CN203593939U - Connecting structure of concrete beams differing in performance - Google Patents
Connecting structure of concrete beams differing in performance Download PDFInfo
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- CN203593939U CN203593939U CN201320751453.9U CN201320751453U CN203593939U CN 203593939 U CN203593939 U CN 203593939U CN 201320751453 U CN201320751453 U CN 201320751453U CN 203593939 U CN203593939 U CN 203593939U
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Abstract
The utility model provides a connecting structure of concrete beams differing in performance. The connecting structure comprises an inner longitudinal prestressed cable, an outer longitudinal prestressed cable and a butt joint section box beam. The butt joint section box beam is located between an NC box beam section and a UHPC box beam section, longitudinal connecting steel ribs are arranged in the middle of the butt joint section box beam, and the two ends of the butt joint section box beam are connected with the NC box beam longitudinal connecting steel ribs and UHPC box beam longitudinal connecting steel ribs respectively. The inner longitudinal prestressed cable penetrates through an NC box beam top plate and a butt joint section box beam top plate to be fixed to a UHPC box beam top plate, and the outer longitudinal prestressed cable penetrates through the NC box beam top plate, the butt joint section box beam top plate and the UHPC box beam top plate to be fixed to an anchoring block and a UHPC box beam cross partition plate. Because the connecting structure is provided with mixed steel bars, local strength and rigidity of the connecting structure are improved, discontinuity of the concrete beams differing in performance is improved, force between the sections is smoothly and reliably transmitted, and the risk of cracking of sections of joints of the sections is reduced.
Description
Technical field
The utility model relates to bridge field, especially, relates to a kind of connection structure of different performance concrete beam.
Background technology
NC(Normal Concrete, ordinary concrete) pre-stressed box beam bridge has that cost is lower, easy construction and the advantage such as maintenance is few, become across the main flow bridge type of 200 meters, footpath with interior bridge.But along with further increasing across footpath, deadweight increases very fast, and dead load accounts for bearing capacity proportion and can reach more than 90%.Along with the fast development of civil engineering material science, there is ultra-high performance concrete in bridge engineering field, adopting lightweight and high performance material to break through the heavy technical bottleneck of dead load becomes bridge engineering teachers' common recognition gradually, as the segmented light weight concrete construction hybrid beam that adopted in Norway's Manfred Stohl horse spanning middle part of 301 meters of main spans.UHPC(Ultra High Performance Concrete, ultra-high performance concrete) be a kind of high strength, high ductility, high-durability and high-environmental material, can reduce physical dimension, alleviate dead load, improve structure opposing load validity and increase span ability.But UHPC material cost is higher, be generally applicable to the less bridge of consumption.
Much adopt sections Cantilever Construction Method across footpath Prestressed Continuous system beam bridge (continuous girder bridge and continuous steel frame bridge) greatly, No. zero piece in pier top is owing to bearing the effects such as larger bending and shearing, complex structure, also large (hundreds of even go up kilostere) of general volume, if employing ultra-high performance concrete economy must have a greatly reduced quality.Therefore, adopting UHPC girder to form UHPC-NC hybrid beam in conjunction with NC pier top Cast-in-Situ Segment is the large selection mode across a kind of economical rationality of footpath Prestressed Continuous system beam bridge.
Although adopt hybrid beam structural performance excellence, the economical rationality of UHPC girder in conjunction with NC pier top Cast-in-Situ Segment, but because UHPC girder material needs steam curing process, its construction technology is limited to indoor prefabricated construction method, and then prefabricated profiled sections is transported to and on-the-spot is connected with NC pier top Cast-in-Situ Segment, the concrete connectivity problem of different pouring types, different performance is also very outstanding.
First, connect the pattern seams that vertically wet that adopt between traditional concrete beam sections, its workability and seam quality on structural performance impact significantly, are being related to bridge integrity and later stage functional performance more.Between existing concrete beam sections, syndeton as shown in Figure 1, comprises that in NC box girder segment 1, NC case back plate 11, NC case beam base plate 12, NC case beam diaphragm 14 and body, longitudinal prestressing rope 6 forms, and between two sections of NC box girder segments 1, is profile of tooth seam 17.And vertical abutment joint quality is decided by concrete surface dabbing quality and near the concrete density of seam to a great extent, existing construction technology is difficult to guarantee construction quality.Secondly, due to the existence of vertical abutment joint, in UHPC, the steel fibre of random distribution distributes discontinuous at seam crossing, cause the discontinuous of seam crossing stress distribution, reduce prestressed concrete box-beam bridge bulk strength, be easy to produce cracking and excessively downwarp in operational phase with material property degradation seam crossing, cause loss of prestress, depression of bearing force etc.In addition, the concrete connection of different performance structure exists that seam crossing local stress is excessive, seam crossing easily produces crack, and causes corrosion of steel bar, the problems such as girder infiltration, and the durability of bridge faces huge hidden danger, is difficult to meet instructions for use.
Therefore, invent and a kind ofly can improve local tensile strength with rigidity, reduction fabricated construction seam stress, effectively prevent that seam crossing crack from producing and the box beam bridge of good endurance has great importance with being connected to construct.
Utility model content
The utility model object is to provide a kind of can improve local tensile strength and rigidity, reduction fabricated construction seam stress, effectively prevent that seam crossing crack from producing and the connection structure of good endurance, and concrete technical scheme of the present utility model is as follows:
A kind of connection structure of different performance concrete beam, comprises longitudinal prestressing rope, external longitudinal prestressing rope and Butt Section case beam in body;
Described Butt Section case beam is arranged between NC box girder segment and UHPC box girder segment;
Described Butt Section case beam comprises Butt Section case back plate, Butt Section case beam base plate, Butt Section case web and the longitudinal connecting reinforcement of Butt Section case beam, and one end of described Butt Section case back plate is connected with NC case back plate, and the other end is connected with UHPC case back plate; One end of described Butt Section case beam base plate is connected with NC case beam base plate, and the other end is connected with UHPC case beam base plate; One end of described Butt Section case web is connected with NC case web, and the other end is connected with UHPC case web; One end of the longitudinal connecting reinforcement of described Butt Section case beam is connected with the longitudinal connecting reinforcement of NC case beam, and the other end is connected with the longitudinal connecting reinforcement of UHPC case beam;
In described body, longitudinal prestressing rope straight line is fixed on described UHPC case back plate through described NC case back plate and Butt Section case back plate; Described external longitudinal prestressing rope comprises the first external longitudinal prestressing rope and the second external longitudinal prestressing rope, and described the first external longitudinal prestressing rope straight line is fixed on the anchor block of described UHPC box girder segment through described NC case back plate, Butt Section case back plate and UHPC case back plate lower edge; Described the second external longitudinal prestressing rope straight line is fixed on UHPC box girder segment diaphragm by described anchor block through NC case beam diaphragm and Butt Section case beam.
Preferred in above technical scheme, described UHPC box girder segment is to be assemblied to form by ultra-high performance concrete box girder cantilever, and described ultra-high performance concrete is RPC, very-high performance fibre reinforced concrete, slip casting fibrous concrete, closely knit arrangement of reinforcement composite material or engineering latex composite material.
Preferred in above technical scheme, the end of described UHPC box girder segment is longitudinally provided with the chamfering section that sectional dimension increases gradually, and described chamfering section comprises chamfering section case back plate, chamfering section case beam base plate, chamfering section case web and the longitudinal connecting reinforcement of chamfering section; One end of described chamfering section case back plate connects UHPC case back plate, and the other end connects described Butt Section case back plate; One end of described chamfering section case beam base plate connects UHPC case beam base plate, and the other end connects described Butt Section case beam base plate; One end of described chamfering section case web connects UHPC case web, and the other end connects described Butt Section case web; One end of the longitudinal connecting reinforcement of described chamfering section connects the longitudinal connecting reinforcement of described UHPC case beam, and the other end connects the longitudinal connecting reinforcement of described Butt Section case beam.
In order to reach better technique effect, also comprise and strengthen firm muscle, one end of the firm muscle of described enhancing connects the longitudinal connecting reinforcement of described NC case beam, the other end connects the longitudinal connecting reinforcement of described chamfering section, and the joint of the joint of the firm muscle of described enhancing and the longitudinal connecting reinforcement of described Butt Section case beam longitudinally shifts to install.
In order to reach better technique effect, on described chamfering section case beam base plate inner side, be vertically arranged with and also comprise that quantity is more than or equal to 1 stiffener.Preferably, described stiffener is not contour I type UHPC plate.
Preferred in above technical scheme, in described body, longitudinal prestressing rope and described external longitudinal prestressing rope are the prestress wire that tensile strength is 1860MPa～2000MPa.
Preferred in above technical scheme, the seam between described UHPC box girder segment is corbel type shearing resistance seam wide outside and narrow inside.
In above technical scheme, UHPC represents ultra-high performance concrete, and NC represents ordinary concrete.
Adopt the technical solution of the utility model, there is following technique effect:
(1) the utility model adopts the cooperation of longitudinal prestressing rope, external longitudinal prestressing rope and the longitudinal connecting reinforcement of Butt Section case beam in body, to between NC box girder segment and UHPC box girder segment, couple together, resist to a great extent the longitudinal tension stress of continuous system bridge at the top board of fulcrum hogging moment area, the local strength and the rigidity that connect structure are greatly improved, significantly reduce the stress level of seam crossing, the risk that has reduced seam sections cracking between different performance concrete segment, increases the service life.
(2) in the utility model, adopt the more excellent concrete material of another kind of mechanical property of relative ordinary concrete, high performance concrete, be ultra-high performance concrete, there is the feature of superhigh intensity, high ductility, high tenacity, high-durability, high-environmental.
(3) in the utility model, the thickness of slab size of UHPC box girder segment is little more a lot of than the thickness of slab size of NC box girder segment, expand gradually its sectional dimension by chamfering section being set at the end of UHPC box girder segment, thereby play the sectional dimension difference of alleviating between different performance concrete, the internal force of smooth-going transition section box girder.
(4) in the utility model, be also provided with and strengthen firm muscle, by the local cypher of reinforcing steel bar, significantly reduced local compressive stress concentration phenomenon, further improved the tensile strength of seam crossing.
(5) in the utility model, be also vertically arranged with stiffener, especially selecting longitudinally not contour I type UHPC plate is stiffener, can significantly reduce the intersegmental local stress of different performance concrete different cross section size, smoothly the compressive stress on the base plate of UHPC box girder segment is passed on the base plate of NC box girder segment.
(6) in the utility model, seam adopts corbel type shearing resistance seam wide outside and narrow inside, makes full use of mechanical snap power and can successfully transmit the shearing between adjacent segment.
Except object described above, feature and advantage, the utility model also has other object, feature and advantage.Below with reference to figure, the utility model is described in further detail.
Accompanying drawing explanation
The accompanying drawing that forms the application's a part is used to provide further understanding of the present utility model, and schematic description and description of the present utility model is used for explaining the utility model, does not form improper restriction of the present utility model.In the accompanying drawings:
Fig. 1 is the profile of the traditional cast-in-place seam construction of prestressed concrete box-beam bridge;
Fig. 2 is the profile during the connection structure of the different performance concrete beam of the utility model preferred embodiment 1 uses;
Fig. 3 is A1-A1 sectional drawing in Fig. 2;
Fig. 4 is A2-A2 sectional drawing in Fig. 2;
Fig. 5 is A3-A3 sectional drawing in Fig. 2;
Fig. 6 is A4-A4 sectional drawing in Fig. 2;
Fig. 7 is B-B sectional drawing in Fig. 2;
Fig. 8 is C place enlarged drawing in Fig. 7;
Wherein, in Fig. 3, Fig. 4, Fig. 5 and Fig. 6, longitudinal, horizontal connecting reinforcement and reinforcing steel bar have been omitted.
The specific embodiment
Below in conjunction with accompanying drawing, embodiment of the present utility model is elaborated, but the multitude of different ways that the utility model can limit and cover according to claim is implemented.
Embodiment 1:
The connection of the utility model different performance concrete beam is constructed structure chart in use as shown in Figure 1, comprise longitudinal prestressing rope 6, external longitudinal prestressing rope 7 and Butt Section case beam 3 in body, described Butt Section case beam 3 is arranged between NC box girder segment 1 and UHPC box girder segment 2, wherein UHPC represents ultra-high performance concrete, and NC represents ordinary concrete.
Described UHPC box girder segment 2 is assembled by ultra-high performance concrete box girder cantilever, described ultra-high performance concrete is RPC, very-high performance fibre reinforced concrete, slip casting fibrous concrete, closely knit arrangement of reinforcement composite material or engineering latex composite material, preferably select RPC, very-high performance fibre reinforced concrete or closely knit arrangement of reinforcement cement-base composite material, there is the feature of superhigh intensity, high ductility, high tenacity, high-durability, high-environmental.
Described NC box girder segment 1 comprises NC case back plate 11, NC case beam base plate 12, NC case web 13, NC case beam diaphragm 14, the longitudinal connecting reinforcement 15 of NC case beam and the horizontal connecting reinforcement 16 of NC case beam, described NC box girder segment 1 adopts cast-in-place mode to pour into a mould, be specially No. zero piece Cast-in-Situ Segment case beam of the upper large volume of Dun Ding or separately add a minority sections composition, be preferably disposed on bending and shearing in pier top all in larger hogging moment region, it is high that concrete is preferably compressive strength, time of setting is long, the NC that the heat of hydration is low and construction workability is good, as Fig. 2, Fig. 3, shown in Fig. 7 and Fig. 8.
Described UHPC box girder segment 2 comprises UHPC case back plate 21, UHPC case beam base plate 22, UHPC case web 23, UHPC case beam diaphragm 24 and the longitudinal connecting reinforcement 25 of UHPC case beam, its end is longitudinally provided with the chamfering section 4 that sectional dimension increases gradually, comprise the chamfering section case back plate 41 changing by straight line, chamfering section case beam base plate 42 and chamfering section case web 43, also comprise the longitudinal connecting reinforcement 45 of chamfering section case beam and the horizontal connecting reinforcement 46 of chamfering section case beam, chamfering section 4 has chamfering terminated line 44 with UHPC box girder segment 2 junctions, this end-beveling has expanded the sectional dimension of UHPC box girder segment 2 gradually, thereby play the difference of alleviating the sectional dimension between different performance concrete, the internal force of smooth-going transition section box girder, as Fig. 2, Fig. 5, Fig. 6, shown in Fig. 7 and Fig. 8.
Described Butt Section case beam 3 comprises Butt Section case back plate 31, Butt Section case beam base plate 32, Butt Section case web 33, the longitudinal connecting reinforcement 35 of Butt Section case beam and the horizontal connecting reinforcement 36 of Butt Section case beam, Butt Section case beam 3 is made up of cast-in-place ordinary concrete case beam, Butt Section case beam seam 34 is arranged on the variable cross-section section place of No. zero piece of the NC box girder segment 1 of top, pier top, as shown in Fig. 2, Fig. 4, Fig. 7 and Fig. 8.
One end of described Butt Section case back plate 31 is connected with described NC case back plate 11, and the other end is connected with one end of described chamfering section case back plate 41, and described chamfering section case back plate 41 other ends are connected with described UHPC case back plate 21; One end of described Butt Section case beam base plate 32 is connected with described NC case beam base plate 12, and the other end is connected with one end of described chamfering section case beam base plate 42, and the other end of described chamfering section case beam base plate 42 is connected with described UHPC case beam base plate 22; One end of described Butt Section case web 33 connects described NC case web 13, and the other end is connected with described chamfering section case web 43; One end of the longitudinal connecting reinforcement 35 of described Butt Section case beam is connected with the longitudinal connecting reinforcement 15 of described NC case beam, the other end is connected with one end of the longitudinal connecting reinforcement 45 of described chamfering section, and the other end of the longitudinal connecting reinforcement 45 of described chamfering section is connected with one end of the longitudinal connecting reinforcement 25 of described UHPC case beam; Case beam horizontal connecting reinforcement 36 in described Butt Section forms steel mesh reinforcement with the longitudinal connecting reinforcement 35 of Butt Section case beam, refers to Fig. 2, Fig. 4, Fig. 5, Fig. 7 and Fig. 8.
In described body, longitudinal prestressing rope 6 is fixed on the seam crossing of described UHPC case back plate 21 through described NC case back plate 11, Butt Section case back plate 31 and chamfering section case back plate 41; Described external longitudinal prestressing rope 7 comprises the first external longitudinal prestressing rope and the second external longitudinal prestressing rope, described the first external longitudinal prestressing rope straight line is fixed on the anchor block 71 of described UHPC box girder segment 2 through described NC case back plate 11, Butt Section case back plate 31, chamfering section case back plate 41 and UHPC case back plate 21 lower edges, described the second external longitudinal prestressing rope straight line is fixed on UHPC box girder segment diaphragm 24 by described anchor block 71 through NC case beam diaphragm 14, Butt Section case beam 3 and chamfering section case beam 4, refers to Fig. 2.Adopt the cooperation of longitudinal prestressing rope, external longitudinal prestressing rope and the longitudinal connecting reinforcement of case beam in body, to between NC box girder segment and UHPC box girder segment, couple together, resist to a great extent the top board longitudinal tension stress of continuous system bridge in fulcrum hogging moment area, the local strength and the rigidity that connect structure are greatly improved, significantly reduce seam crossing stress level, the risk that has significantly reduced seam sections cracking between different performance concrete segment, increases the service life.
In described body, longitudinal prestressing rope 6 and described external longitudinal prestressing rope 7 are the prestress wire that tensile strength is 1860MPa～2000MPa, and tensile strength is high.
On chamfering section case beam base plate described in the utility model 42 inner sides, be vertically arranged with quantity and be more than or equal to 1 stiffener 5, can select longitudinally not contour I type UHPC plate, see Fig. 2 and Fig. 5, can significantly reduce the intersegmental local stress of different performance concrete different cross section size, smoothly the compressive stress on the base plate of UHPC box girder segment is passed on the base plate of NC box girder segment.
In the utility model, also comprise and strengthen firm muscle 8, one end of the firm muscle 8 of described enhancing connects the longitudinal connecting reinforcement 15 of described NC case beam, the other end connects the longitudinal connecting reinforcement 45 of described chamfering section, and the joint of the joint of the firm muscle 8 of described enhancing and the longitudinal connecting reinforcement 35 of described Butt Section case beam longitudinally shifts to install, by the local cypher of reinforcing steel bar, significantly reduce stress raisers, further improved the tensile strength of seam crossing, referred to Fig. 7 and Fig. 8.
Seam 9 between the described UHPC box girder segment 2 of two joints all adopts corbel type shearing resistance seam 91 wide outside and narrow inside, refers to Fig. 2, and this kind of connected mode can make full use of mechanical snap power and successfully transmit the shearing between adjacent segment.
Adopt the technical solution of the utility model, can reduce as much as possible the discontinuity of different performance Concrete Beam Segment material and sectional dimension, smooth-goingly transmit reliably intersegmental internal force, prevent that joint from destroying.
The foregoing is only preferred embodiment of the present utility model, be not limited to the utility model, for a person skilled in the art, the utility model can have various modifications and variations.All within spirit of the present utility model and principle, any modification of doing, be equal to replacement, improvement etc., within all should being included in protection domain of the present utility model.
Claims (8)
1. the connection of different performance concrete beam structure, is characterized in that: comprise longitudinal prestressing rope (6), external longitudinal prestressing rope (7) and Butt Section case beam (3) in body;
Described Butt Section case beam (3) is arranged between NC box girder segment (1) and UHPC box girder segment (2);
Described Butt Section case beam (3) comprises Butt Section case back plate (31), Butt Section case beam base plate (32), Butt Section case web (33) and the longitudinal connecting reinforcement of Butt Section case beam (35), one end of described Butt Section case back plate (31) is connected with NC case back plate (11), and the other end is connected with UHPC case back plate (21); One end of described Butt Section case beam base plate (32) is connected with NC case beam base plate (12), and the other end is connected with UHPC case beam base plate (22); One end of described Butt Section case web (33) is connected with NC case web (13), and the other end is connected with UHPC case web (23); One end of the longitudinal connecting reinforcement of described Butt Section case beam (35) is connected with the longitudinal connecting reinforcement of NC case beam (15), and the other end is connected with the longitudinal connecting reinforcement of UHPC case beam (25);
In described body, longitudinal prestressing rope (6) straight line is fixed on described UHPC case back plate (21) through described NC case back plate (11) and Butt Section case back plate (31);
Described external longitudinal prestressing rope (7) comprises the first external longitudinal prestressing rope and the second external longitudinal prestressing rope, and described the first external longitudinal prestressing rope straight line is fixed on the anchor block (71) of described UHPC box girder segment (2) through described NC case back plate (11), Butt Section case back plate (31) and UHPC case back plate (21) lower edge; Described the second external longitudinal prestressing rope straight line is fixed on UHPC box girder segment diaphragm (24) by described anchor block (71) through NC case beam diaphragm (14) and Butt Section case beam (3).
2. the connection of different performance concrete beam according to claim 1 structure, it is characterized in that: described UHPC box girder segment (2) is to be assemblied to form by ultra-high performance concrete box girder cantilever, described ultra-high performance concrete is RPC, very-high performance fibre reinforced concrete, slip casting fibrous concrete, closely knit arrangement of reinforcement composite material or engineering latex composite material.
3. the connection of different performance concrete beam according to claim 1 structure, it is characterized in that: the end of described UHPC box girder segment (2) is longitudinally provided with the chamfering section (4) that sectional dimension increases gradually, described chamfering section (4) comprises chamfering section case back plate (41), chamfering section case beam base plate (42), chamfering section case web (43) and the longitudinal connecting reinforcement of chamfering section (45); One end of described chamfering section case back plate (41) connects UHPC case back plate (21), and the other end connects described Butt Section case back plate (31); One end of described chamfering section case beam base plate (42) connects UHPC case beam base plate (22), and the other end connects described Butt Section case beam base plate (32); One end of described chamfering section case web (43) connects UHPC case web (23), and the other end connects described Butt Section case web (33); One end of the longitudinal connecting reinforcement of described chamfering section (45) connects the longitudinal connecting reinforcement of described UHPC case beam (25), and the other end connects the longitudinal connecting reinforcement of described Butt Section case beam (35).
4. the connection of different performance concrete beam according to claim 3 structure, it is characterized in that: also comprise and strengthen firm muscle (8), one end of the firm muscle of described enhancing (8) connects the longitudinal connecting reinforcement of described NC case beam (15), the other end connects the longitudinal connecting reinforcement of described chamfering section (45), and the joint of the joint of the firm muscle of described enhancing (8) and the longitudinal connecting reinforcement of described Butt Section case beam (35) longitudinally shifts to install.
5. the connection of different performance concrete beam according to claim 3 structure, is characterized in that: on described chamfering section case beam base plate (42) inner side, be longitudinally provided with quantity and be more than or equal to 1 stiffener (5).
6. the connection of different performance concrete beam according to claim 5 structure, is characterized in that: described stiffener (5) is not contour I type UHPC plate.
7. the connection of different performance concrete beam according to claim 1 structure, is characterized in that: in described body, longitudinal prestressing rope (6) and described external longitudinal prestressing rope (7) are the prestress wire that tensile strength is 1860MPa～2000MPa.
8. according to the connection structure of the different performance concrete beam described in claim 1-7 any one, it is characterized in that: the seam (9) between described UHPC box girder segment (2) is corbel type shearing resistance seam (91) wide outside and narrow inside.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201320751453.9U CN203593939U (en) | 2013-11-25 | 2013-11-25 | Connecting structure of concrete beams differing in performance |
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| CN201320751453.9U CN203593939U (en) | 2013-11-25 | 2013-11-25 | Connecting structure of concrete beams differing in performance |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103556565A (en) * | 2013-11-25 | 2014-02-05 | 湖南大学 | Connection construction for girders made of concrete with different performance |
| CN108755382A (en) * | 2018-06-07 | 2018-11-06 | 广州市市政工程设计研究总院有限公司 | A kind of board-like UHPC small box girders structure of pre-buried steel |
| CN108943378A (en) * | 2018-06-07 | 2018-12-07 | 广州市市政工程设计研究总院有限公司 | A kind of method for prefabricating of UHPC small box girder end tabula |
| CN108943374A (en) * | 2018-06-07 | 2018-12-07 | 广州市市政工程设计研究总院有限公司 | A kind of method for prefabricating of pre-buried steel board-like UHPC small box girder end tabula |
| CN111962373A (en) * | 2020-09-01 | 2020-11-20 | 山东省路桥集团有限公司 | Cast-in-situ RC and prefabricated UHPC combined box arch structure and construction method |
| CN114687274A (en) * | 2022-03-25 | 2022-07-01 | 中铁第四勘察设计院集团有限公司 | Rigid frame-continuous steel-concrete mixed beam railway bridge structure |
-
2013
- 2013-11-25 CN CN201320751453.9U patent/CN203593939U/en not_active Withdrawn - After Issue
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103556565A (en) * | 2013-11-25 | 2014-02-05 | 湖南大学 | Connection construction for girders made of concrete with different performance |
| CN103556565B (en) * | 2013-11-25 | 2016-08-17 | 湖南大学 | A kind of connecting structure of different performance beams of concrete |
| CN108755382A (en) * | 2018-06-07 | 2018-11-06 | 广州市市政工程设计研究总院有限公司 | A kind of board-like UHPC small box girders structure of pre-buried steel |
| CN108943378A (en) * | 2018-06-07 | 2018-12-07 | 广州市市政工程设计研究总院有限公司 | A kind of method for prefabricating of UHPC small box girder end tabula |
| CN108943374A (en) * | 2018-06-07 | 2018-12-07 | 广州市市政工程设计研究总院有限公司 | A kind of method for prefabricating of pre-buried steel board-like UHPC small box girder end tabula |
| CN108755382B (en) * | 2018-06-07 | 2024-01-30 | 广州市市政工程设计研究总院有限公司 | Pre-buried steel plate UHPC small box girder structure |
| CN111962373A (en) * | 2020-09-01 | 2020-11-20 | 山东省路桥集团有限公司 | Cast-in-situ RC and prefabricated UHPC combined box arch structure and construction method |
| CN114687274A (en) * | 2022-03-25 | 2022-07-01 | 中铁第四勘察设计院集团有限公司 | Rigid frame-continuous steel-concrete mixed beam railway bridge structure |
| CN114687274B (en) * | 2022-03-25 | 2024-03-26 | 中铁第四勘察设计院集团有限公司 | Rigid frame-continuous steel-concrete mixed beam railway bridge structure |
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