CN102943431B - Cast-in-place reinforced concrete plate and fabricated reinforced concrete plate splicing bridge and method - Google Patents
Cast-in-place reinforced concrete plate and fabricated reinforced concrete plate splicing bridge and method Download PDFInfo
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- CN102943431B CN102943431B CN201210432278.7A CN201210432278A CN102943431B CN 102943431 B CN102943431 B CN 102943431B CN 201210432278 A CN201210432278 A CN 201210432278A CN 102943431 B CN102943431 B CN 102943431B
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Abstract
The invention discloses a cast-in-place reinforced concrete plate and fabricated reinforced concrete plate splicing bridge and a method. The splicing method comprises the steps that a part of the original fabricated reinforced concrete hinged plate is reconstructed by dismantling and cutting an anti-collision guard wall and a flange chiseling away partial bridge deck pavement structural concrete and imbedding a certain quantity of connection reinforcements into the section of the cut flange; then, an integral reinforced concrete plate structure to be spliced is cast in place; and the reinforcements are distributed at a wet joint connection construction and UEA (U-shaped Expanding Agent) compensation contraction concrete is cast to form an integral stress-sharing bridge. The splicing method further comprises the step that stress reinforcements are specially configured to the two structures and the special design for the wet joint concrete is adopted. The splicing method is novel in conception; the structures are stressed definitely; and the structural stress of the splicing bridge is improved effectively; the construction is simple; the implementation and the operation are easy; and the method is very useful for splicing a speedway expansion bridge.
Description
Technical field
The invention belongs to bridge field, relate to cast-in-situ reinforced concrete slab and assembled steel reinforced concrete slab splices bridge, also relate to cast-in-situ reinforced concrete slab and assembled steel reinforced concrete slab joining method, be applicable to ordinary highway bridge, be particularly useful for highway extension project widening project, be applicable to the bridge widening across the highway reinforced concrete plated construction of 5 meters, footpath ~ 10 meters of scopes.
Background technology
In recent years, highway extension project widening project day by day increases, and the overwhelming majority takes directly to spell wide mode to carry out widening on the basis of existing roadbed, bridge, and bridge jointing is key in highway reconstruction and expansion engineering and difficult point.In route total kilometrage, to account for the ratio of bridge quantity maximum for Short/Medium Span Bridge (across 5 ~ 20 meters, footpath).Bridge on former speedway generally by original type design, is configured to assembling hinged slab bridge, carries out computational analysis by the hinged theory of plane bar mechanism.5 ~ 10 meters be generally steel reinforced concrete assembling hinged slab bridge across footpath bridge.In use procedure, the hinge particularly under undesirably heavy loads between ubiquity plate and plate is stitched and is easily damaged phenomenon, causes single slab bearing situation to occur, and have impact on supporting capacity and the safety of bridge.The carload of current standard is usually above original standard, highway extension project widening project is usually in line with the principle utilizing original bridge as far as possible, easily original bridging toughening is not rebuild, if still adopt original assembling hinged slab bridge to splice, correspondence widens newly-built position in high capacity waggon local function situation, original defect phenomenon probably repeats, unfavorable to the safety of structure, is difficult to meet durability and functional performance requirement.The present invention is directed to therewith, utilize the feature that integral cast-in-situ concrete slab bridge holistic resistant behavior is good, Space Finite Element Analysis method is adopted to design, integral cast-in-situ steel concrete slab bridge and former hinged slab bridge is adopted to splice, substantially increase the intensity of new splicing construction and durability and overall security, overall force-bearing situation is improved, spliced every instructions for use can be met, original disease can be effectively avoided to occur again, save maintenance and the maintenance and reinforcement expense in later stage, extend the application life of bed rearrangement bridge.
Summary of the invention
The object of the invention is to for occurring in Expressway Extension Project little of footpath bridge, especially the bridge jointing technical problem widened of slab bridge, there is provided cast-in-situ reinforced concrete slab and assembled steel reinforced concrete slab to splice bridge, cast-in-situ reinforced concrete slab and assembled steel reinforced concrete slab joining method are also provided.Anatomical connectivity simple structure of the present invention, connects reliable, easy construction.By carrying out appropriate reconstruction to original structure, as cut, cutting, implant the satisfied splicing necessary requirements such as reinforcing bar, by the reinforcing bar arranged in integral cast-in-situ reinforced concrete slab structure and original structure reinforcing bar, implant reinforcing bar by colligation, be welded and fused, pouring reinforcement concrete plated construction concrete, comprise the concrete of connecting structure, thus, form complete, the overall stressed bridge of a different structure form splicing in one.In order to realize above-mentioned object, the present invention adopts following technical scheme:
Cast-in-situ reinforced concrete slab and assembled steel reinforced concrete slab splice bridge, comprise steel reinforced concrete assembling hinged slab bridge, also comprise cast-in-situ reinforced concrete slab bridge and wet seam, cast-in-situ reinforced concrete slab bridge is arranged on the outside of steel reinforced concrete assembling hinged slab bridge, the top of wet seam is positioned on steel reinforced concrete assembling hinged slab bridge and cast-in-situ reinforced concrete slab bridge, the bottom of wet seam is between steel reinforced concrete assembling hinged slab bridge and cast-in-situ reinforced concrete slab bridge, the longitudinal direction on wet seam top is embedded with wet seam upper longitudinal to distributing bar, the longitudinal direction of wet seam bottom is embedded with wet seam bottom longitudinal structure reinforcing bar, also stirrup is embedded with in wet seam, stirrup by wet seam bottom longitudinal structure reinforcing bar and the wet seam upper longitudinal corresponding with wet seam bottom longitudinal structure reinforcing bar lengthwise position to distributing bar lock ring together, the bottom of wet seam is provided with side plate bar planting.
The outer side plate being positioned at steel reinforced concrete assembling hinged slab bridge side is implanted in side plate bar planting one end as above, the side plate bar planting other end is embedded in cast-in-situ reinforced concrete slab bridge and end establishes right angle crotch, down, crotch place, right angle lays pre-buried longitudinal structure reinforcing bar in Bars In Poured Concrete Slab in crotch direction.
Cast-in-situ reinforced concrete slab and assembled steel reinforced concrete slab joining method, comprise the following steps:
Step to original assembled steel reinforced concrete pin slab bridge transformation:
Step 1, remove former bridge protective railings outside original assembled steel reinforced concrete pin slab bridge;
Step 2, cut the frange plate of the outer side plate of original assembled steel reinforced concrete pin slab bridge;
Step 3, remove the former bridge asphalt concrete pavement layer at position to be spliced;
Step 4, grooving chisel are except the former bridge in-situ cement concrete layer at position to be spliced;
Step 5, side plate bar planting is implanted to the cut surface place of the outer side plate of the original assembled steel reinforced concrete pin slab bridge cut;
The step of newly-built monobloc cast reinforced concrete slab structure:
Step 6, monobloc cast cast-in-situ reinforced concrete slab bridge;
Step 7, the reserved wet seam construction groove of formation;
Step 8, the wait time of 5 ~ 6 months;
Complete the step that assembled steel reinforced concrete pin plated construction is connected with monobloc cast reinforced concrete slab structure:
Step 9, in wet seam construction groove and wet seam bottom longitudinal structure reinforcing bar is laid in the below of side plate bar planting, lateral stressed reinforcing bar is laid on top in wet seam construction groove, wet seam upper longitudinal is laid to distributing bar in the below of lateral stressed reinforcing bar, lay stirrup wet seam bottom longitudinal structure reinforcing bar is carried out being connected banding to distributing bar with the wet seam upper longitudinal above it, side plate bar planting and wet seam bottom longitudinal structure reinforcing bar, lateral stressed reinforcing bar and wet seam upper longitudinal are to distributing bar, stirrup and wet seam bottom longitudinal structure reinforcing bar are all connected to form cage of reinforcement by colligation,
Step 10, in wet seam construction groove, build wet seam UEA expansive concrete.
Step 2 as above comprises the following steps:
Step 2.1, to cut along the root of frange plate,
Step 2.2, cut frange plate after, dabbing process is carried out on cut surface top layer, and top layer unconsolidated formation is cut;
Step 2.3, concrete surface after dabbing process adopt purified rinse water clean.
Step 5 as above comprises the following steps:
Step 5.1, on steel reinforced concrete assembling hinged slab bridge improved side plate lateral surface corresponding cut frange plate place, along bridge longitudinal direction by 10 ~ 15cm spacing boring;
Step 5.2, be implanted into side plate bar planting in boring, side plate bar planting is the notched bars of HRB335 and above grade, and notched bars diameter is more than or equal to 12mm.
Cutting as hand hammer cuts in step 4 as above.
In wet seam UEA expansive concrete as above, UEA expansion agent accounts for 8% ~ 12% of cement gross weight, and the moisture-keeping maintaining number of days of wet seam UEA expansive concrete must not be less than 14 days.
Technology of the present invention compared with prior art, has the following advantages and effect:
1, a kind of brand-new, effective, the bridge construction joining method of different structure form;
2, former bridge construction reforming mode is simple;
3, connecting structure adopts wet seam, and the bonding surface splicing position can not ftracture to adopt UEA compensating concrete effectively to ensure, guarantee construction quality and in the future operational effect;
4, the corresponding bridge floor vehicular load of integral cast-in-situ plate is just in time heavy vehicle, integral cast-in-situ slab integral can be given full play to and be subject to the feature that performance is good, improve bed rearrangement bridge construction stressed, avoid the defect phenomenon occurring single slab bearing again, thus decrease maintenance cost, reduce life-cycle cost;
5, improve safety and the durability of whole bridge, extend the application life of bridge.
Accompanying drawing explanation
Fig. 1 is overall construction drawing of the present invention;
Fig. 2 is the structure chart of the former bridge side plate before transformation;
Fig. 3 is the structure chart of improved former bridge side plate;
Fig. 4 is horizontal section structure chart of the present invention;
Fig. 5 is that horizontal section structure chart buried underground by reinforcing bar of the present invention;
Fig. 6 is that plane structure chart buried underground by reinforcing bar of the present invention.
In figure: 1-steel reinforced concrete assembling hinged slab bridge; 2-cast-in-situ reinforced concrete slab bridge; 3-wets seam; 4-former bridge in-situ cement concrete layer; The former bridge asphalt concrete pavement layer of 5-; The former bridge protective railings of 6-; The newly-built outer side rail of 7-; 8-frange plate; The bar planting of 9-side plate; 10-wets seam construction groove; 11-stirrup; The lateral stressed reinforcing bar of 12-; 13-wets seam upper longitudinal to distributing bar; 14-wets seam bottom longitudinal structure reinforcing bar; Pre-buried longitudinal structure reinforcing bar in 15-Bars In Poured Concrete Slab; The newly-built part asphalt concrete pavement layer of 16-; The outer side plate of 17-.
Note: accompanying drawing 6 connecting reinforcement partial plan layout, for wet seam upper longitudinal overlaps to distributing bar 13 with longitudinal structure reinforcing bar 14 plan-position, wet seam bottom, for showing wet seam upper longitudinal to distributing bar 13, wet seam bottom longitudinal structure reinforcing bar 14 is not shown.
Detailed description of the invention
Below in conjunction with accompanying drawing, the present invention is described in further detail:
Embodiment:
As shown in Fig. 1 ~ 6, cast-in-situ reinforced concrete slab and assembled steel reinforced concrete slab splice bridge, comprise steel reinforced concrete assembling hinged slab bridge 1, also comprise cast-in-situ reinforced concrete slab bridge 2 and wet seam 3, cast-in-situ reinforced concrete slab bridge 2 is arranged on the outside of steel reinforced concrete assembling hinged slab bridge 1, the top of wet seam 3 is positioned on steel reinforced concrete assembling hinged slab bridge 1 and cast-in-situ reinforced concrete slab bridge 2, wet seam 3 end face and two bridge either flush, the bottom of wet seam 3 is between steel reinforced concrete assembling hinged slab bridge 1 and cast-in-situ reinforced concrete slab bridge 2, the longitudinal direction on wet seam 3 top is embedded with wet seam upper longitudinal to distributing bar 13, the longitudinal direction of wet seam 3 bottom is embedded with wet seam bottom longitudinal structure reinforcing bar 14, stirrup 11 is also embedded with in wet seam 3, stirrup 11 by wet seam bottom longitudinal structure reinforcing bar 14 and the wet seam upper longitudinal corresponding with wet seam bottom longitudinal structure reinforcing bar 14 lengthwise position to distributing bar 13 lock ring together, the bottom of wet seam 3 is provided with side plate bar planting 9.
The outer side plate 17 being positioned at steel reinforced concrete assembling hinged slab bridge 1 side is implanted in side plate bar planting 9 one end, side plate bar planting 9 other end is embedded in cast-in-situ reinforced concrete slab bridge 2 and end establishes right angle crotch, down, crotch place, right angle lays pre-buried longitudinal structure reinforcing bar 15 in Bars In Poured Concrete Slab in crotch direction.
Cast-in-situ reinforced concrete slab and assembled steel reinforced concrete slab joining method, comprise the following steps:
Step to original assembled steel reinforced concrete pin slab bridge transformation:
Step 1, remove former bridge protective railings 6 outside original assembled steel reinforced concrete pin slab bridge;
Step 2, cut the frange plate 8 of the outer side plate 17 of original assembled steel reinforced concrete pin slab bridge;
Step 3, remove the former bridge asphalt concrete pavement layer 5 at position to be spliced;
Step 4, grooving chisel are except the former bridge in-situ cement concrete layer 4 at position to be spliced;
Step 5, side plate bar planting 9 is implanted to the cut surface place of the outer side plate 17 of the original assembled steel reinforced concrete pin slab bridge cut;
The step of newly-built monobloc cast reinforced concrete slab structure:
Step 6, monobloc cast cast-in-situ reinforced concrete slab bridge 2;
Step 7, the reserved wet seam construction groove 10 of formation;
Step 8, the wait time of 5 ~ 6 months;
Complete the step that assembled steel reinforced concrete pin plated construction is connected with monobloc cast reinforced concrete slab structure:
Step 9, in wet seam construction groove 10 and wet seam bottom longitudinal structure reinforcing bar 14 is laid in the below of side plate bar planting 9, lateral stressed reinforcing bar 12 is laid on top in wet seam construction groove 10, wet seam upper longitudinal is laid to distributing bar 13 in the below of lateral stressed reinforcing bar 12, lay stirrup 11 wet seam bottom longitudinal structure reinforcing bar 14 is carried out being connected banding to distributing bar 13 with the wet seam upper longitudinal above it, side plate bar planting 9 and wet seam bottom longitudinal structure reinforcing bar 14, lateral stressed reinforcing bar 12 and wet seam upper longitudinal are to distributing bar 13, stirrup 11 and wet seam bottom longitudinal structure reinforcing bar 14 are all connected to form cage of reinforcement by colligation,
Step 10, in wet seam construction groove 10, build wet seam UEA expansive concrete.
Step 2 comprises the following steps:
Step 2.1, to cut along the root of frange plate 8,
Step 2.2, cut frange plate 8 after, dabbing process is carried out on cut surface top layer, and top layer unconsolidated formation is cut;
Step 2.3, concrete surface after dabbing process adopt purified rinse water clean.
Step 5 comprises the following steps:
Step 5.1, on steel reinforced concrete assembling hinged slab bridge 1 improved side plate lateral surface corresponding cut frange plate 8 place, along bridge longitudinal direction by 10 ~ 15cm spacing boring;
Step 5.2, be implanted into side plate bar planting 9 in boring, side plate bar planting 9 is the notched bars of HRB335 and above grade, and notched bars diameter is more than or equal to 12mm.
Cutting as hand hammer cuts in step 4.
In wet seam UEA expansive concrete, UEA expansion agent accounts for 8% ~ 12% of cement gross weight, and the moisture-keeping maintaining number of days of wet seam UEA expansive concrete must not be less than 14 days.
The present invention includes and the outer side plate 17 of original structure is transformed, remove the former bridge protective railings 6 in outside, along the root of the frange plate 8 of the outer side plate 17 in outside, frange plate 8 cut, remove splicing position former bridge asphalt concrete pavement layer 5 and carry out cutting fluting at splicing position former bridge in-situ cement concrete layer 4, form wet seam construction groove 10 between steel reinforced concrete assembling hinged slab bridge 1 and newly-built cast-in-situ reinforced concrete slab bridge 2, form structure to be spliced.Each several part size needs to coordinate, and working procedure strictly carries out on request.
The top of wet seam 3 lays respectively on steel reinforced concrete assembling hinged slab bridge 1 and cast-in-situ reinforced concrete slab 2, and the bottom of wet seam 3 is also connected with steel reinforced concrete assembling hinged slab bridge 1 and cast-in-situ reinforced concrete slab bridge 2 respectively between steel reinforced concrete assembling hinged slab bridge 1 and cast-in-situ reinforced concrete slab bridge 2.
Side plate bar planting 9 is implanted to the position of the excision frange plate 8 of the outer side plate 17 of former bridge.The other end of side plate bar planting 9 extends to while end establishes right angle crotch in newly-built cast-in-situ reinforced concrete slab bridge 2, and down, crotch place, right angle lays pre-buried longitudinal structure reinforcing bar 15 in Bars In Poured Concrete Slab in crotch direction.
Build cast-in-situ reinforced concrete slab bridge 2, wait for 5 ~ 6 months, the distributing bar in the wet seam of waiting time layout and steel bar stress.The longitudinal direction on wet seam 3 top is embedded with wet seam upper longitudinal to distributing bar 13, longitudinal direction bottom wet seam 3 is embedded with wet seam bottom longitudinal structure reinforcing bar 14, wet seam bottom longitudinal structure reinforcing bar 14 and be arranged with stirrup 11 with the wet seam upper longitudinal of wet seam bottom longitudinal structure reinforcing bar 14 on distributing bar 13, the horizontal direction of wet seam 3 bottom is embedded with side plate bar planting 9.
Build the concrete of wet seam 3, complete bed rearrangement bridge jointing process, make it both jointly stressed.Then newly-built part asphalt concrete pavement layer 16 is completed, the construction of newly-built outer ancillary facility such as side rail 7 grade.
Specification and diameter, the spacing etc. of side plate bar planting 9, stirrup 11, lateral stressed reinforcing bar 12 are determined according to practical application.Wet seam upper longitudinal is determined to distributing bar 13, wet seam bottom longitudinal structure reinforcing bar 14 specification and diameter, spacing by detailing requiments.
The concrete of wet seam construction groove 10, wet joint concrete is UEA expansive concrete, carries out moisture-keeping maintaining, is not less than 14 days curing period.
Side plate bar planting 9 and lateral stressed reinforcing bar 12 are the connecting reinforcements between steel reinforced concrete assembling hinged slab bridge 1 and newly-built cast-in-situ reinforced concrete slab bridge 2, guarantee that between steel reinforced concrete assembling hinged slab bridge 1 and newly-built cast-in-situ reinforced concrete slab bridge 2, wet seam 3 stress destruction does not occur under carload, new and old bridge foundation bulk settling difference and new-old concrete shrink difference effect.
After newly-built cast-in-situ reinforced concrete slab bridge 2 completes, place 5 ~ June of splicing, treat that foundation settlement and the concrete contraction major part of newly-built cast-in-situ reinforced concrete slab bridge 2 complete, effectively can reduce the foundation settlement of newly-built cast-in-situ reinforced concrete slab bridge 2 and concrete contraction to the adverse effect of wet seam 3; Wet seam 3 adopts UEA concrete, and the UEA concrete of wet seam 3 laterally, under the effect of contraction of steel reinforced concrete assembling hinged slab bridge 1 and newly-built cast-in-situ reinforced concrete slab bridge 2, produces horizontal compressive pre-stress, can offset the adverse effect that wet joint concrete is shunk.
Delay splicing and the seam 3 that wets of the laying of steel bar stress and distributing bar, steel reinforced concrete assembling hinged slab bridge 1 and newly-built cast-in-situ reinforced concrete slab bridge 2 adopt 3 measures of UEA concrete to combine, and can effectively avoid the wet seam 3 between steel reinforced concrete assembling hinged slab bridge 1 and newly-built cast-in-situ reinforced concrete slab bridge 2, in operation process, longitudinal crack or stress destruction occur.
Newly-built cast-in-situ reinforced concrete slab bridge 2 adopts integral cast-in-situ concrete construction, and newly-built cast-in-situ reinforced concrete slab bridge 2 can be made to possess good integrality performance of the structure, is applicable to carrying Heavy Traffic, can effectively avoids original disease to occur again.
Specific embodiment described herein is only to the explanation for example of the present invention's spirit.Those skilled in the art can make various amendment or supplement or adopt similar mode to substitute to described specific embodiment, but can't depart from spirit of the present invention or surmount the scope that appended claims defines.
Claims (5)
1. cast-in-situ reinforced concrete slab and assembled steel reinforced concrete slab joining method, is characterized in that, comprise the following steps:
Step to original steel reinforced concrete assembling hinged slab bridge transformation:
Step 1, remove former bridge protective railings (6) outside original steel reinforced concrete assembling hinged slab bridge;
Step 2, cut the frange plate (8) of the outer side plate (17) of original steel reinforced concrete assembling hinged slab bridge;
Step 3, remove the former bridge asphalt concrete pavement layer (5) at position to be spliced;
Step 4, grooving chisel are except the former bridge in-situ cement concrete layer (4) at position to be spliced;
Step 5, side plate bar planting (9) is implanted to the cut surface place of the outer side plate (17) of the original steel reinforced concrete assembling hinged slab bridge cut;
The step of newly-built monobloc cast reinforced concrete slab structure:
Step 6, monobloc cast cast-in-situ reinforced concrete slab bridge (2);
Step 7, the reserved wet seam construction groove (10) of formation;
Step 8, the wait time of 5 ~ 6 months;
Complete the step that assembled steel reinforced concrete pin plated construction is connected with monobloc cast reinforced concrete slab structure:
Step 9, in wet seam construction groove (10) and wet seam bottom longitudinal structure reinforcing bar (14) is laid in the below of side plate bar planting (9), lateral stressed reinforcing bar (12) is laid on top in wet seam construction groove (10), wet seam upper longitudinal is laid to distributing bar (13) in the below of lateral stressed reinforcing bar (12), lay stirrup (11) wet seam bottom longitudinal structure reinforcing bar (14) is carried out being connected banding to distributing bar (13) with the wet seam upper longitudinal above it, side plate bar planting (9) and wet seam bottom longitudinal structure reinforcing bar (14), lateral stressed reinforcing bar (12) and wet seam upper longitudinal are to distributing bar (13), stirrup (11) and wet seam bottom longitudinal structure reinforcing bar (14) are all connected to form cage of reinforcement by colligation,
Step 10: build wet seam UEA expansive concrete in wet seam construction groove (10).
2. cast-in-situ reinforced concrete slab according to claim 1 and assembled steel reinforced concrete slab joining method, it is characterized in that, described step 2 comprises the following steps:
Step 2.1, to cut along the root of frange plate (8),
Step 2.2, cut frange plate (8) after, dabbing process is carried out on cut surface top layer, and top layer unconsolidated formation is cut;
Step 2.3, concrete surface after dabbing process adopt purified rinse water clean.
3. cast-in-situ reinforced concrete slab according to claim 1 and assembled steel reinforced concrete slab joining method, it is characterized in that, described step 5 comprises the following steps:
Step 5.1, on steel reinforced concrete assembling hinged slab bridge (1) improved side plate lateral surface corresponding cut frange plate (8) place, along bridge longitudinal direction by 10 ~ 15cm spacing boring;
Step 5.2, be implanted into side plate bar planting (9) in boring, the notched bars that side plate bar planting (9) is HRB335 and above grade, notched bars diameter is more than or equal to 12mm.
4. cast-in-situ reinforced concrete slab according to claim 1 and assembled steel reinforced concrete slab joining method, is characterized in that: cutting as hand hammer cuts in described step 4.
5. cast-in-situ reinforced concrete slab according to claim 1 and assembled steel reinforced concrete slab joining method, it is characterized in that: in described wet seam UEA expansive concrete, UEA expansion agent accounts for 8% ~ 12% of cement gross weight, the moisture-keeping maintaining number of days of wet seam UEA expansive concrete must not be less than 14 days.
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| CN201210432278.7A CN102943431B (en) | 2012-11-01 | 2012-11-01 | Cast-in-place reinforced concrete plate and fabricated reinforced concrete plate splicing bridge and method |
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| CN201210432278.7A CN102943431B (en) | 2012-11-01 | 2012-11-01 | Cast-in-place reinforced concrete plate and fabricated reinforced concrete plate splicing bridge and method |
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| CN102943431B true CN102943431B (en) | 2015-01-28 |
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| CN103276663B (en) * | 2013-05-28 | 2015-07-22 | 桂林理工大学 | Method for manufacturing assembled integral plate for reinforced concrete slab bridge |
| CN103255720B (en) * | 2013-05-28 | 2015-07-22 | 桂林理工大学 | Method for assembled integral type reinforced concrete slab bridge |
| CN106894347B (en) * | 2017-03-03 | 2019-06-11 | 苏交科集团股份有限公司 | A kind of splicing bridge and bridge reorganization and expansion method based on cast-in-place united layer supertronic |
| CN108547211A (en) * | 2018-06-25 | 2018-09-18 | 烟台大学 | A kind of the highway hollow slab bridge and construction method of lossless reinforcing |
| CN113106879B (en) * | 2021-04-19 | 2023-01-13 | 华东交通大学 | Connecting structure for widening concrete box girder by steel box girder and construction method |
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| JP2994237B2 (en) * | 1995-09-04 | 1999-12-27 | 株式会社ピー・エス | Panel wing, precast concrete girder with panel wing and method of constructing composite structural bridge |
| CN202227284U (en) * | 2011-05-25 | 2012-05-23 | 河南省九建工程有限公司 | Bridge widening split joint structure |
| CN202913335U (en) * | 2012-11-01 | 2013-05-01 | 中交第二公路勘察设计研究院有限公司 | Cast-in-place reinforced concrete plate and assembly type reinforced concrete plate splicing bridge |
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