodiment, the wet joint structure includes a connecting groove formed between two adjacent intermediate plates, a plurality of longitudinal steel bars extending into the connecting groove from the two intermediate plates, and first in-groove concrete poured into the connecting groove to consolidate the longitudinal steel bars.
As one embodiment, the longitudinal steel bars of two adjacent middle plates are overlapped in the connecting grooves through the anchoring plates to realize the continuity of the longitudinal steel bars.
In one embodiment, the wet joint is provided with a first transverse steel bar, and two ends of the first transverse steel bar are respectively connected with the edge transverse steel bars in the cantilever plates at two sides through the connecting sleeves.
In one embodiment, the deck of the deck slab is provided with a plurality of shear grooves into which the shear connectors on the steel beams extend.
As one embodiment, each of the shear grooves includes two open grooves respectively formed on two adjacent bridge plate units, and the two open grooves are spliced together as the two corresponding bridge plate units are spliced together.
As one of the embodiments, the deck slab further comprises a second transverse reinforcement bar spanning the shear groove.
The embodiment of the utility model provides a reinforced concrete composite beam, including the girder steel, still include as above the decking, the last flange of girder steel is equipped with and stretches into respectively to each shear force inslot's shear force connecting piece, the second inslot concrete has been pour to the shear force inslot.
The embodiment of the utility model provides a following beneficial effect has at least:
the utility model discloses in, the concatenation of cantilever plate adopts the piece form futilely, guarantees that the work progress does not influence the traffic under the bridge, can avoid setting up wet seam template and set up the bracing, set up safeguard procedures etc. for wet seam template is supporting, when guaranteeing construction safety, can improve the construction speed effectively, reduces construction cost.
The embodiment of the utility model provides a further following beneficial effect has:
the utility model adopts the dry-wet combination connection technology, the cantilever part adopts the dry joint to avoid influencing the traffic under the bridge, the middle part adopts the wet joint to ensure the connection structure performance between the bridge plate units, and the utility model is particularly suitable for the condition that the load of the middle part of the bridge deck is more concentrated; the utility model discloses fill and volatilize the advantage separately of piecing together method and wet seam connection, shorten construction period, guarantee the whole atress performance of decking, improve the life of decking.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
Fig. 1 is a schematic structural diagram of a bridge deck according to an embodiment of the present invention;
fig. 2 is a schematic cross-sectional view of a steel-concrete composite beam according to an embodiment of the present invention;
fig. 3 is a schematic plan view of a bridge deck according to an embodiment of the present invention;
fig. 4 is a schematic view of a splicing structure of a cantilever plate provided by an embodiment of the present invention;
fig. 5 is a schematic view of a splicing structure of the intermediate plate provided by the embodiment of the present invention;
fig. 6 is a schematic view of arrangement of reinforcing steel bars at a shear groove (a joint between the shear groove and the middle plate) according to an embodiment of the present invention;
fig. 7 is a schematic view of a steel bar arrangement at a shear groove (a joint of the shear groove and the connecting groove) according to an embodiment of the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention are described below clearly and completely, and it is obvious that the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative efforts belong to the protection scope of the present invention.
As shown in fig. 1 and 3, the embodiment of the utility model provides a bridge deck 1, include along the longitudinal bridge to polylith bridge plate unit 101 of splicing in proper order, each bridge plate unit 101 includes middle plate 1011 and is located two horizontal bridge of middle plate 1011 are to two cantilever plate 1012 of end, bridge plate unit 101 is prefabricated component, adjacent two cantilever plate 1012 splices and forms futilely piece 102.
It can be understood that, for the splicing between two adjacent bridge plate units 101, the middle plates 1011 of the two bridge plate units 101 are spliced with each other, and the two cantilever plates 1012 on each side of the middle plate 1011 are spliced with each other. For the form of the dry-joint seam 102 formed by splicing the two adjacent cantilever plates 1012, that is, the two adjacent cantilever plates 1012 are located on the same side of the middle plate 1011, the dry-joint seam 102 formed by splicing is parallel to the transverse bridge direction.
For the splice between the cantilevered panels 1012, for example, an adhesive construction may be used, and in one embodiment, the mating surfaces are bonded together with an epoxy sealant to form a dry seam.
The bridge deck 1 that this embodiment provided, cantilever plate 1012's concatenation adopts the seam 102 form of piecing together futilely, guarantees that the work progress does not influence traffic under the bridge, can avoid setting up wet seam template and for the supporting bracing that sets up of wet seam template, set up safeguard procedures etc. when guaranteeing construction safety, can improve the construction speed effectively, reduce construction cost.
Further preferably, a first shear-resistant structure is disposed at the dry butt seam 102 to improve the shear-resistant capability at the dry butt seam 102 of the cantilever portion of the bridge deck 1. In one embodiment, as shown in fig. 3 and 4, the first shear structure includes one or a plurality of shear units arranged in sequence along a transverse bridge direction, the shear unit includes a shear key 1014 arranged on one of the cantilever plates 1012 and a shear key mounting groove 1015 correspondingly arranged on the other cantilever plate 1012, and the shear key 1014 and the shear key mounting groove 1015 are inserted into each other to form a tongue-and-groove structure.
Preferably, a plurality of shear units are arranged at one dry tailored seam 102. Furthermore, each dry-splicing end of each cantilever plate 1012 is provided with a plurality of the shear keys 1014 and a plurality of the shear key installation grooves 1015, the shear keys 1014 on each dry-splicing end and the shear key installation grooves 1015 are arranged in a staggered manner, that is, along the transverse bridge direction, a shear key installation groove 1015 is arranged between every two adjacent shear keys 1014, a shear key 1014 is arranged between every two adjacent shear key installation grooves 1015, so that the dry-splicing end is in a tooth shape, when the two cantilever plates 1012 are spliced, each shear key 1014 of one dry-splicing end is ensured to be inserted into each shear key installation groove 1015 of the other dry-splicing end, and the two dry-splicing ends are in tooth-shaped meshing.
The first shear structure can effectively resist shear force in the transverse bridge direction, and the structural stability and the use safety of the bridge deck 1 are ensured. The shear key 1014 can adopt a rectangular frustum of pyramid or other polygonal frustum forms, and the shear key mounting grooves 1015 are correspondingly matched and arranged, so that the shear key can resist transverse bridge-direction shear force and can also effectively resist vertical shear force.
In this embodiment, based on the improved form of the dry-abutted seam 102 adopted by the cantilever part, the prestressed steel beam can be tensioned before the wet joint is poured, and at this time, the bridge deck 1 is not combined with the steel beam 2, so that the introduction of the prestress into the steel beam 2 can be prevented, the problem that the prestressed steel beam is tensioned after the concrete at the wet joint is poured in the prior art to cause the introduction of the prestress into the steel beam 2 is solved, the connection performance between the bridge deck units 101 is remarkably enhanced, and the integrity of the bridge deck 1 is ensured. Correspondingly, as shown in fig. 4, an edge prestressed steel beam 107 is tensioned between two adjacent cantilever plates 1012, or the edge prestressed steel beam 107 sequentially penetrates through each cantilever plate 1012 on the corresponding side and is tensioned at two longitudinal bridge-direction ends of the bridge plate; it is preferable that the bridge deck 1 is symmetrically installed from the center plate (the number n of the bridge deck unit 101) to both sides (the number n-1 and n +1 of the bridge deck 1), and the side prestressed steel bundles 107 are also tensioned from the center plate to both sides correspondingly.
The structure of the bridge deck 1 is further optimized, the two adjacent middle plates 1011 are spliced to form wet joints, and temporary construction components, templates and the wet joints are not leaked outside the steel box girder 2 in the wet joint construction process of the middle plates 1011, so that the traffic under the bridge is not influenced during construction. In the embodiment, a dry-wet combination connection technology is adopted, a dry joint is adopted for a cantilever part, so that the influence on the traffic under a bridge is avoided, a wet joint is adopted for a middle part, so that the connection structure performance (such as the connection structure strength, the shearing resistance, the torsion resistance and the like) between the bridge plate units 101 is ensured, and the condition that the load of the middle part of the bridge deck 1 is concentrated is particularly adapted; the present embodiment fully exerts the advantages of the dry splicing method and the wet joint connection, shortens the construction period, ensures the integral stress performance of the bridge deck 1, and prolongs the service life of the bridge deck 1.
The above wet joint construction can adopt the conventional molding pouring scheme in the prior art; in the optimization scheme, as shown in fig. 5: the wet joint structure between two adjacent middle plates 1011 comprises a connecting groove 103 formed between two adjacent middle plates 1011, a plurality of longitudinal steel bars 105 extending into the connecting groove 103 from the two middle plates 1011 respectively, and first in-groove concrete poured in the connecting groove 103 to solidify each longitudinal steel bar 105.
The connecting groove 103 is preferably formed by enclosing the longitudinal bridge ends of the two intermediate plates 1011; in one embodiment, the longitudinal bridge end portions of the two middle plates 1011 are planes parallel to the vertical direction, the longitudinal bridge end portions of the two middle plates 1011 are enclosed to form a connecting groove 103 which is through up and down, and the first in-groove concrete can be poured in the connecting groove 103 conveniently by respectively molding the connecting groove 103 up and down; in another embodiment, the longitudinal ends of the two middle plates 1011 in the bridge direction are L-shaped ends, and the two L-shaped ends are butted to form the connecting groove 103 with a through top, so that the construction is more convenient.
The longitudinal reinforcing bars 105 are reinforcing bars whose length direction is parallel to the longitudinal bridge direction, and one end of each longitudinal reinforcing bar is fixed in the corresponding middle plate 1011, and the other end of each longitudinal reinforcing bar extends out of the middle plate 1011 and extends to the side of the adjacent middle plate 1011. In the conventional embodiment, the longitudinal reinforcing bars 105 respectively protruding into the coupling grooves 103 from both sides may be welded together to achieve continuity of the longitudinal reinforcing bars 105; but more preferred is that: as shown in fig. 5, the longitudinal rebars 105 of two adjacent intermediate plates 1011 are overlapped by the anchor plates 106 in the connecting grooves 103 to realize the continuity of the longitudinal rebars 105, which avoids the operation of rebar welding, remarkably reduces the workload, can realize the rapid assembly between the bridge plate units 101, and can effectively improve the quality of the wet joint connection of the two intermediate plates 1011. The overlapping structure of anchor plate 106 and rebar is prior art and will not be described in detail herein.
Further preferably, the longitudinal bars 105 of the two intermediate plates 1011 are staggered inside the above-mentioned coupling slots 103, that is: in the connecting groove 103, a right longitudinal steel bar 105 is arranged between every two adjacent left longitudinal steel bars 105, and a left longitudinal steel bar 105 is arranged between every two adjacent right longitudinal steel bars 105, so that the structure is convenient for installing the anchoring plate 106 and can improve the wet joint performance of the two middle plates 1011. In addition, according to the performance requirement of the bridge deck 1, a plurality of layers of longitudinal steel bars 105 can be arranged; the middle prestressed steel beam can be arranged between the two spliced middle plates 1011 according to the structural stress requirement, and the detailed description is omitted here.
The width of the connecting slot 103 can be determined according to the stress of the bridge deck 1, the overlapping length of the anchoring plates 106, and the like, and in this embodiment, the width is in the range of 40-60 cm.
Further, as shown in fig. 7, a first transverse reinforcement 109 is provided at the wet joint, and both ends of the first transverse reinforcement 109 are connected to the edge transverse reinforcements 111 in the cantilever plates 1012 at both sides through the connecting sleeves 110, respectively. It is understood that the transverse reinforcing bars are reinforcing bars whose length direction is parallel to the transverse bridge direction. The connecting sleeve 110 is preferably pre-embedded in the cantilever plate 1012; according to 1 performance requirement of decking, can set up the horizontal reinforcing bar of multilayer, in the embodiment that figure 7 shows, including the horizontal reinforcing bar of upper strata that is close to 1 upper plate face of decking and the horizontal reinforcing bar of lower floor that is close to 1 lower plate face of decking, during the assembly, preferably connect the horizontal reinforcing bar of lower floor earlier and connect the horizontal reinforcing bar of upper strata again.
The wet joint structural performance can be further improved by the structure in which the first transverse reinforcing bar 109 at the wet joint is connected to the side transverse reinforcing bar 111 in the cantilever plate 1012. In an alternative embodiment, as shown in fig. 1 and 3, the dry seam 102 and the wet seam are located on the same transverse bridge cross section, and in the above structure, the longitudinal bridge width of the wet seam is greater than the longitudinal bridge width of the dry seam 102, so that the edge-portion transverse reinforcement 111 is located beside the dry seam 102 to be connected to the first transverse reinforcement 109 in the wet seam, thereby improving the cooperative stress performance of the wet seam and the dry seam 102.
In connection with the structure of the deck slab 1, as shown in fig. 1 to 3 and fig. 6 and 7, a plurality of shear grooves 104 into which shear connectors 201 on the steel beams 2 extend are formed on the slab surface of the deck slab 1. It is understood that the shear groove 104 is set corresponding to the position of the shear connector 201 on the steel beam 2; based on the structure of the steel beam 2/steel box girder 2, the shear connector 201 may be disposed on the upper flange of the steel beam 2, and generally, the upper flange of the steel beam 2 serves as a boundary between the cantilever portion and the middle portion of the bridge deck 1, and the shear groove 104 is disposed between the cantilever plate 1012 and the middle plate 1011.
When the bridge plate unit 101 is prefabricated, the shear grooves 104 are reserved; the shear groove 104 is a groove which is through up and down, the bottom of the groove can be plugged by the upper flange of the steel beam 2, so that the second in-groove concrete can be poured in the shear groove 104 conveniently, a formwork does not need to be built, and the transverse bridge width of the shear groove 104 is preferably smaller than that of the upper flange of the steel beam 2 (for example, the width is 5-6 cm narrower than each side of the upper flange of the steel beam 2).
In one embodiment, the shear groove 104 may be completely reserved in the bridge plate unit 101, that is, a shear groove 104 is reserved between two longitudinal bridge ends of each bridge plate unit 101.
In another embodiment, the shear grooves 104 are formed by enclosing two bridge plate units 101 when being spliced, that is, each shear groove 104 includes two open grooves formed on two adjacent bridge plate units 101, respectively, and the two open grooves are spliced together along with the splicing of the two corresponding bridge plate units 101; the shear groove 104 with such a structure can further improve the performance of the connection structure between the bridge plate units 101, and ensure the overall stress performance of the bridge deck 1. That is, the connection quality between two adjacent bridge plate units 101 is more reliable, besides the wet joint structure in the connecting groove 103 between the two middle plates 1011 and the wet joint structure in the shearing groove 104 between the two bridge plate units 101; furthermore, the shear groove 104 is connected to the connecting groove 103, so that the effect is better.
In an alternative embodiment, the bridge plate unit 101 is an integral prefabricated component, that is, the cantilever plate 1012 and the middle plate 1011 are integrally prefabricated, so that the stress performance can be ensured; each bridge plate unit 101 has four open slots as described above, two open slots are respectively provided between the middle plate 1011 and the two cantilever plates 1012, the sum of the longitudinal bridge length of the two open slots on each side is smaller than the longitudinal bridge length of the bridge plate unit 101, and then the middle plate 1011 and the cantilever plates 1012 on each side are connected into a whole through the transition beam 1013.
Further, as shown in fig. 6, the deck slab 1 further includes a second transverse reinforcement 108 crossing the shear groove 104, and similarly, according to the performance requirement of the deck slab 1, a plurality of layers of the second transverse reinforcement 108 may be provided, and in the embodiment shown in fig. 6, the second transverse reinforcement 108 includes an upper layer close to the upper slab surface of the deck slab 1 and a lower layer close to the lower slab surface of the deck slab 1. The second transverse reinforcing bars 108 may be fabricated at the time of prefabrication of the deck slab 1, i.e. across the shear grooves 104 or across the corresponding open grooves. By arranging the second transverse reinforcing steel bars 108, the cooperative stress performance between the cantilever plate 1012 and the middle plate 1011 can be further improved, and meanwhile, the cooperative stress performance of the wet joint and the dry butt joint 102 is also improved, so that the integral stress performance of the bridge deck 1 is ensured.
In this embodiment, the shear grooves 104 are arranged to reliably connect the deck slab 1 and the steel beam 2, so as to ensure the resultant strength and the stress performance of the steel-concrete composite beam.
Correspondingly, the embodiment of the utility model provides a steel-concrete composite beam is still provided, including girder steel 2 and foretell decking 1, the last flange of girder steel 2 is equipped with the shear force connecting piece 201 that stretches into respectively to each shear force inslot 104, the second inslot concrete has been pour in the shear force inslot 104.
During construction, the steel beam 2 is erected firstly, then the prefabricated bridge plate unit 101 is hoisted, and when the bridge plate unit 101 is assembled, the first in-groove concrete is poured in the connecting groove 103 and the second in-groove concrete is poured in the shear groove 104 after the prestressed steel beam is tensioned.
The above description is only a preferred embodiment of the present invention, and should not be taken as limiting the invention, and any modifications, equivalent replacements, improvements, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (12)
1. The utility model provides a bridge deck board, includes along indulging the bridge to the polylith bridge plate unit of splicing in proper order, each the bridge plate unit includes the intermediate lamella and is located two horizontal bridges of intermediate lamella are to two cantilever plates of end, its characterized in that: the bridge plate units are prefabricated parts, and two adjacent cantilever plates are spliced to form a dry splicing seam.
2. The bridge deck of claim 1, wherein: and a first shear-resistant structure is arranged at the dry splicing seam.
3. The bridge deck of claim 2, wherein: the first shear structure comprises one or a plurality of shear units which are sequentially arranged along the transverse bridge direction, each shear unit comprises a shear key arranged on one of the cantilever plates and a shear key installation groove correspondingly arranged on the other cantilever plate, and the shear keys and the shear key installation grooves are mutually embedded and inserted to form a tongue-and-groove structure.
4. The bridge deck of claim 1, wherein: and edge prestressed steel bundles are tensioned between every two adjacent cantilever plates, or the edge prestressed steel bundles sequentially penetrate through the cantilever plates on the corresponding sides and are tensioned at two longitudinal bridge ends of the bridge plate.
5. The bridge deck of claim 1, wherein: and two adjacent intermediate plates are spliced to form a wet joint.
6. The bridge deck of claim 5, wherein: the wet joint structure comprises a connecting groove formed between two adjacent middle plates, a plurality of longitudinal steel bars extending into the connecting groove from the two middle plates respectively, and first in-groove concrete poured in the connecting groove to solidify each longitudinal steel bar.
7. The bridge deck of claim 6, wherein: and longitudinal steel bars of two adjacent middle plates are overlapped in the connecting grooves through the anchoring plates to realize the continuity of the longitudinal steel bars.
8. The bridge deck of claim 5, wherein: and a first transverse steel bar is arranged at the wet joint, and two ends of the first transverse steel bar are respectively connected with the edge transverse steel bars in the cantilever plates at two sides through connecting sleeves.
9. A bridge deck as claimed in any one of claims 1 to 8, wherein: the plate surface is provided with a plurality of shear grooves for the shear connecting pieces on the steel beam to extend into.
10. The bridge deck of claim 9, wherein: each shear groove comprises two open grooves formed in two adjacent bridge plate units respectively, and the two open grooves are spliced together along with the two corresponding bridge plate units.
11. The bridge deck of claim 9, wherein: and the second transverse reinforcing steel bar spans the shear groove.
12. The utility model provides a steel-concrete composite beam, includes the girder steel, its characterized in that: the bridge deck of any one of claims 9 to 11, wherein the upper flanges of the steel beams are provided with shear connectors extending into the shear grooves respectively, and second in-groove concrete is poured into the shear grooves.
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| CN201921541319.XU CN211368347U (en) | 2019-09-17 | 2019-09-17 | Bridge deck and steel-concrete composite beam |
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| CN201921541319.XU CN211368347U (en) | 2019-09-17 | 2019-09-17 | Bridge deck and steel-concrete composite beam |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110468689A (en) * | 2019-09-17 | 2019-11-19 | 中铁第四勘察设计院集团有限公司 | Floorings and steel reinforced concrete combination beam |
| CN112627027A (en) * | 2020-11-30 | 2021-04-09 | 武汉市市政建设集团有限公司 | Lightweight integrated laminated bridge deck |
| CN114016370A (en) * | 2021-12-09 | 2022-02-08 | 安徽省交通规划设计研究总院股份有限公司 | 'hysteresis type' narrow steel box composite beam and construction method thereof |
-
2019
- 2019-09-17 CN CN201921541319.XU patent/CN211368347U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110468689A (en) * | 2019-09-17 | 2019-11-19 | 中铁第四勘察设计院集团有限公司 | Floorings and steel reinforced concrete combination beam |
| CN112627027A (en) * | 2020-11-30 | 2021-04-09 | 武汉市市政建设集团有限公司 | Lightweight integrated laminated bridge deck |
| CN114016370A (en) * | 2021-12-09 | 2022-02-08 | 安徽省交通规划设计研究总院股份有限公司 | 'hysteresis type' narrow steel box composite beam and construction method thereof |
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