CN103911949A - Transverse shear-resistant reinforcing steel bar connecting device for concrete bridge deck slabs - Google Patents
Transverse shear-resistant reinforcing steel bar connecting device for concrete bridge deck slabs Download PDFInfo
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- CN103911949A CN103911949A CN201410141585.9A CN201410141585A CN103911949A CN 103911949 A CN103911949 A CN 103911949A CN 201410141585 A CN201410141585 A CN 201410141585A CN 103911949 A CN103911949 A CN 103911949A
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Abstract
The invention discloses a transverse shear-resistant reinforcing steel bar connecting device for concrete bridge deck slabs. The transversely connected bridge deck slabs which are of rectangular frame structures comprise vertical reinforcing steel bars, top transverse connecting reinforcing steel bars and bottom transverse connecting reinforcing steel bars, and hinged stress states of bridge deck slabs can be simulated by the aid of elastic extension and retraction effects of the transverse reinforcing steel bars. The vertical reinforcing steel bars are arranged at the rears of flat anchors and penetrate the bottoms of the bridge deck slabs from the tops of the bridge deck slabs, so that spaces occupied by the flat anchors can be avoided, and the transverse connecting shear-resistant reinforcing steel bars can be arranged between the bridge deck slabs at certain intervals without spatial constraints. The transverse shear-resistant reinforcing steel bar connecting device has the advantages that the transverse shear-resistant reinforcing steel bars of the bridge deck slabs can be arranged without the spatial constraints, so that designed requirements on transverse connection between the bridge deck slabs can be assuredly met; the hinged stress states of the bridge deck slabs are accurate owing to the rectangular frame structures comprising the vertical reinforcing steel bars, the top transverse connecting reinforcing steel bars and the bottom transverse connecting reinforcing steel bars.
Description
Technical field
The present invention relates to bridge construction engineering, be specially adapted to a kind of horizontal shear reinforcement linkage of bridge deck that laterally connects Cast-in-Situ Segment for girder.
Background technology
When girder bridge deck arrange transverse prestress, must leave the arrangement space of corresponding flat ground tackle (hereinafter to be referred as " flat anchor ") in bridge deck lateral ends, in general flat anchor width is 20cm left and right, and flat anchor is 50cm along the longitudinal arrangement pitch of bridge, obviously do not had space by conventional method carry out tradition laterally shear reinforcement arrange, laterally insert respectively two bridge deck and make both lateral ties and form hinged stress.Carry out transverse reinforcement layout if avoid simply flat anchor anchoring space, can cause transverse reinforcement arrangement pitch not meet design requirement, can not guarantee that girder laterally connects the switching performance of Cast-in-Situ Segment.Nowadays bridge design track is more and more, and structure width is more and more wider, and bridge deck transverse prestress is generally application gradually, and in bridge design, this difficult problem is more and more significant, urgently to be resolved hurrily.
Summary of the invention
The technical problem solving: for the deficiencies in the prior art, the present invention proposes the horizontal shear reinforcement linkage of a kind of concrete slab, solve in prior art, once girder bridge deck are furnished with transverse prestress, just can cause girder laterally to connect Cast-in-Situ Segment being undertaken by conventional method the technical problem of horizontal shear reinforcement reinforcement placement insufficient space while connecting.
Technical scheme: for solving the problems of the technologies described above, the present invention by the following technical solutions:
The horizontal shear reinforcement linkage of a kind of concrete slab, comprises reinforcing bar group cover spaced apart, and each reinforcing bar group cover comprises vertical reinforcement, the horizontal connecting reinforcement of the horizontal connecting reinforcement of end face and bottom surface; Described vertical reinforcement is symmetrical in the axis of symmetry of two horizontal concrete slabs to be connected and runs through up and down respectively and is inserted in these two block concretes bridge deck; The horizontal connecting reinforcement of described end face is horizontally installed on the top of vertical reinforcement and the vertical reinforcement of connected symmetrical dendrimer; The horizontal connecting reinforcement in described bottom surface is horizontally installed on the bottom of vertical reinforcement and the vertical reinforcement of connected symmetrical dendrimer; The horizontal connecting reinforcement composition of the horizontal connecting reinforcement of vertical reinforcement, end face in each reinforcing bar group cover and bottom surface rectangular frame structure; Also comprise sealing concrete, horizontal Cast-in-Situ Segment and lower sealing concrete, described horizontal Cast-in-Situ Segment is arranged in two gaps between horizontal concrete slab to be connected; Described upper sealing concrete is cast on vertical reinforcement and the horizontal connecting reinforcement of end face; Described lower sealing concrete is cast in the below of the horizontal connecting reinforcement of vertical reinforcement and bottom surface.
Reinforcing bar group cover is spaced apart, is vertically connected across on two concrete slabs that need laterally to connect, and can effectively avoid the position of transverse prestress ground tackle.Run through from top to bottom and be inserted on two concrete slabs that needs laterally connect by vertical reinforcement between two, then utilize the horizontal connecting reinforcement of the horizontal connecting reinforcement of end face and bottom surface from the top of vertical reinforcement and bottom, two vertical reinforcements to be coupled together respectively to formation rectangular frame structure, two concrete slabs that tentatively needs laterally connected transversely link and realize hinged stress, the present invention adopts vertically, a low rigidity frame construction of end face and bottom surface reinforcing bar composition is simulated hinged state, because reinforcing bar is positioned at the upper and lower extexine of structure, be subject to the horizontal connecting reinforcement of the horizontal connecting reinforcement of curved rear top surface and bottom surface to produce respectively larger tension, compressive deformation, can accurately simulate hinged stress.But; obviously it is far from being enough only having the connection of reinforcing bar; therefore in the gap between two concrete slabs that laterally connect at needs, need to fill out two concrete slabs that filler laterally connects needs and directly couple together, all wrap up to protect reinforcing bar group cover to prevent that corrosion from guaranteeing that bulk strength is enough in all reinforcing bar group covers thereby all need to lay sealing at the upper and lower side of rectangular frame structure simultaneously simultaneously.
As preferably, in the present invention, described vertical reinforcement is provided with laterally and bends up, and describedly laterally bends up the top that is arranged on vertical reinforcement, and laterally bends up the vertical reinforcement that bends towards opposite.Bending up part exposes bridge deck and towards relatively, is conducive to vertical reinforcement and is connected with the horizontal connecting reinforcement of end face.Relative, the lower end of vertical reinforcement is vertical form, is convenient to like this insert and pass concrete slab.
Further, in the present invention, the insertion position of described vertical reinforcement than the position of the transverse prestress ground tackle on concrete slab away from the axis of symmetry of concrete slab laterally to be connected.Can avoid like this position of flat anchor, make the arrangement space of the horizontal shear reinforcement of concrete slab unrestricted.
Further, in the present invention, the diameter of described vertical reinforcement is 18cm～20cm.Vertical reinforcement need to insert and pass in concrete slab.
Further, in the present invention, the diameter of the horizontal connecting reinforcement of described end face and the horizontal connecting reinforcement in bottom surface is 10cm～12cm.These two kinds of reinforcing bars are soldered on vertical reinforcement by weld seam, mainly play horizontal connection function.
As preferably, in the present invention, described upper sealing concrete adopts self-compaction slightly expanded concrete material, and upper sealing concrete is laid and exceeded vertical reinforcement and the horizontal connecting reinforcement of end face upper end 3cm～5cm.In utilization, sealing concrete can be realized the protection to reinforcing bar group cover by the reinforcing bar group cover covering envelope of exposing more than concrete slab on the one hand; go up on the other hand sealing concrete and be overlapped on two concrete slabs that need laterally to connect, guarantee the intensity laterally connecting.
As preferably, in the present invention, described horizontal Cast-in-Situ Segment adopts self-compaction slightly expanded concrete material, and laterally the thickness of building of Cast-in-Situ Segment equates with the thickness of horizontal concrete slab to be connected, and laterally the gap between width and two horizontal concrete slabs to be connected of Cast-in-Situ Segment equates.Laterally Cast-in-Situ Segment directly fills up the gap between two horizontal concrete slabs to be connected, directly connects two horizontal concrete slabs to be connected.
As preferably, in the present invention, described lower sealing concrete adopts self-compaction slightly expanded concrete material, and lower sealing concrete is laid and exceeded the horizontal connecting reinforcement of vertical reinforcement and bottom surface lower end 3cm～5cm.Utilize lower sealing concrete the reinforcing bar group cover covering envelope of the lower panel that exposes concrete slab can be realized to the protection to reinforcing bar group cover on the one hand; descend on the other hand sealing concrete to be overlapped on the lower panel that needs two concrete slabs that laterally connect, guarantee the intensity laterally connecting.
The selection of more than going up sealing concrete, laterally Cast-in-Situ Segment and lower sealing concrete is self-compaction slightly expanded concrete material, because self-compaction slightly expanded concrete material has good mobility and density, can in the situation that there is fine and close reinforcing bar, fill completely, obtain a lot of good homogenieities simultaneously, and do not need the concrete of additional vibrations, working environment is good, can enhance productivity simultaneously, reduces construction costs.
As preferably, in the present invention, 2 of be arrangeding in parallel of the horizontal connecting reinforcement of described end face, and vertical reinforcement is between 2 horizontal connecting reinforcements of end face, and the horizontal connecting reinforcement of described end face is weldingly fixed on two symmetrical laterally bending up.
As preferably, in the present invention, the horizontal connecting reinforcement in described bottom surface has 2, and vertical reinforcement is between the horizontal connecting reinforcement of 2 foundation face, and the horizontal connecting reinforcement in described bottom surface is weldingly fixed on the bottom of two vertical reinforcements.
The horizontal connecting reinforcement of the horizontal connecting reinforcement of end face and bottom surface is all clamped vertical reinforcement, because the horizontal connecting reinforcement of the horizontal connecting reinforcement of end face and bottom surface arranges carefullyyer conventionally, therefore 2 uniformity and intensity that can improve integrated connection are set.
Beneficial effect:
Compared with prior art, technical scheme of the present invention has following beneficial effect:
(1) arrangement space is unrestricted.Often there is transverse prestress in bridge deck, therefore must leave space in bridge deck lateral ends and arrange flat anchor, in general flat anchor width is 20cm left and right, and transverse prestress arrangement pitch is 50cm, obviously do not had space by conventional method carry out tradition laterally shear reinforcement arrange, directly laterally insert respectively two bridge deck and make both lateral ties and form hinged stress.Carry out transverse reinforcement layout if avoid simply flat anchor anchoring space, can cause transverse reinforcement arrangement pitch not meet design requirement, can not guarantee that girder laterally connects the switching performance of Cast-in-Situ Segment.This device is arranged in flat anchor rear by vertical reinforcement, thereby possessing enough spaces arranges by desired spacing, and then by end face, the horizontal connecting reinforcement in bottom surface, the vertical reinforcement that is arranged in two bridge deck is laterally connected again, thereby reach the designing requirement of horizontal connecting bridge panel, and simulate hinged stress.
(2) hinged stress is more accurate.In conventional method, bridge deck carry out horizontal connection by Cast-in-Situ Segment and often adopt cross wise reinforcement design, but because cross wise reinforcement is Cast-in-Situ Segment inside, stressed indefinite, simulate hinged effect bad.The present invention adopts vertically, a low rigidity frame construction of end face and bottom surface reinforcing bar composition is simulated hinged state, because reinforcing bar is positioned at the upper and lower extexine of structure, be subject to curved rear top, bottom layer of the reinforcing steel to produce respectively larger tension, compressive deformation, can accurately simulate hinged stress.
(3) safeguard measure is complete.Adopt self-compaction slightly expanded concrete material to protect vertical reinforcement, the horizontal connecting reinforcement of the horizontal connecting reinforcement of end face and bottom surface as upper sealing concrete, lower sealing concrete; and meet thickness of protection tier requirement with anticorrosive, guarantee the lateral ties of two bridge deck and the accurate simulation of hinged state.
(4) easy for installation.Because vertical reinforcement is taked upper end bending, the form that lower end is vertical, facilitates the later stage pass from bridge deck top insert structure and from bottom and meet its designing requirement, is not only suitable for cast-in-place bridge deck but also is suitable for prefabricated bridge.
Accompanying drawing explanation
Fig. 1 is elevation of the present invention;
Fig. 2 is that reinforcing bar of the present invention connects partial enlarged drawing;
Fig. 3 is top plan view of the present invention;
Fig. 4 is bottom plan view of the present invention;
Fig. 5 is installation steps of the present invention;
In figure, have: weld seam 12 between weld seam 11, the horizontal connecting reinforcement in bottom surface and vertical reinforcement between vertical reinforcement 1, the horizontal connecting reinforcement 2 of end face, the horizontal connecting reinforcement 3 in bottom surface, upper sealing concrete 4, horizontal Cast-in-Situ Segment 5, lower sealing concrete 6, deck paving 7, concrete slab 8, flat anchor 9, transverse prestress 10, the horizontal connecting reinforcement of end face and vertical reinforcement.
The specific embodiment
Below in conjunction with accompanying drawing, the present invention is further described.
As shown in Figures 1 to 5, the horizontal shear reinforcement linkage of a kind of concrete slab, comprise the reinforcing bar group cover distributing along bridge longitudinal separation 15cm, each reinforcing bar group cover comprises that 2 vertical reinforcements 1, the horizontal connecting reinforcement 3 of the horizontal connecting reinforcement 2 of end face and bottom surface form rectangular frame structure;
The diameter of described vertical reinforcement 1 is 18cm, comprise that a vertical main muscle and one laterally bend up, the described upper end that is arranged at vertical main muscle that laterally bends up, described 2 vertical reinforcements 1 are symmetrical in the axis of symmetry of two horizontal concrete slabs 8 to be connected and vertical main muscle to be run through up and down respectively and is inserted in these two block concretes bridge deck 8, concrete slab 8 not only can be cast-in-place bridge deck but also can be prefabricated bridge, keep two and laterally bend up the end face that just exposes two horizontal concrete slabs 8 to be connected, and overbending direction is all towards the axis of symmetry of two horizontal concrete slabs 8 to be connected, if be designed with transverse prestress 10 in concrete slab 8, the position that vertical reinforcement inserts will be away from the axis of symmetry of concrete slab 8 laterally to be connected than the position of the flat anchor 9 on concrete slab 8, make so horizontal shear reinforcement expand to vertical direction, thereby avoid dexterously the anchoring space of flat anchor 9, particularly, because the layout of flat anchor 9 is generally 50cm along bridge longitudinal pitch, in general flat anchor 9 itself is 20cm left and right along the longitudinal width of bridge, be generally less than 10cm along bridge lateral length, therefore vertical reinforcement 1 at least just can be avoided flat anchor 9 above apart from concrete slab 8 edge 10cm-15cm, make the horizontal shear reinforcement arrangement space of concrete slab 8 unrestricted,
The diameter of the horizontal connecting reinforcement 2 of described end face is 12cm, and there are 2 that be arranged in parallel, the top of vertical reinforcement 1 is arranged between 2 horizontal connecting reinforcements 2 of end face, the length of the horizontal connecting reinforcement 2 of end face enough connects two vertical reinforcements 1 of two bridge deck 8 from top, the horizontal connecting reinforcement 2 of end face and vertical reinforcement 1 are weldingly connected by weld seam 11 between the horizontal connecting reinforcement of end face and vertical reinforcement.
The diameter of the horizontal connecting reinforcement 3 in described bottom surface is 12cm, and there are 2 that be arranged in parallel, the bottom of vertical reinforcement 1 is arranged between the horizontal connecting reinforcement 3 of 2 foundation face, the length of the horizontal connecting reinforcement 3 in bottom surface enough connects two vertical reinforcements 1 of two bridge deck 8 from bottom, the horizontal connecting reinforcement 3 in bottom surface and vertical reinforcement 1 are weldingly connected by weld seam 12 between the horizontal connecting reinforcement in bottom surface and vertical reinforcement.
Also comprise that upper sealing concrete 4, laterally Cast-in-Situ Segment 5 and the lower sealing concrete 6 of building outside are to provide the protective effect such as anticorrosive, this material is all selected self-compaction slightly expanded concrete material.
Described horizontal Cast-in-Situ Segment 5 is arranged in two gaps between horizontal concrete slab 8 to be connected, and laterally the cast thickness of Cast-in-Situ Segment 5 equates with the thickness of horizontal concrete slab 8 to be connected, laterally the gap between width and two horizontal concrete slabs 8 to be connected of Cast-in-Situ Segment 5 equates, is generally 10cm;
Described upper sealing concrete 4 is cast on vertical reinforcement 1 and the horizontal connecting reinforcement 2 of end face, and upper sealing concrete 4 is laid to meet and is exceeded vertical reinforcement 1 and the horizontal connecting reinforcement 2 upper end 3cm of the end face thickness as topping, more than the gross thickness of the mixed earth 4 of general upper envelope need to reach 8cm, it is trapezoidal that shape is, this trapezoidal both sides hypotenuse central point is 10cm according to vertical reinforcement 1 distance, and hypotenuse angle is 45 degree;
Described lower sealing concrete 6 is cast in the below of vertical reinforcement 1 and the horizontal connecting reinforcement 3 in bottom surface; And lower sealing concrete 6 laying depths meet the protective layer thickness of the horizontal connecting reinforcement 3 of vertical reinforcement 1 and bottom surface, be generally advisable to exceed the horizontal connecting reinforcement 3 lower end 3cm～5cm in vertical reinforcement 1 and bottom surface.As shown in Figure 1, from longitudinal section of concrete slab 8, the shape of lower sealing concrete 6 is trapezoidal, and this trapezoidal hypotenuse is made up of the base of mixing earth bridge deck 8.
The construction process of above-mentioned concrete slab 8 horizontal shear reinforcement linkages is: first, vertical reinforcement 1 is set and inserts and pass bottom surface from bridge deck 8 end faces at flat anchor 9 rears, take up space thereby avoid flat anchor 9; Then the horizontal connecting reinforcement 3 of horizontal end face connecting reinforcement 2 and bottom surface is welded to form to the horizontal connecting bridge panel 8 of rectangular frame structure with vertical reinforcement 1; And then set up template employing self-compaction slightly expanded concrete material and build respectively sealing concrete 4, horizontal Cast-in-Situ Segment 5 and lower sealing concrete 6; Finally on upper sealing concrete 4, complete building of deck paving 7.Complete the installation of whole concrete slab 8 horizontal shear reinforcement linkages, this device both can also can be for the horizontal connection of prefabrication transverse prestressed bridge panel for cast-in-place transverse prestress bridge deck.
The operating principle of the horizontal shear reinforcement linkage of above-mentioned concrete slab 8 is: utilize vertical reinforcement 1 and the horizontal connecting reinforcement 3 of the horizontal connecting reinforcement 2 of end face and bottom surface to form the horizontal connecting bridge panel 8 of rectangular frame structure, and utilize the elastic deformation of transverse reinforcement to simulate the hinged stress between bridge deck 8.This horizontal shear reinforcement linkage, by vertical reinforcement 1 being set and passing bottom surface from bridge deck 8 end faces at flat anchor 9 rears, takes up space thereby avoid flat anchor 9, reaches not space-constrained and between bridge deck 8, arranges at a certain distance laterally connection shear reinforcement.
Utilize the present invention not only to make the horizontal shear reinforcement arrangement space of bridge deck unrestricted, guarantee that bridge deck lateral ties meet design requirement, the rectangular frame structure that the horizontal connecting reinforcement 3 of the horizontal connecting reinforcement 2 of vertical reinforcement 1 and end face and bottom surface forms also makes the hinged stress between bridge deck more accurate.
The above is only the preferred embodiment of the present invention; be noted that for those skilled in the art; under the premise without departing from the principles of the invention, can also make some improvements and modifications, these improvements and modifications also should be considered as protection scope of the present invention.
Claims (10)
1. the horizontal shear reinforcement linkage of concrete slab, is characterized in that: comprise reinforcing bar group cover spaced apart, each reinforcing bar group cover comprises vertical reinforcement (1), the horizontal connecting reinforcement of the horizontal connecting reinforcement of end face (2) and bottom surface (3); Described vertical reinforcement (1) is symmetrical in the axis of symmetry of two horizontal concrete slabs to be connected (8) and runs through up and down respectively and is inserted in these two block concretes bridge deck (8); The horizontal connecting reinforcement of described end face (2) is horizontally installed on the top of vertical reinforcement (1) and the vertical reinforcement (1) of connected symmetrical dendrimer; The horizontal connecting reinforcement in described bottom surface (3) is horizontally installed on the bottom of vertical reinforcement (1) and the vertical reinforcement (1) of connected symmetrical dendrimer; Vertical reinforcement (1) in each reinforcing bar group cover, the horizontal connecting reinforcement of the horizontal connecting reinforcement of end face (2) and bottom surface (3) composition rectangular frame structure; Also comprise sealing concrete (4), horizontal Cast-in-Situ Segment (5) and lower sealing concrete (6), described horizontal Cast-in-Situ Segment (5) is arranged in the gap between two horizontal concrete slabs to be connected (8); Described upper sealing concrete (4) is cast on vertical reinforcement (1) and the horizontal connecting reinforcement of end face (2); Described lower sealing concrete (6) is cast in the below of vertical reinforcement (1) and the horizontal connecting reinforcement in bottom surface (3).
2. the horizontal shear reinforcement linkage of a kind of concrete slab according to claim 1, it is characterized in that: described vertical reinforcement (1) is provided with laterally and bends up, describedly laterally bend up the top that is arranged on vertical reinforcement (1), and laterally bend up the vertical reinforcement (1) that bends towards opposite.
3. the horizontal shear reinforcement linkage of a kind of concrete slab according to claim 1, is characterized in that: the insertion position of described vertical reinforcement (1) than the position of the flat anchor (9) on concrete slab (8) away from the axis of symmetry of concrete slab (8) laterally to be connected.
4. the horizontal shear reinforcement linkage of a kind of concrete slab according to claim 1, is characterized in that: the diameter of described vertical reinforcement (1) is 18cm～20cm.
5. the horizontal shear reinforcement linkage of a kind of concrete slab according to claim 1, is characterized in that: the diameter of the horizontal connecting reinforcement of the horizontal connecting reinforcement of described end face (2) and bottom surface (3) is 10cm～12cm.
6. the horizontal shear reinforcement linkage of a kind of concrete slab according to claim 1, it is characterized in that: described upper sealing concrete (4) adopts self-compaction slightly expanded concrete material, and upper sealing concrete (4) laying exceeds vertical reinforcement (1) and the horizontal connecting reinforcement of end face (2) upper end 3cm～5cm.
7. the horizontal shear reinforcement linkage of a kind of concrete slab according to claim 1, it is characterized in that: described horizontal Cast-in-Situ Segment (5) adopts self-compaction slightly expanded concrete material, and laterally the cast thickness of Cast-in-Situ Segment (5) equates with the thickness of horizontal concrete slab (8) to be connected, and laterally the gap between width and two horizontal concrete slabs to be connected (8) of Cast-in-Situ Segment (5) equates.
8. the horizontal shear reinforcement linkage of a kind of concrete slab according to claim 1, it is characterized in that: described lower sealing concrete (6) adopts self-compaction slightly expanded concrete material, and lower sealing concrete (6) laying exceeds the horizontal connecting reinforcement of vertical reinforcement (1) and bottom surface (3) lower end 3cm～5cm.
9. the horizontal shear reinforcement linkage of a kind of concrete slab according to claim 2, it is characterized in that: 2 of be arrangeding in parallel of the horizontal connecting reinforcement of described end face (2), and vertical reinforcement (1) is positioned between 2 horizontal connecting reinforcements of end face (2), and the horizontal connecting reinforcement of described end face (2) is weldingly fixed on two symmetrical laterally bending up.
10. the horizontal shear reinforcement linkage of a kind of concrete slab according to claim 2, it is characterized in that: the horizontal connecting reinforcement in described bottom surface (3) has 2, and vertical reinforcement (1) is positioned between the horizontal connecting reinforcement of 2 foundation face (3), and the horizontal connecting reinforcement in described bottom surface (3) is weldingly fixed on the bottom of two vertical reinforcements (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410141585.9A CN103911949B (en) | 2014-04-09 | 2014-04-09 | The horizontal shear reinforcement linkage of a kind of concrete slab |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410141585.9A CN103911949B (en) | 2014-04-09 | 2014-04-09 | The horizontal shear reinforcement linkage of a kind of concrete slab |
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| Publication Number | Publication Date |
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| CN103911949A true CN103911949A (en) | 2014-07-09 |
| CN103911949B CN103911949B (en) | 2016-03-30 |
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| CN201410141585.9A Expired - Fee Related CN103911949B (en) | 2014-04-09 | 2014-04-09 | The horizontal shear reinforcement linkage of a kind of concrete slab |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105803922A (en) * | 2014-12-30 | 2016-07-27 | 上海浦东建筑设计研究院有限公司 | High embankment filling bridgehead sedimentation preventing structure |
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| JP2994222B2 (en) * | 1995-01-20 | 1999-12-27 | 株式会社ピー・エス | Construction method of cast-in-place slab of precast concrete girder and its formwork |
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| KR100775580B1 (en) * | 2006-07-06 | 2007-11-15 | 한국건설기술연구원 | Precast concrete deck module being connected by roof steel and precast concrete deck having such module |
| JP4651974B2 (en) * | 2004-06-04 | 2011-03-16 | ドーピー建設工業株式会社 | Precast concrete floor slab and synthetic floor slab using the same |
| CN103061242A (en) * | 2013-01-09 | 2013-04-24 | 中铁工程设计咨询集团有限公司 | Sound-barrier simply-supported T-beam bridge |
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2014
- 2014-04-09 CN CN201410141585.9A patent/CN103911949B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2994222B2 (en) * | 1995-01-20 | 1999-12-27 | 株式会社ピー・エス | Construction method of cast-in-place slab of precast concrete girder and its formwork |
| JP4651974B2 (en) * | 2004-06-04 | 2011-03-16 | ドーピー建設工業株式会社 | Precast concrete floor slab and synthetic floor slab using the same |
| KR100775580B1 (en) * | 2006-07-06 | 2007-11-15 | 한국건설기술연구원 | Precast concrete deck module being connected by roof steel and precast concrete deck having such module |
| KR100758878B1 (en) * | 2006-08-30 | 2007-09-19 | 중앙대학교 산학협력단 | Method for repairing bridge using integrated girder-concrete slab assembly |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105803922A (en) * | 2014-12-30 | 2016-07-27 | 上海浦东建筑设计研究院有限公司 | High embankment filling bridgehead sedimentation preventing structure |
| CN105803922B (en) * | 2014-12-30 | 2018-04-17 | 上海浦东建筑设计研究院有限公司 | A kind of high embankment filled soil end of the bridge anti-settling structure |
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| CN103911949B (en) | 2016-03-30 |
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Granted publication date: 20160330 Termination date: 20170409 |