CN201447669U - Road bridge after reinforcement construction by removing beam and adding rib - Google Patents
Road bridge after reinforcement construction by removing beam and adding rib Download PDFInfo
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- CN201447669U CN201447669U CN2009200343881U CN200920034388U CN201447669U CN 201447669 U CN201447669 U CN 201447669U CN 2009200343881 U CN2009200343881 U CN 2009200343881U CN 200920034388 U CN200920034388 U CN 200920034388U CN 201447669 U CN201447669 U CN 201447669U
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Abstract
The utility model discloses a road bridge after reinforcement construction by removing a beam and adding a rib. The road bridge comprises a lower part supporting structure of a bridge, a bearing beam that is arranged on the lower part supporting structure, a bridge surface paving surface that is arranged on the bearing beam, and an anti-collision guardrail that is arranged on the bridge surface paving layer; the bearing beam consists of a plurality of reusable hollow beam slabs that are arranged uniformly in the transverse direction of the bridge and the plurality of newly added ribbed beams in the longitudinal direction of the bridge that are provided with the same structure and arranged between the two adjacent reusable hollow beam slabs; the reusable hollow beam slabs, the newly added ribbed beams and the bridge surface paving layer are connected one another to assemble a whole upper bearing structure of the bridge; and the reusable hollow beam slab is the hollow beam slab used for the reinforced old bridge, which is maintained and reused, with the abandoned hollow beam slab removed. In the utility model, the road bridge has reasonable structure design, small execution difficulty, low construction cost, strong bearing capability and excellent whole structure performance, and can effectively solve the reinforcement problem of the hollow plate bridges.
Description
Technical field
The utility model belongs to the bridge strengthening technical field of construction, especially relates to the highway bridge after a kind of beam-removing rib-increasing strengthening is constructed.
Background technology
Over nearly 20 years, although China has begun old bridge strengthening reconstruction Study on Technology, various places traffic department has carried out strengthening reconstruction to large quantities of old unsafe bridges, but because old unsafe bridge quantity is huge, add that the bridge of building after the eighties in 20th century is along with the increase of runing the time limit, also progressively entered the maintenance phase, defective and disease begin to manifest and develop, particularly large-scale, heavy vehicle grows with each passing day, transfinite, overloaded vehicle is more and more, damage and destruction to bridge are serious day by day, cause large quantities of bridges to enter maintenance, maintenance, strengthening reconstruction ranks.For the bridge that can not adapt to Modern Traffic transportation, if complete removal is rebuild, not only fund expends hugely, and does not also allow in time.Therefore, strengthening maintenance, maintenance, reinforcing and the transformation of existing bridge, recovering its design supporting capacity or to improve load standard, prolong bridge service life, is to ensure that the sustainable development of highway construction is as important measures.
Prestressed concrete plate formula structure has simple structure, stressed clear and definite characteristics, is big, the wide bridge type commonly used of amount in the highway bridge.Often formation scale construction in precasting yard of prestressed cored slab, thereby in ordinary highway, high-grade highway and urban road bridge, middle or small the striding in the bridge of footpath that especially building height is restricted on the region of no relief speedway is used widely.In addition, the assembling slab bridge is to transmit transverse load by the hinge seam, and globality is slightly poor.In addition, owing to emphasize the structure lightness nineties in 20th century, the wall thickness of hollowcore slab is excessively cut down, 30 meters prefabricated concrete hollow slab girders particularly, roof and floor, web thickness only are 10～15cm, deck-molding only is 1.30 meters, rate that hollows out that structural section is too big and less deck-molding, cause girder rigidity less, mobile load effect underbeam body deformability is bigger, and percussion is obvious.Thereby after using for many years, beam body many places produce cracking phenomena, have had a strong impact on the performance of bridge function of use and durability.
To sum up, the hollow slab bridge building height is little, is applicable to the restricted bridge of under-clearance.Compare with other bridge types, can reduce bridge approach depth of fill and the shortening length of leading the way, its profile is simple, and is easy to make, both has been convenient to on-the-spot integrated pouredly, be convenient to factory again and produce by batch, and assembling slab bridge component quality is little, sets up conveniently.When striding the footpath when increasing, effectively hollow out by the cross section and alleviate deadweight, make full use of material property.Hollowcore slab to hollow out rate big, quality is little.The major defect of slab bridge is that to stride the footpath unsuitable excessive, strides the footpath when surpassing certain limitation, and the cross section enlarges markedly, thereby it is excessive to cause conducting oneself with dignity, and is uneconomical.Hollow slab bridge exposes a series of diseases along with the growth of service time, and, traffic blows less such as girder rigidity, dither effect are obvious; Beam body construction quality is wayward, is easy to generate the cracking damage during the operation; Bridge floor is commonplace etc. along hinge seam position longitudinal crack.Along with expanding economy, highway load axle is heavy more and more higher, and the overload effect is commonplace, thereby has aggravated the structure development of disease, causes part bridge capacity deficiency, suddenly waits to take the reinforcement and strengthening measure.The reinforcement means of hollow slab bridge superstructure mainly contains the strengthening with external bonding method and bridge floor thickens reinforcing method.General beam bridge is reinforced strengthening with external bonding, the bridge floors of adopting more and is thickened reinforcing or external prestressing strengthening method.For hollow slab bridge, because its rigidity is less, adopt traditional strengthening with external bonding method can only improve the ultimate strength of structure, improve little to rigidity and normal functional performance.Bridge floor thickens method also can only improve the damaged structure stress performance, recovers its bearing capacity level.External prestressing strengthening is very big to the hollow slab bridge difficulty of construction, and particularly to hollow out rate big when the hollow slab bridge cross section, under the very thin situation of roof and floor and web, and the external prestressing performance difficulty.Therefore, should adopt a kind of for a short time in the practice, can improve the bearing capacity of hollow slab bridge original structure, implement the little design and construction scheme of difficulty former hollow beam dash-board injury.
The utility model content
Technical problem to be solved in the utility model is at above-mentioned deficiency of the prior art, highway bridge after a kind of beam-removing rib-increasing strengthening is constructed is provided, its reasonable in design, implement that difficulty is little, construction cost is low and supporting capacity is strong, the overall structure performance is good, can effectively solve the reinforcing problem of hollow slab bridge.
For solving the problems of the technologies described above, the technical solution adopted in the utility model is: the highway bridge after a kind of beam-removing rib-increasing strengthening construction, comprise bridge lower support structure, be erected at the structural spandrel girder of lower support, the bridge deck pavement of mating formation on described spandrel girder blocks with crashproof the protecting that is laid on the bridge deck pavement, it is characterized in that: described spandrel girder utilizes hollow beam slab identical with a plurality of structures and be arranged on adjacent two and utilize the vertical bridge between hollow beam slab to form to newly-increased girt strip again by what the multi-disc direction across bridge was evenly laid again, describedly utilizes hollow beam slab again, newly-increased girt strip and bridge deck pavement connect to form all-in-one-piece bridge top load-carrying members; Described utilize again hollow beam slab be reinforced remove discarded out of use hollow beam slab in the used hollow beam slab of old bridge of construction after, the hollow beam slab that after maintenance process, can come into operation once more.
Described newly-increased girt strip is a reinforced concrete beam, and the used vertical bridge of the newly-increased girt strip of moulding to reinforcing cage by vertical bridge to the vertical elongated reinforcing bar of laying, colligation on vertical elongated reinforcing bar many vertical stirrups and with the vertical stirrup colligation be that many longitudinal structure reinforcing bar bindings of one form, the bottom, both ends, the left and right sides of described reinforcing cage is banded with many and is tilted to shear area reinforcement reinforcing bar.
Vertical bridge all upwards bends up to the both ends that are laid with multi beam steel strand and steel strand in the described reinforcing cage, and the both ends of steel strand are equipped with a ground tackle respectively; The back portion at newly-increased girt strip both ends is provided with the stretch-draw anchor notch that the stretch-draw steel strand are used.
The quantity of described discarded out of use hollow beam slab is a slice or two.
Be fixed with one deck reinforcement steel plate on the set bent cap on the described lower support structure.
The side bar of described spandrel girder bottom is fixed with strengthening steel slab at the bottom of the beam.
The left and right end portions that described multi-disc is utilized hollow beam slab again direction across bridge respectively is provided with an end diaphragm.
Be implanted with many beam reinforced steel bars on the described top board that utilizes hollow beam slab again; Bridge deck pavement is the steel concrete layer of mating formation, and the used bridge deck pavement steel mesh reinforcement of moulding bridge deck pavement is fixedlyed connected with described many beam reinforced steel bars; Described vertical stirrup stretches out the back from newly-increased girt strip top fixedlys connected with the bridge deck pavement steel mesh reinforcement.
Describedly be reinforced the old bridge multispan beam bridge of construction and stride the footpath for 30m.
The utility model compared with prior art has the following advantages:
1, reasonable in design, the enforcement difficulty is little, construction cost is low, construction sequence is simple and supporting capacity is strong, the overall structure performance is good, not only little to the damage of former hollow beam slab, and can improve the bearing capacity of hollow slab bridge original structure.
2, the utility model is the highway bridge behind beam-removing rib-increasing hinged girder reinforcing method, and for hollow slab bridge, its consolidation effect is very good, and practical value is very high.Particularly, it has set up hinged relationship between the new and old beam by the beam-removing rib-increasing hinge connected beam method, improved the bridge lateral breadth coefficient, original structure bending resistance, shear resistance have been improved, and the new beam girt strip that is adopted has improved the global reliability of bridge construction greatly, it is relatively simple to construct, and the old and new's structure stress is clear and definite, and economic performance is very good.
3, popularizing application prospect is extensive, studies by method for designing, construction technology and key technology to the beam-removing rib-increasing strengthening method, and making a strategic decision for the reinforcing of similar bridge provides valuable technical data.
In sum, the utility model reasonable in design, implement that difficulty is little, construction cost is low and supporting capacity is strong, the overall structure performance is good, can effectively solve the reinforcing problem of hollow slab bridge.
Below by drawings and Examples, the technical solution of the utility model is described in further detail.
Description of drawings
Fig. 1 is a structural representation of the present utility model.
Fig. 2 is the A-A sectional view of Fig. 1.
Fig. 3 is the B-B sectional view of Fig. 1.
Fig. 4 is the installation position schematic diagram of newly-increased girt strip steel hinge line.
Fig. 5 is the structural representation of newly-increased girt strip moulding with reinforcing cage.
Fig. 6 is the structural representation of bridge deck pavement steel mesh reinforcement.
Fig. 7 is a reinforcing construction process flow chart of the present utility model.
Description of reference numerals:
The hollow beam slab of 1-; 2-increases girt strip newly; The 3-bridge deck pavement;
3-1-concrete integration layer; 3-2-water proof anti-seepage concrete 4-steel strand;
The layer of mating formation;
The vertical elongated reinforcing bar of 5-; 6-shear area reinforcement reinforcing bar; The 7-vertical stirrup;
The 8-distributing bar; The 9-beam reinforced steel bar; 10-bridge deck pavement steel mesh reinforcement;
11-holds diaphragm; 12-strides the footpath center line; The 13-ground tackle.
The specific embodiment
As Fig. 1, Fig. 2, Fig. 3, Fig. 4, Fig. 5 and shown in Figure 6, the utility model comprises bridge lower support structure, be erected at the structural spandrel girder of lower support, the mat formation bridge deck pavement 3 on described spandrel girder and crashproof the protecting that is laid on the bridge deck pavement 3 are blocked.Described spandrel girder utilizes hollow beam slab 1 identical with a plurality of structures and be arranged on adjacent two and utilize the vertical bridge of 1 of hollow beam slab to form to newly-increased girt strip 2 again by what the multi-disc direction across bridge was evenly laid again, describedly utilizes hollow beam slab 1 again, increases girt strip 2 newly and bridge deck pavement 3 connects to form all-in-one-piece bridge top load-carrying members.The described hollow beam slab 1 that utilizes again is for after removing discarded out of use hollow beam slab 1 in the used hollow beam slab 1 of old bridge that is reinforced construction, the hollow beam slab 1 that can come into operation once more after maintenance process.Describedly be reinforced the old bridge multispan beam bridge of construction and stride the footpath for 30m.The quantity of described discarded out of use hollow beam slab 1 is a slice or two, and described multi-disc utilize hollow beam slab 1 again left and right end portions respectively direction across bridge be provided with an end diaphragm 11.Be fixed with one deck reinforcement steel plate on the set bent cap on the described lower support structure, and the side bar of described spandrel girder bottom is fixed with strengthening steel slab at the bottom of the beam.In the present embodiment, be the boundary to stride footpath center line 12, described half-amplitude duration of whenever striding spandrel girder is 12.25m, and the quantity of the described hollow beam slab of passing into disuse 1 is a slice.Whenever stride the half range bridge and change 7 hollow beam slabs 1 into by original 8 hollow beam slabs 1,1 hollow beam slab 1 that disease is the most serious is discarded, and all the other 7 hollow beam slabs 1 are repaired the back and continued to utilize, and the width of hollow beam slab 1 is 150cm.
In the present embodiment, described newly-increased girt strip 2 is a reinforced concrete beam, and the used vertical bridge of the newly-increased girt strip of moulding 2 to reinforcing cage by vertical bridge to the vertical elongated reinforcing bar of laying 5, colligation on vertical elongated reinforcing bar 5 many vertical stirrups 7 and with vertical stirrup 7 colligations be that many longitudinal structure reinforcing bar 8 colligations of one form, the bottom, both ends, the left and right sides of described reinforcing cage is banded with many and is tilted to shear area reinforcement reinforcing bar 6.Vertical bridge all upwards bends up to the both ends that are laid with multi beam steel strand 4 and steel strand 4 in the described reinforcing cage, and the both ends of steel strand 4 are equipped with a ground tackle 13 respectively; The back portion at newly-increased girt strip 2 both ends is provided with the stretch-draw anchor notch of stretch-draw steel strand 4 usefulness.
Be implanted with many beam reinforced steel bars 9 on the described top board that utilizes hollow beam slab 1 again; Bridge deck pavement 3 is the steel concrete layer of mating formation, and moulding bridge deck pavement 3 used bridge deck pavement steel mesh reinforcements 10 are fixedlyed connected with described many beam reinforced steel bars 9; Described vertical stirrup 7 stretches out the back from newly-increased girt strip 2 tops fixedlys connected with bridge deck pavement steel mesh reinforcement 10. simultaneously, on described new spandrel girder, be embedded with the many crashproof guardrail reinforcing bars that protect to block usefulness of moulding.
As shown in Figure 7, reinforcing construction process of the present utility model may further comprise the steps:
501, assembling reinforcement cage: on the mounted back that utilizes hollow beam slab 1 again, the vertical bridge of the newly-increased girt strip 2 of colligation moulding is to reinforcing cage.
502, lay steel strand 4: vertical bridge all upwards bends up to the both ends of laying multi beam steel strand 4 and steel strand 4 in described reinforcing cage.The facade of described steel strand 4 is linear should to be reduced the pipeline sassafras that rubs as far as possible and causes loss of prestress.
503, adopt suspender will be laid with the reinforcing bar cage hoisting of steel strand 4 to adjacent two intervals that utilize 1 of hollow beam slab again.
504, reinforcing cage bottom that puts in place in lifting and left and right end portions are installed respectively and are used for moulding vertically the bottom template and the beam-ends template of newly-increased girt strip 2, and in described multi beam steel strand 4 ends one ground tackle 13 are installed respectively.
When laying ground tackle 13, the position of ground tackle 13 should be selected in the position of being convenient to construct, and leaves certain stretch-draw space.
505, newly-increased girt strip 2 pouring concrete constructions: utilize described bottom template, beam-ends template and utilize the formed sidepiece template of hollow beam slab 1 sidepiece again, finish the concrete placement of newly-increased girt strip 2, the while, the back portion at newly-increased girt strip 2 both ends of casting complete was provided with the stretch-draw anchor notch of stretch-draw steel strand 4 usefulness.
In the present embodiment, the bundle number of steel strand 4 is two bundles and is respectively the steel hinge line that 7 and 5 diameters are 15.25mm, because newly-increased girt strip 2 does not possess end stretch-draw condition, thereby for ease of construction, 2 bundle steel strand 4 all adopt and bend up laying, and the back portion at newly-increased girt strip 2 both ends is provided with the stretch-draw anchor notch. under the mobile load effect, the mid-span deflection of newly-increased girt strip 2 is not more than the mid-span deflection that utilizes hollow beam slab 1 again, promptly newly-increased girt strip 2 makes that the loading ratio original structure that utilizes hollow beam slab 1 to be born again is little. in addition, because original bridge construction shearing resistance deficiency, thereby near the shear resistance the reply beam-ends carries out reinforcement during steel strand 4 stretch-draw.
During newly-increased girt strip 2 pouring concrete constructions described in this step, the casting sequence of direction across bridge is: position middle girder placed in the middle in a plurality of newly-increased girt strips 2 of cast earlier, then pour into a mould to both sides gradually; Vertical bridge to casting sequence be: the middle part of the newly-increased girt strip 2 of cast earlier, pour into a mould to two ends gradually again.
506, the concrete strength for the treatment of in the step 505 to be poured into a mould reaches 90% when above, multi beam steel strand 4 is carried out stretch-draw, and utilize the stress state of hollow beam slab 1 to adjust again by 4 pairs of stretch-draw steel strand; After stretch-draw finishes, carry out the construction of mud jacking and sealing off and covering anchorage more successively.
507, remove described bottom template and beam-ends template, finish the construction of newly-increased girt strip 2, obtain to utilize hollow beam slab 1 again and be arranged on adjacent two new spandrel girders that a plurality of newly-increased girt strip 2 that utilizes 1 of hollow beam slab is again formed by multi-disc.
In addition, be noted that: before the beam slab described in the step 5 is reinstalled, after strengthening steel slab at the bottom of the clamped beam of described side bar bottom, also need to utilize the end diaphragm 11 of the left and right end portions of hollow beam slab 1 again, set up adjacent two horizontal connections that utilize again between hollow beam slab 1 end by end diaphragm 11 with concreting moulding one direction across bridge in described multi-disc.
Step 6, bridge deck pavement 3 constructions: the described new spandrel girder top bridge deck pavement 3 of constructing again, and constructing anti-collision protects and blocks and install deck expansion joint on the bridge deck pavement 3 that construction is finished, make and utilize hollow beam slab 1, newly-increased girt strip 2 and the bridge deck pavement of finishing 3 of constructing again to connect to form all-in-one-piece bridge top load-carrying members again, finish the reinforcing construction process of described highway bridge.
The above; it only is preferred embodiment of the present utility model; be not that the utility model is imposed any restrictions; everyly any simple modification that above embodiment did, change and equivalent structure are changed, all still belong in the protection domain of technical solutions of the utility model according to the utility model technical spirit.
Claims (9)
1. the highway bridge after a beam-removing rib-increasing strengthening is constructed, comprise bridge lower support structure, be erected at the structural spandrel girder of lower support, mat formation bridge deck pavement (3) on described spandrel girder and crashproof the protecting that is laid on the bridge deck pavement (3) blocked, it is characterized in that: described spandrel girder utilizes hollow beam slab (1) identical with a plurality of structures and be arranged on adjacent two and utilize the vertical bridge between hollow beam slab (1) to form to newly-increased girt strip (2) again, the described hollow beam slab (1) that utilizes again by what the multi-disc direction across bridge was evenly laid again, newly-increased girt strip (2) and bridge deck pavement (3) connect to form all-in-one-piece bridge top load-carrying members; The described hollow beam slab (1) that utilizes again is after being reinforced the discarded out of use hollow beam slab (1) of the middle removal of the used hollow beam slab of old bridge (1) of construction, the hollow beam slab (1) that can come into operation once more after maintenance process.
2. according to the highway bridge after the described a kind of beam-removing rib-increasing strengthening construction of claim 1, it is characterized in that: described newly-increased girt strip (2) is a reinforced concrete beam, and moulding increase newly the used vertical bridge of girt strip (2) to reinforcing cage by vertical bridge to the vertical elongated reinforcing bar of laying (5), colligation on vertical elongated reinforcing bar (5) many vertical stirrups (7) and with vertical stirrup (7) colligation be that many longitudinal structure reinforcing bars (8) colligation of one forms, the bottom, both ends, the left and right sides of described reinforcing cage is banded with many and is tilted to shear area reinforcement reinforcing bar (6).
3. according to the highway bridge after claim 1 or the 2 described a kind of beam-removing rib-increasing strengthening constructions, it is characterized in that: vertical bridge all upwards bends up to the both ends that are laid with multi beam steel strand (4) and steel strand (4) in the described reinforcing cage, and the both ends of steel strand (4) are equipped with a ground tackle (13) respectively; The back portion at newly-increased girt strip (2) both ends is provided with the stretch-draw anchor notch of stretch-draw steel strand (4) usefulness.
4. according to the highway bridge after claim 1 or the 2 described a kind of beam-removing rib-increasing strengthenings constructions, it is characterized in that: the quantity of described discarded out of use hollow beam slab (1) is a slice or two.
5. according to the highway bridge after claim 1 or the 2 described a kind of beam-removing rib-increasing strengthenings constructions, it is characterized in that: be fixed with one deck reinforcement steel plate on the set bent cap on the described lower support structure.
6. according to the highway bridge after claim 1 or the 2 described a kind of beam-removing rib-increasing strengthenings constructions, it is characterized in that: the side bar bottom of described spandrel girder is fixed with strengthening steel slab at the bottom of the beam.
7. according to the highway bridge after claim 1 or the 2 described a kind of beam-removing rib-increasing strengthenings constructions, it is characterized in that: the left and right end portions that described multi-disc is utilized hollow beam slab (1) again direction across bridge respectively is provided with an end diaphragm (11).
8. according to the highway bridge after the described a kind of beam-removing rib-increasing strengthening construction of claim 2, it is characterized in that: be implanted with many beam reinforced steel bars (9) on the described top board that utilizes hollow beam slab (1) again; Bridge deck pavement (3) is the steel concrete layer of mating formation, and the used bridge deck pavement steel mesh reinforcement (10) of moulding bridge deck pavement (3) is fixedlyed connected with described many beam reinforced steel bars (9); Described vertical stirrup (7) stretches out the back from newly-increased girt strip (2) top fixedlys connected with bridge deck pavement steel mesh reinforcement (10).
9. according to the highway bridge after claim 1 or the 2 described a kind of beam-removing rib-increasing strengthenings constructions, it is characterized in that: described be reinforced the old bridge multispan beam bridge of construction and stride the footpath be 30m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009200343881U CN201447669U (en) | 2009-08-31 | 2009-08-31 | Road bridge after reinforcement construction by removing beam and adding rib |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009200343881U CN201447669U (en) | 2009-08-31 | 2009-08-31 | Road bridge after reinforcement construction by removing beam and adding rib |
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| CN201447669U true CN201447669U (en) | 2010-05-05 |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102635060A (en) * | 2012-05-02 | 2012-08-15 | 周劲宇 | Concrete hollow slab bridge reinforced by transverse steel beams |
| CN103147589A (en) * | 2013-02-26 | 2013-06-12 | 北京交通大学 | Construction method for reinforcing circular structure with large diameter by symmetric double-anchor-head pretension steel stranded wires |
| CN104099879A (en) * | 2014-07-24 | 2014-10-15 | 上海绿地建设(集团)有限公司 | Construction method for demolishing anti-collision walls |
| CN104594193A (en) * | 2015-01-27 | 2015-05-06 | 沈阳建筑大学 | Upper structure of hollow board beam bridge and construction method thereof |
| CN104652220A (en) * | 2015-02-13 | 2015-05-27 | 朱奎 | Construction method of anti-crack concrete pavement |
| CN107740353A (en) * | 2017-09-28 | 2018-02-27 | 浙江交工宏途交通建设有限公司 | The longitudinal spliced structure of highway hollow slab girder and joining method |
| RU198773U1 (en) * | 2020-02-21 | 2020-07-28 | Федеральное государственное казенное военное образовательное учреждение высшего образования "ВОЕННАЯ АКАДЕМИЯ МАТЕРИАЛЬНО-ТЕХНИЧЕСКОГО ОБЕСПЕЧЕНИЯ имени генерала армии А.В. Хрулева" | STRUCTURE OF REINFORCEMENT OF A RIBBED REINFORCED CONCRETE BEAM OF THE SPAN OF A HIGHWAY BRIDGE |
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2009
- 2009-08-31 CN CN2009200343881U patent/CN201447669U/en not_active Expired - Lifetime
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102635060A (en) * | 2012-05-02 | 2012-08-15 | 周劲宇 | Concrete hollow slab bridge reinforced by transverse steel beams |
| CN102635060B (en) * | 2012-05-02 | 2014-12-31 | 周劲宇 | Concrete hollow slab bridge reinforced by transverse steel beams |
| CN103147589A (en) * | 2013-02-26 | 2013-06-12 | 北京交通大学 | Construction method for reinforcing circular structure with large diameter by symmetric double-anchor-head pretension steel stranded wires |
| CN103147589B (en) * | 2013-02-26 | 2015-05-27 | 北京交通大学 | Construction method for reinforcing circular structure with large diameter by symmetric double-anchor-head pretension steel stranded wires |
| CN104099879A (en) * | 2014-07-24 | 2014-10-15 | 上海绿地建设(集团)有限公司 | Construction method for demolishing anti-collision walls |
| CN104099879B (en) * | 2014-07-24 | 2016-04-27 | 上海建工四建集团有限公司 | A kind of dismounting engineering method for anti-collision wall |
| CN104594193A (en) * | 2015-01-27 | 2015-05-06 | 沈阳建筑大学 | Upper structure of hollow board beam bridge and construction method thereof |
| CN104594193B (en) * | 2015-01-27 | 2016-08-10 | 沈阳建筑大学 | A kind of Hollow Slab Beam Bridge superstructure and construction method thereof |
| CN104652220A (en) * | 2015-02-13 | 2015-05-27 | 朱奎 | Construction method of anti-crack concrete pavement |
| CN107740353A (en) * | 2017-09-28 | 2018-02-27 | 浙江交工宏途交通建设有限公司 | The longitudinal spliced structure of highway hollow slab girder and joining method |
| CN107740353B (en) * | 2017-09-28 | 2019-03-05 | 浙江交工宏途交通建设有限公司 | The longitudinal spliced structure of highway hollow slab girder and joining method |
| RU198773U1 (en) * | 2020-02-21 | 2020-07-28 | Федеральное государственное казенное военное образовательное учреждение высшего образования "ВОЕННАЯ АКАДЕМИЯ МАТЕРИАЛЬНО-ТЕХНИЧЕСКОГО ОБЕСПЕЧЕНИЯ имени генерала армии А.В. Хрулева" | STRUCTURE OF REINFORCEMENT OF A RIBBED REINFORCED CONCRETE BEAM OF THE SPAN OF A HIGHWAY BRIDGE |
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