CN101644032A - Beam-removing rib-increasing strengthening construction technology of highway bridge - Google Patents

Beam-removing rib-increasing strengthening construction technology of highway bridge Download PDF

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Publication number
CN101644032A
CN101644032A CN200910023736A CN200910023736A CN101644032A CN 101644032 A CN101644032 A CN 101644032A CN 200910023736 A CN200910023736 A CN 200910023736A CN 200910023736 A CN200910023736 A CN 200910023736A CN 101644032 A CN101644032 A CN 101644032A
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China
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bridge
slab
hollow
newly
increased
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CN200910023736A
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蒲广宁
辛有忠
张学明
沙立海
李云
董宏昌
孟屯良
陈纪周
宋巨峰
李宁祥
张明春
陈金章
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ZHONGJIAOTONGLI CONSTRUCTION CO Ltd
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ZHONGJIAOTONGLI CONSTRUCTION CO Ltd
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Priority to CN200910023736A priority Critical patent/CN101644032A/en
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Abstract

The invention discloses a beam-removing rib-increasing strengthening construction technology of a highway bridge. A bearing beam of a strengthened bridge comprises a plurality of hollow beam plates. The technology comprises the following steps: chiseling and removing an original collision prevention guardrail and a bridge face laying layer; eliminating a transverse connection hinge seam between the two adjacent hollow beam plates; hanging and moving the hollow beam plates and supporting reasonably; embedding ribs and pouring the pad stone of a supporting seat anew; checking, determining, recycling the hollow beam plates, repairing defects and processing cracks; sticking the beam bottoms of edge beams and strengthening steel plates; anew installing the hollow beam plates transversely at intervals; constructing rib beams which are added newly; constructing a steel bar net of the bridge face laying layer and embedding the steel bar of the collision prevention guardrail in advance; pouringthe concrete of the bridge face laying layer; and constructing the collision prevention guardrail and installing bridge face expansion joints. The invention has reasonable design, smaller execution difficulty, simple construction steps and low construction cost, has small damage to the original hollow beam plates, can enhance the bearing capacity of an original structure of a hollow plate bridge,has very good strengthening effect and can effectively solve the strengthening problem of the hollow plate bridge.

Description

Beam-removing rib-increasing strengthening construction technology of highway bridge
Technical field
The invention belongs to the bridge strengthening technical field of construction, especially relate to a kind of beam-removing rib-increasing strengthening construction technology of highway bridge.
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.
Because the actual current load standard of bridge has exceeded former design load standard, perhaps owing to reasons such as environmental factor, material degradation, overload phenomenon, human factors, cause bridge damnification and disease, cause bridge the hypodynamic problem of carrying to occur, influence the safety and the durability of bridge.For this type of bridge, can reinforce means by rational and effective, improve the actual traffic capacity and the load standard of bridge with less input.The purpose of bridge strengthening is as follows: one, protect the safe, complete, suitable and durable of bridge engineering; Two, grasp the bridge construction situation, improve basic data, for reinforcing provides necessary condition; Three improve the handling capacity and the supporting capacity of original bridge.The basic demand of bridge strengthening is: (1) economic cost, and in general, the reinforcing expense is about 10%~30% of newly-built expense, promptly should pay the utmost attention to reinforcing; (2) uninterrupted traffic or the minimizing of trying one's best suspend traffic.Reinforcing and widening the bridge that carries out simultaneously, can concentrate on a side widening, often can will widen and reinforcing is staggered, do not put up a temporary bridge; (3) defective to having found will once be reinforced, and does not stay future trouble, and reinforcing design should be undertaken by standard; (4) damage to original bridge construction should minimize as far as possible; (5) reliable, the durable use of technology, maintenance are conveniently.At present, the beam bridge superstructure reinforcement means that is adopted mainly comprises increasing section reinforcing method (being the external wrapping concrete reinforcing method), strengthening with external bonding method, prestressed reinforcement method, changes the structural system reinforcing method and increases the auxiliary part reinforcement means.
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.
Summary of the invention
Technical problem to be solved by this invention is at above-mentioned deficiency of the prior art, a kind of beam-removing rib-increasing strengthening construction technology of highway bridge is provided, it is reasonable in design, the enforcement difficulty is less, construction sequence is simple and construction cost is low, and is not only little to the damage of former hollow beam slab, and can improve the bearing capacity of hollow slab bridge original structure, consolidation effect is very good, can effectively solve the reinforcing problem of hollow slab bridge.
For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind of beam-removing rib-increasing strengthening construction technology of highway bridge, be reinforced highway bridge and be the unbonded prestressed concrete hollow slab bridge and it comprise bridge lower support structure, be erected at the structural spandrel girder of lower support, the mat formation bridge deck pavement on described spandrel girder and crashproof the protecting that is laid on the bridge deck pavement block, described spandrel girder is the hollow slab beam of being made up of the hollow beam slab of multi-disc, it is characterized in that this technology may further comprise the steps:
Step 1, dismounting work in early stage: at first adopt the cutter tool to cut original crashproof the protecting that is reinforced highway bridge and block and bridge deck pavement, employing cutter tool is rejected the horizontal connection hinge seam between adjacent two hollow beam slabs again;
Step 2, beam slab hang and move: the hollow beam slab of multi-disc after will removing with suspender hangs respectively to move to and lays in advance on the good temporary support structure;
Step 3, beam slab disease are checked and are repaired and handle: move to the hollow beam slab of the structural multi-disc of temporary support and carry out the disease inspection respectively hanging, and existing disease situation on each hollow beam slab added up and pick out one or more pieces serious hollow beam slabs of passing into disuse of disease according to statistics, the hollow beam slab that corresponding definite multi-disc of while can be utilized again, the hollow beam slab that can utilize again described multi-disc respectively keeps in repair afterwards;
Step 4, beam slab are reinstalled: the hollow beam slab that the multi-disc after will keeping in repair can be utilized again promptly utilize again hollow beam slab again direction across bridge be installed at interval on the described lower support structure, described multi-disc utilizes hollow beam slab to be even laying again;
Step 5, newly-increased rib construction: utilize the vertically newly-increased girt strip that structure is all identical of constructing respectively between hollow beam slab again at mounted adjacent two, the work progress of newly-increased girt strip is as follows:
501, assembling reinforcement cage: on the mounted back that utilizes hollow beam slab again, the vertical bridge of the newly-increased girt strip of colligation moulding is to reinforcing cage;
502, lay steel strand: vertical bridge all upwards bends up to the both ends of laying multi beam steel strand and steel strand in described reinforcing cage;
503, adopt suspender will be laid with the reinforcing bar cage hoisting of steel strand to adjacent two intervals that utilize again between hollow beam slab;
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, and in described multi beam steel strand end one ground tackle are installed respectively;
505, newly-increased girt strip pouring concrete construction: utilize described bottom template, beam-ends template and utilize the formed sidepiece template of hollow beam slab sidepiece again, finish the concrete placement of newly-increased girt strip, the while, the back portion at the newly-increased girt strip both ends of casting complete was provided with the stretch-draw anchor notch that the stretch-draw steel strand are used;
506, the concrete strength for the treatment of in the step 505 to be poured into a mould reaches 90% when above, the multi beam steel strand is carried out stretch-draw, and by the stretch-draw steel strand stress state of utilizing hollow beam slab is again adjusted; 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, obtain to utilize hollow beam slab again and be arranged on adjacent two new spandrel girders that utilize a plurality of newly-increased girt strip between hollow beam slab to form again by multi-disc;
Step 6, bridge deck pavement construction: the described new spandrel girder top bridge deck pavement of constructing again, make and utilize hollow beam slab, newly-increased girt strip and the bridge deck pavement of finishing 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.
Beam slab described in the above-mentioned steps two hang move finish after, also need use the cutter tool to cut and be laid in the structural original bearing pad stone of described lower support, and after being arranged on the structural bent cap of described lower support fixedly one deck reinforcement steel plate, cast forms new bearing pad stone again again.
Before beam slab described in the above-mentioned steps four is reinstalled, also need strengthening steel slab at the bottom of the multi-disc of installing is again utilized side bar bottom clamped beam in the hollow beam slab again.
Reinforcing cage described in the above-mentioned steps 501 by vertical bridge to the vertical elongated reinforcing bar of laying (5), 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.
Bridge deck pavement work progress described in the above-mentioned steps six may further comprise the steps:
601, on the top board that utilizes hollow beam slab again, implant many beam reinforced steel bars;
602, bridge deck pavement steel mesh reinforcement of forming by many reinforcing bars of construction on by the new spandrel girder that utilizes hollow beam slab and newly-increased girt strip to form again, and described many beam reinforced steel bars are fixedlyed connected with the bridge deck pavement steel mesh reinforcement, described vertical stirrup stretches out from newly-increased girt strip top and fixedlys connected with the bridge deck pavement steel mesh reinforcement; Simultaneously, the crashproof guardrail reinforcing bar that blocks usefulness that protects of pre-buried many moulding on described new spandrel girder;
603, utilize the bridge deck pavement steel mesh reinforcement, on described new spandrel girder, carry out the bridge deck pavement pouring concrete construction;
604, constructing anti-collision protects and blocks and install deck expansion joint on the bridge deck pavement that construction is finished in step 603.
Cutter tool described in the above-mentioned steps one is a small machine, blocks and bridge deck pavement and reject laterally to be connected and hollow beam slab is not caused damage when hinge is stitched cutting original crashproof protecting guaranteeing.
During newly-increased girt strip pouring concrete construction described in the above-mentioned steps 505, the casting sequence of direction across bridge is: position middle girder placed in the middle in a plurality of newly-increased girt strips 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 of cast earlier, pour into a mould to two ends gradually again.
Described highway bridge is the multispan beam bridge and strides the footpath for 30m.
Before beam slab described in the above-mentioned steps four 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 of the left and right end portions of hollow beam slab again, set up adjacent two horizontal connections that utilize again between the hollow beam slab end by the end diaphragm with concreting moulding one direction across bridge in described multi-disc; Correspondingly, the beam-ends template described in the step 604 is the inside wall of end diaphragm, and correspondence also need not to install and remove described beam-ends template in step 604 and 607.
The quantity of the hollow beam slab of passing into disuse described in the step 3 is a slice or two.
The present invention compared with prior art has the following advantages:
1, reasonable in design, it is less to implement difficulty, and construction sequence is simple and construction cost is low, and is not only little to the damage of former hollow beam slab, and can improve the bearing capacity of hollow slab bridge original structure.
2, reinforcing method of the present invention is a beam-removing rib-increasing hinged girder reinforcing method, for hollow slab bridge, its consolidation effect is very good, practical value is very high: according to the actual conditions of 30 meters prefabricated concrete hollow slab bridges, a kind of bridge strengthening method of novelty---beam-removing rib-increasing strengthening method is proposed, the reinforcing thinking of this reinforcing method is to remove the more serious girder of indivedual damages, the residue girder evenly distributes, and between girder newly-increased prestressed concrete beam rib, between newly-increased beam rib and the old beam crab-bolt is set, make New-old concrete form reliable bonding, newly girder pre-stressed by stretch-draw again, adjust former girder stress state, reach and improve the bridge lateral distribution, strengthen lateral stiffness, improve bearing capacity or improve the purpose of normal operational phase stress.According to the connection relation between the new and old beam, can be divided into beam-removing rib-increasing and rigidly connect beam reinforcing method and beam-removing rib-increasing hinged girder reinforcing method.Particularity according to 30 meters prefabricated concrete hollow slabs, main can be suitable for bridge floor and thicken method, beam-removing rib-increasing strengthening hinge connected beam method, three kinds of reinforcement means of beam-removing rib-increasing rigid connected beam method, below control aspect such as section stress from load cross direction profiles, normal operating condition and above-mentioned three kinds of reinforcement means are carried out detail analysis contrast:
The first, the A+E of cross direction profiles coefficient: estimate many beam bridges beam stress performance, cross direction profiles is an important evaluating index.For many beam types bridge, when transverse splicing rigidity strengthens, when the cross direction profiles curve relaxed, girder least favorable cross direction profiles coefficient was less, and then the mobile load effect shared of girder is also less, and its potential bearing capacity increases relatively.Therefore, can estimate the bridge strengthening effect by analyzing and comparing girder cross direction profiles coefficient.Calculate by the cross direction profiles to above-mentioned three kinds of reinforcement means: it is the mildest to adopt beam-removing rib-increasing to rigidly connect the side bar cross direction profiles curve that the beam reinforcing method obtains, cross direction profiles coefficient minimum, and bridge floor thickens the cross direction profiles curve gradient maximum that method obtains, cross direction profiles coefficient maximum.Therefore, concern from cross direction profiles that it is best that beam-removing rib-increasing rigidly connects beam reinforcing method consolidation effect, beam-removing rib-increasing hinged girder reinforcing method consolidation effect takes second place, and it is the poorest that bridge floor thickens the reinforcing method consolidation effect.
The second, the analysis of control cross section internal force and stress state relatively: specifically lower edge stress value and the upper and lower fiber stress of operational phase side bar span centre calculate in the side bar span centre mobile load calculation of Bending Moment value that three kinds of different reinforcement means are obtained, the newly-increased rib prestressed stretch-draw back girder span, because the beam-removing rib-increasing rigid connected beam method makes new and old beam form and laterally rigidly connects structure that new girder pre-stressed stretch-draw increases old beam compressive stress deposit.Operational phase, because three kinds of side bar cross direction profiles coefficient differences that reinforcement means reaches, and beam body compressive stress storage level difference, therefore, normal operational phase spaning middle section is fiber stress difference to some extent up and down, and wherein bridge floor thickens method span centre lower edge and tensile stress occurs, does not satisfy the fully prestressed concrete requirement; The beam-removing rib-increasing hinge connected beam method makes cross direction profiles make moderate progress, and old girder span middle section lower edge has certain compressive stress deposit, satisfies the fully prestressed concrete structural requirement; The beam-removing rib-increasing rigid connected beam method makes operational phase span centre compressive stress deposit relatively more sufficient because newly-increased rib prestressing force has direct contribution to old beam.Be noted that: consider the damage influence of old hollowcore slab,, when checking of bearing capacity, old beam drag is carried out suitable reduction, with the reflect structure damage influence according to " the old bridge supporting capacity of highway authentication method " (trying).
Three, technical performance: 1) bridge floor thickens method and only can keep former design load level, can not the mining structure potential bearing capacity, and consolidation effect is very not remarkable.2) key of beam-removing rib-increasing rigid connected beam method is to form reliable transverse splicing, is that the old and new's component synergism is stressed.For similar stabilization works, whether the transverse splicing performance meets design requirement must be through verification experimental verification.Therefore, it must carry out single-beam connecting performance model testing before using, and could determine that cracking or sliding rupture can not appear in the structure coupling arrangement under new girder pre-stressed stretch-draw and the later stage live load effect.Therefore, it is longer that the method is used the cycle, and working procedure is more loaded down with trivial details, and expense is higher relatively.3) difference of beam-removing rib-increasing hinge connected beam method and beam-removing rib-increasing rigid connected beam method only is laterally to change hinged relationship into by the relation of rigidly connecting, and utilizes new rib and old beam acting in conjunction mechanism, realizes the purpose of bridge strengthening.Therefore, need not set up the rigid connection structure between newly-increased girt strip and the hollow beam slab, newly-increased girt strip prestressing force does not have influence to old hollow beam slab, and it is relatively simple to construct, and can overcome several disadvantages of above-mentioned beam-removing rib-increasing rigid connected beam method.But it is obvious not as beam-removing rib-increasing rigidly connects beam that its bearing capacity promotes effect.
Four, economic performance: bridge floor thickens method and reinforces the expense minimum, and beam-removing rib-increasing rigid connected beam method reinforcing expense is the highest.
To sum up, from aspects such as technology, economy, stress performances above-mentioned three kinds of reinforcement means are analyzed and compared, obtain to draw a conclusion: (1) bridge floor thickens method and has that design difficulty is little, convenient and quick construction, the duration is short, expense is low characteristics, is widely used in many beam types bridge maintenance and reinforcement.But the method only can be kept former design load level, can not the mining structure potential bearing capacity, therefore, under the more weak prerequisite of bridge bending resistance, shear resistance, do not recommend independent use.(2) from improving the bearing capacity angle, the beam-removing rib-increasing rigid connected beam method can obviously improve supporting capacity owing to have advantages such as lateral stiffness is big, good integrity.The relative complex but it is constructed, operating expenses is higher, and the transverse splicing performance waits verification experimental verification, and the construction stage stress state is relatively poor, therefore, not as suggested design.(3) the beam-removing rib-increasing hinge connected beam method has been set up the hinged relationship between the new and old beam, improved the bridge lateral breadth coefficient, original structure bending resistance, shear resistance have been improved, the employing of new beam girt strip has improved the bridge construction global reliability greatly, it is relatively simple to construct, the old and new's structure stress is clear and definite, and economic performance is better than the beam-removing rib-increasing rigid connected beam method.
Bridge deck width after the present invention reinforces remains unchanged, and the median strip anticollision barrier is provided with constuction joint at bridge center line position, and width of cloth bridge separates about making.The reinforcing bar finishing of the original hinge seam of old top surface of the beam place utilizes, and simultaneously in old top surface of the beam bar planting, old beam and bridge floor integration layer is reliably connect.Vertical stirrup of newly-increased girt strip stretches out old hollow beam plate top surface, connects with the colligation of bridge deck pavement double steel bar net, and new and old beam connects the formation lateral stiffness by bridge deck pavement.
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 present invention is reasonable in design, and it is less to implement difficulty, construction sequence is simple and construction cost is low, and is not only little to the damage of former hollow beam slab, and can improve the bearing capacity of hollow slab bridge original structure, consolidation effect is very good, can effectively solve the reinforcing problem of hollow slab bridge.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Description of drawings
Fig. 1 is a reinforcement process flow chart of the present invention.
Fig. 2 is the highway bridge structural representation after the present invention reinforces.
Fig. 3 is the A-A sectional view of Fig. 2.
Fig. 4 is the B-B sectional view of Fig. 2.
Fig. 5 is the installation position schematic diagram of newly-increased girt strip steel hinge line among Fig. 2.
Fig. 6 is the structural representation that reinforcing cage is used in newly-increased girt strip moulding among Fig. 2.
Fig. 7 is the structural representation of bridge deck pavement steel mesh reinforcement among Fig. 2.
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. 2, Fig. 3, Fig. 4, Fig. 5, Figure 6 and Figure 7, be reinforced highway bridge and be the unbonded prestressed concrete hollow slab bridge and it comprise 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 block, described spandrel girder is the hollow slab beam of being made up of the hollow beam slab 1 of multi-disc.During actual the reinforcing, described highway bridge is the multispan beam bridge and strides the footpath and be 30m.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 whenever to stride the half range bridge be that the hollow beam slab 1 of 150cm is formed by width.
As shown in Figure 1, beam-removing rib-increasing strengthening construction technology of highway bridge of the present invention may further comprise the steps:
Step 1, dismounting work in early stage: at first adopt the cutter tool to cut original crashproof the protecting that is reinforced highway bridge and block and bridge deck pavement 3, adopt the cutter tool to reject the horizontal connection hinge seam of 1 of adjacent two hollow beam slab again.
Cutter tool described in this step is a small machine, blocks and bridge deck pavement 3 and reject laterally to be connected and hollow beam slab 1 is not caused damage when hinge is stitched cutting original crashproof protecting guaranteeing.That is to say, block with bridge deck pavement and reject when laterally being connected hinge and stitching cutting original crashproof protecting, should adopt artificial cooperation small machine, forbid to use large-scale facility, with antisitic defect hollow beam plate 1.
In the present embodiment, adopting pneumatic pick or other mini-plant to cut original crashproof protecting blocks and bridge deck pavement, also adopt simultaneously pneumatic pick or other mini-plant to reject between former beam slab shallow hinge seam to remove the lateral ties of 1 of the hollow beam slab of old bridge, and reject cut with the time should adopt artificial cooperation small appliances, forbid to use large-scale facility, with antisitic defect hollow beam plate 1.
Step 2, beam slab hang and move: the hollow beam slab 1 of multi-disc after will removing with suspender hangs respectively to move to and lays in advance on the good temporary support structure.
Simultaneously, beam slab hang move finish after, also need use the cutter tool to cut and be laid in the structural original bearing pad stone of described lower support, and after being arranged on the structural bent cap of described lower support fixedly one deck reinforcement steel plate, cast forms new bearing pad stone again again.And on the direction across bridge, the overhead height of new bearing pad stone increases gradually from bridge lateral bridge middle part.In the present embodiment, the cross fall of the new bridge bridge floor 2% after reinforcing is finished is formed by the discrepancy in elevation at bearing pad stone top.
Step 3, beam slab disease are checked and are repaired and handle: move to the hollow beam slab 1 of the structural multi-disc of temporary support and carry out the disease inspection respectively hanging, and existing disease situation on each hollow beam slab 1 added up and pick out one or more pieces serious hollow beam slabs 1 of passing into disuse of disease according to statistics, the hollow beam slab 1 that corresponding definite multi-disc of while can be utilized again, the hollow beam slab 1 that can utilize again described multi-disc respectively keeps in repair afterwards.In the actual mechanical process, the quantity of the described hollow beam slab of passing into disuse 1 is a slice or two.
In the present embodiment, 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.In the actual mechanical process, borrow and hang from the adjacent row that steps into when seriously losing the hollow beam slab 1 of value and surpassing 1 if certain strides disease.The repairing of old hollow beam slab 1 mainly is that processing is sealed in the crack, repair with epoxy mortar at the local damage place, while is in the external side polishing of beam and smear interleaving agent, the connection of 1 of newly-increased girt strip 2 and old hollow beam slab was lost efficacy, prevent from after the newly-increased girt strip 2 concrete stretch-draw pressure is passed to old hollow beam slab 1 and cause the Bottom Pressure of old hollow beam slab 1 excessively, prevent that simultaneously the displacement that newly-increased girt strip 2 concrete shrinkage and creep cause from being produced multiple cracking by old hollow beam slab 1 restriction.
Step 4, beam slab are reinstalled: the hollow beam slab 1 that the multi-disc after will keeping in repair can be utilized again promptly utilize again hollow beam slab 1 again direction across bridge be installed at interval on the described lower support structure, described multi-disc utilizes hollow beam slab 1 to be even laying again.
In the present embodiment, for whenever striding the half range bridge, with 7 after repairing utilize again hollow beam slab 1 again direction across bridge install at interval again on original lower support structure.That is to say, for whenever striding half range bridge top hollowcore slab structure, the most serious hollow slab beam 1 of a slice damage is removed in employing, remaining seven utilizes hollow slab beam 1 wide uniform along bridge again, and utilize 1 of hollow slab beam to increase the i.e. reinforcement means of newly-increased girt strip 2 of 6 prestressed concrete beam ribs again at adjacent two, the width of described newly-increased girt strip 2 is 25cm, and the bridge lateral after the reinforcing is 7 hollow slab beam 1 and 6 newly-increased girt strips 2 after repairing.
In the present embodiment, for whenever striding the half range bridge, 7 are utilized hollow slab beam 1 equal horizontal positioned again, and adjacent two of direction across bridge utilizes the difference of rising of hollow slab beam 1 to be 3.5cm again.Utilizing former bearing position, hollow slab beam 1 bottom that 300 * 350 * 47mm specification laminated rubber bearing still is set again, the supporting form that guarantees hollow slab beam 1 is constant, corresponding bottom at newly-increased girt strip 2 is provided with 180 * 200 * 47mm specification laminated rubber bearing, the neoprene bearing of equal thickness makes the elastic compression beam basically identical of mobile load effect undersetting, reduces the shearing of 2 of old hollow slab beam 1 and newly-increased girt strips as far as possible.
Be noted that: before the beam slab described in this step is reinstalled, also need strengthening steel slab at the bottom of the multi-disc of installing is again utilized side bar bottom clamped beam in the hollow beam slab 1 again, and the fixed form of strengthening steel slab is a bonding method at the bottom of the beam.
Step 5, the construction of newly-increased rib: utilize 1 of the hollow beam slab vertically newly-increased girt strip 2 that structure is all identical of constructing respectively again at mounted adjacent two, the work progress of newly-increased girt strip 2 is as follows:
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.
In this step, described 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.
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 in the back portion at newly-increased girt strip 2 both ends the stretch-draw anchor notch are set.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, and 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.
To sum up, after the reinforcing cage that is used for the newly-increased girt strip 2 of moulding processes, adjacent two gaps that utilize 1 of hollow beam slab are again gone in lifting, the side utilizes and to utilize hollow beam slab 1 as template again, the bottom template is that bed die adopts wooden model and adds PVC sleeve pipe (being convenient to form removal) with screw rod and is fixed in and utilizes on the hollow beam slab 1 again, and described bed die was from following dismounting after concrete construction was finished.In addition, described reinforcing cage is closeer in the lower rebar near the bearing end, is difficult to abundant filling for preventing concrete, adopts a small amount of fine concrete to be poured in the end of described reinforcing cage earlier.
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; Correspondingly, the beam-ends template described in the step 604 is the inside wall of end diaphragm 11, and correspondence also need not to install and remove described beam-ends template in step 604 and 607.In the present embodiment, the thickness of described end diaphragm 11 is 50cm, and the main effect of end diaphragm 11 is the end intensity that strengthens thin wall construction, can effectively limit the development of old hollow beam slab 1 top board and web junction longitudinal crack.Simultaneously, because steel strand 4 all adopt and bend up mode and lay, thereby do not pass through fulcrum, corresponding meeting forms the shearing resistance weak area near fulcrum, for strengthening the beam-ends shear resistance, cause beam-ends bottom tensile stress excessive and produce the crack when preventing steel strand 4 stretch-draw, thereby adopt at nearly fulcrum place and to increase vertical plain bars and be vertical stirrup 7 (diameter is 25mm) and the mode that diagonal bar promptly is tilted to shear area reinforcement reinforcing bar 6 is set, resist sloping section shear resistance and sloping section bending resistance to improve.
Step 6, bridge deck pavement 3 constructions: the described new spandrel girder top bridge deck pavement 3 of constructing again, 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.
Finally, the layer of mating formation of the 8cm that the bridge deck pavement that forms 3 of mating formation is formed for the water proof anti-seepage concrete pavement layer 3-2 by the thick concrete integration layer 3-1 of one deck 10cm and one deck 8cm on concrete integration layer 3-1 that mats formation, bridge deck pavement 3 used concrete are the C40 concrete.
In the present embodiment, 3 work progresss of bridge deck pavement described in the step 6 may further comprise the steps:
601, on the top board that utilizes hollow beam slab 1 again, implant many beam reinforced steel bars 9;
602, bridge deck pavement steel mesh reinforcement 10 of forming by many reinforcing bars of construction on by the new spandrel girder that utilizes hollow beam slab 1 and newly-increased girt strip 2 to form again, and described many beam reinforced steel bars 9 are fixedlyed connected with bridge deck pavement steel mesh reinforcement 10, described vertical stirrup 7 stretches out from newly-increased girt strip 2 tops and fixedlys connected with bridge deck pavement steel mesh reinforcement 10; Simultaneously, the crashproof guardrail reinforcing bar that blocks usefulness that protects of pre-buried many moulding on described new spandrel girder;
603, utilize bridge deck pavement steel mesh reinforcement 10, on described new spandrel girder, carry out bridge deck pavement 3 pouring concrete constructions;
604, constructing anti-collision protects and blocks and install deck expansion joint on the bridge deck pavement 3 that construction is finished in step 603.
In sum, the key of beam-removing rib-increasing method reinforcing method is on the basis to the original structure Disease Processing, by the newly-increased girt strip 2 thickening webs of constructing, strengthens bearing capacity; Improve transverse splicing by overlaying bridge deck pavement 3, strengthen globality.In the present embodiment, two 60t cranes of the concrete employing of construction lift by crane hollow beam slab 1 and reasonably support temporarily, check disease situations such as hollow beam slab 1 simultaneously, determine that the hollow beam slab that disease is serious 1 is discarded, whenever stride seven hollow beam slabs 1 of reservation and keep in repair utilization again, and at side bar bottom affixing steel plate reinforcement, after the bent cap affixing steel plate reinforcement is finished, hollow beam slab is hung for 1 time and lateral separation 25cm evenly sets up, be used for the reinforcing cage of the newly-increased girt strip 2 of moulding and steel hinge line 4 field machining and finish the back and adopt little tonnage crane lifting in place, cast increases the concrete of girt strip newly again.
The above; it only is preferred embodiment of the present invention; be not that the present invention is imposed any restrictions, everyly any simple modification that above embodiment did, change and equivalent structure changed, all still belong in the protection domain of technical solution of the present invention according to the technology of the present invention essence.

Claims (10)

1. beam-removing rib-increasing strengthening construction technology of highway bridge, be reinforced highway bridge and be the unbonded prestressed concrete hollow slab bridge and it comprise 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) block, described spandrel girder is the hollow slab beam of being made up of the hollow beam slab of multi-disc (1), it is characterized in that this technology may further comprise the steps:
Step 1, dismounting work in early stage: at first adopt the cutter tool to cut to be reinforced original crashproof the protecting of highway bridge to block and bridge deck pavement (3), adopt the cutter tool to reject horizontal connection hinge seam between adjacent two hollow beam slabs (1) again;
Step 2, beam slab hang and move: the hollow beam slab of multi-disc (1) after will removing with suspender hangs respectively to move to and lays in advance on the good temporary support structure;
Step 3, beam slab disease are checked and are repaired and handle: move to the hollow beam slab of the structural multi-disc of temporary support (1) and carry out the disease inspection respectively hanging, and each hollow beam slab (1) is gone up existing disease situation add up and pick out one or more pieces serious hollow beam slabs (1) of passing into disuse of disease according to statistics, the hollow beam slab (1) that corresponding definite multi-disc of while can be utilized again, the hollow beam slab (1) that can utilize again described multi-disc respectively keeps in repair afterwards;
Step 4, beam slab are reinstalled: the hollow beam slab (1) that the multi-disc after will keeping in repair can be utilized again promptly utilize again hollow beam slab (1) again direction across bridge be installed at interval on the described lower support structure, described multi-disc utilizes hollow beam slab (1) to be even laying again;
Step 5, newly-increased rib construction: utilize the vertically newly-increased girt strip (2) that structure is all identical of constructing respectively between hollow beam slab (1) again at mounted adjacent two, the work progress of newly-increased girt strip (2) is as follows:
501, assembling reinforcement cage: on the mounted back that utilizes hollow beam slab (1) again, the colligation moulding increases the vertical bridge of girt strip (2) newly 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;
503, adopt suspender will be laid with the reinforcing bar cage hoisting of steel strand (4) to adjacent two intervals that utilize again between hollow beam slab (1);
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) end one ground tackle (13) are installed respectively;
505, newly-increased girt strip (2) pouring concrete construction: 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;
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 by stretch-draw steel strand (4) stress state of utilizing hollow beam slab (1) is again adjusted; 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 utilize a plurality of newly-increased girt strip (2) between hollow beam slab (1) to form again by multi-disc;
Step 6, bridge deck pavement (3) construction: the described new spandrel girder top bridge deck pavement (3) of constructing again, 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.
2. according to the described beam-removing rib-increasing strengthening construction technology of highway bridge of claim 1, it is characterized in that: the beam slab described in the step 2 hang move finish after, also need use the cutter tool to cut and be laid in the structural original bearing pad stone of described lower support, and after being arranged on the structural bent cap of described lower support fixedly one deck reinforcement steel plate, cast forms new bearing pad stone again again.
3. according to claim 1 or 2 described beam-removing rib-increasing strengthening construction technology of highway bridge, it is characterized in that: before the beam slab described in the step 4 is reinstalled, also need strengthening steel slab at the bottom of the multi-disc of installing is again utilized side bar bottom clamped beam in the hollow beam slab (1) again.
4. according to claim 1 or 2 described beam-removing rib-increasing strengthening construction technology of highway bridge, it is characterized in that: the reinforcing cage described in the step 501 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).
5. according to the described beam-removing rib-increasing strengthening construction technology of highway bridge of claim 4, it is characterized in that: the bridge deck pavement described in the step 6 (3) work progress may further comprise the steps:
601, on the top board that utilizes hollow beam slab (1) again, implant many beam reinforced steel bars (9);
602, bridge deck pavement steel mesh reinforcement (10) of forming by many reinforcing bars of construction on by the new spandrel girder that utilizes hollow beam slab (1) and newly-increased girt strip (2) to form again, and described many beam reinforced steel bars (9) are fixedlyed connected with bridge deck pavement steel mesh reinforcement (10), described vertical stirrup (7) stretches out from newly-increased girt strip (2) top and fixedlys connected with bridge deck pavement steel mesh reinforcement (10); Simultaneously, the crashproof guardrail reinforcing bar that blocks usefulness that protects of pre-buried many moulding on described new spandrel girder;
603, utilize bridge deck pavement steel mesh reinforcement (10), on described new spandrel girder, carry out bridge deck pavement (3) pouring concrete construction;
604, the last constructing anti-collision of the bridge deck pavement (3) that construction is finished in step 603 protects and blocks and install deck expansion joint.
6. according to claim 1 or 2 described beam-removing rib-increasing strengthening construction technology of highway bridge, it is characterized in that: the cutter tool described in the step 1 is a small machine, blocks and bridge deck pavement (3) and reject laterally to be connected and hollow beam slab (1) is not caused damage when hinge is stitched cutting original crashproof protecting guaranteeing.
7. according to claim 1 or 2 described beam-removing rib-increasing strengthening construction technology of highway bridge, it is characterized in that: during newly-increased girt strip (2) pouring concrete construction described in the step 505, the casting sequence of direction across bridge is: pour into a mould position middle girder placed in the middle in a plurality of newly-increased girt strips (2) 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.
8. according to claim 1 or 2 described beam-removing rib-increasing strengthening construction technology of highway bridge, it is characterized in that: described highway bridge is the multispan beam bridge and strides the footpath for 30m.
9. according to the described beam-removing rib-increasing strengthening construction technology of highway bridge of claim 3, it is characterized in that: before the beam slab described in the step 4 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; Correspondingly, the beam-ends template described in the step 604 is the inside wall of end diaphragm (11), and correspondence also need not to install and remove described beam-ends template in step 604 and 607.
10. according to claim 1 or 2 described beam-removing rib-increasing strengthening construction technology of highway bridge, it is characterized in that: the quantity of the hollow beam slab of passing into disuse described in the step 3 (1) is a slice or two.
CN200910023736A 2009-08-31 2009-08-31 Beam-removing rib-increasing strengthening construction technology of highway bridge Pending CN101644032A (en)

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Cited By (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101922141A (en) * 2010-07-16 2010-12-22 中交第一公路工程局有限公司 Structure and construction method of bearing pad stone
CN102518042A (en) * 2011-12-19 2012-06-27 衡水橡胶股份有限公司 Method of constructing transverse connection prestressed tendons of T-shaped simply-supported concrete composite bridge
CN103061271A (en) * 2012-12-25 2013-04-24 中铁大桥勘测设计院集团有限公司 Single plate force-bearing reinforcing method of hollow slab bridge
CN103174098A (en) * 2012-05-09 2013-06-26 金辉 Strengthening method for stress on single plate by using steel reinforced concrete
CN103726439A (en) * 2014-01-02 2014-04-16 东南大学 Reinforcing steel bar structure of hinge joint
CN104674660A (en) * 2015-02-07 2015-06-03 沈阳建筑大学 Novel hollow plate hinge joint structure and construction method thereof
CN104846753A (en) * 2015-05-28 2015-08-19 大连市市政设计研究院有限责任公司 Bridge deck opening maintaining method
CN103541305B (en) * 2013-10-15 2015-11-18 福州大学 A kind of construction method of the hollow slab bridge structure with integration pave-load layer
CN109972536A (en) * 2019-03-06 2019-07-05 安徽省公路桥梁工程有限公司 The construction method of hollow slab girder reinforcing structure

Cited By (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101922141A (en) * 2010-07-16 2010-12-22 中交第一公路工程局有限公司 Structure and construction method of bearing pad stone
CN102518042A (en) * 2011-12-19 2012-06-27 衡水橡胶股份有限公司 Method of constructing transverse connection prestressed tendons of T-shaped simply-supported concrete composite bridge
CN103174098A (en) * 2012-05-09 2013-06-26 金辉 Strengthening method for stress on single plate by using steel reinforced concrete
CN103174098B (en) * 2012-05-09 2015-08-05 金辉 A kind of reinforcement means of steel reinforced concrete punishment single slab bearing
CN103061271A (en) * 2012-12-25 2013-04-24 中铁大桥勘测设计院集团有限公司 Single plate force-bearing reinforcing method of hollow slab bridge
CN103541305B (en) * 2013-10-15 2015-11-18 福州大学 A kind of construction method of the hollow slab bridge structure with integration pave-load layer
CN103726439A (en) * 2014-01-02 2014-04-16 东南大学 Reinforcing steel bar structure of hinge joint
CN104674660A (en) * 2015-02-07 2015-06-03 沈阳建筑大学 Novel hollow plate hinge joint structure and construction method thereof
CN104846753A (en) * 2015-05-28 2015-08-19 大连市市政设计研究院有限责任公司 Bridge deck opening maintaining method
CN109972536A (en) * 2019-03-06 2019-07-05 安徽省公路桥梁工程有限公司 The construction method of hollow slab girder reinforcing structure
CN109972536B (en) * 2019-03-06 2020-07-10 安徽省公路桥梁工程有限公司 Construction method of hollow slab beam reinforcing and strengthening structure

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