CN102535357B - Method for strengthening double-T bridge composite structure for railway - Google Patents
Method for strengthening double-T bridge composite structure for railway Download PDFInfo
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- CN102535357B CN102535357B CN201210039543.5A CN201210039543A CN102535357B CN 102535357 B CN102535357 B CN 102535357B CN 201210039543 A CN201210039543 A CN 201210039543A CN 102535357 B CN102535357 B CN 102535357B
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Abstract
A method for strengthening a double-T bridge composite structure for a railway is characterized by including: firstly, treating bottom surfaces at the connection positions of an upper flange and a lower flange of an original concrete beam; secondly, embedding bars in concrete at the connection positions of the upper flange and the lower flange of the original concrete beam; thirdly, making a steel plate (10) and welding studs (9); fourthly, tying a reinforcing mesh (11), and mounting the reinforcing mesh in position; fifthly, coating the steel plate (10) with structural adhesive and scattering fine sand on the steel plate (10), and mounting the steel plate (10); sixthly mixing micro-expansive self-compacting concrete; seventhly, spouting the micro-expansive self-compacting concrete; and eighthly, curing the concrete to obtain the composite structured strengthened bridge. The original split main beam is connected through the steel plate and concrete composite structure and has box type cross section, so that transverse rigidity is enhanced, and the strengthening effect is improved evidently under cooperation of the steel plate and the concrete. The method is applicable to strengthening of railway T-beams, concrete box beams, hollow slab beams, common reinforced beams and prestressed concrete beams, and especially when used for strengthening modification of bridges, the method has the advantages that the height of a clearance below the original bridge is not lowered nearly, the flat surface of the original structure is not required, manufacturing cost is low, structural appearance is unaffected and the like.
Description
Technical field
The present invention relates to bridge and the Structural Engineering field of civil engineering, be specifically related to a kind of reinforcing intensifying method and construction technology of bridge superstructure, especially relate to the method for rapidly reinforcing to heavy haul railway tee girder.
Background technology
Heavy haul railway conveying capacity is large, and economic and social benefit is remarkable, and Development of Railway heavy haul transport, has become the direction of countries in the world Transportation Development, and Ye Shi China accelerates the main path improving railway transport capacity.Quickening coal transport facility construction and both wired capacity expansion revamping dynamics, formation transport power is powerful, tissue is advanced, coal transportation system that is perfect in shape and function is one of important development content of China's Mid-term and Long-term Plan of the Railway Network.Ensure that heavy haul railway is runed efficiently and safely, each key element of composition heavy haul railway system must keep high standard, and the distinctive high rate of traffic flow of China in addition, this has higher requirement to China's heavy haul railway technology.
Railway heavy haul transport is a comprehensive system engineering, involves the overall process of Railway Design, construction, operation and maintenance.Railway heavy haul transport proposes many new problems to train dynamics, wheel rail relation, track, bridge, roadbed etc.The essential difference of heavy haul railway and general railway is that the dynamic load intensity suffered by bridge, roadbed strengthens, stand under load frequency increases, cause load effect increasing, the increasing of material stress width, cause shorten the application life of Existing Railway Bridges and roadbed and track, the safety stock of the aspect such as intensity, rigidity, stability of structure declines, and the probability that various disease occurs strengthens, harmfulness aggravation.If China's Datong-Qinhuangdao Railway, north yellow line are through heavy service in a few years, create the fracture of bridge diaphragm, the inclination of beam body crackle, pier rhegma, beam-ends dieback, bearing, the distortion of culvert rhegma, culvert and bridges and culverts changeover portion subgrade settlement, interval embankment and the sinking of cutting location, shoulder width is not enough, bedding is risen soil and the polytype such as plate knot of ballast bed, impeded drainage disease.Along with the heavy increasing of China railways heavy haul transport axle, the improving constantly and the continuous increase of rate of traffic flow of traction tones, the service condition of Existing Railway Bridges and roadbed will worsen more, and the probability that bridge and subgrade defect produce will strengthen further.
For meeting growing transport demand, train axle heavy load is brought up to 30 tons by 25 tons by China's goods train particularly coal-transporting line, after load improves, although its strength and stiffness of 32m, 24m span common height prestressed concrete freely-supported tee girder can meet Operational requirements on existing line, but experimental study shows along with the secondary increase of axle repetition, under T beam, water chestnut concrete in tension zone easily produces Vertical Cracks, cause the cracking resistance of prestressed concrete beam to reduce, and then affect bridge fatigue durability.Can meet Normalization rule requirement for this kind of strength and stiffness, how the beam body of crack resistance difference takes enhancements to promote its fatigue durability effectively only becomes the problem that railway transport administration department extremely pays close attention to.
Reinforcement means conventional in current bridge engineering has reinforcement method of enlarging section, reinforcement by sticking of sheets, FRP material strengthening with external bonding method, change structure force path reinforcing method and reinforced with external steel encased etc.By the impact of form of structure or material behavior, these traditional reinforcement means all have certain limitation.
(1) when adopting reinforcement method of enlarging section, if fail to analyze from integrally-built angle in design, be only local and strengthen and strengthen, overall structure other parts can be caused like this to form weak floor and significant damage occurs; Strengthen member section, its quality and rigidity will change, and the intrinsic frequency of structure also changes thereupon, probably enter into the frequency of earthquake or wind shake and produce covibration.
(2) although reinforcement by sticking of sheets construction technology is simpler, the bearing capacity of structure can be improved to a certain extent, but require higher to beam surface planeness, cleannes, and the validity of reinforcing depends primarily on intensity and the durability of binding material, anti-fatigue performance is also stable not.
(3) FRP reinforces not obvious to the raising of the rigidity of structure, and shearing resistance and connectivity problem are all more outstanding, and between FRP material and concrete the durability of adhesive surface and fireproof performance poor.
In sum, there is the defects such as new and old bi-material connection reliability bearing capacity that is not enough, that improve is limited, durability is poor in traditional reinforcement means.Need close traffic at affixing steel plate, FRP material and glue setting up period, this exactly heavy haul railway operation department abstain from because railway interrupts one day, its economic loss will reach more than one hundred million unit.The situation that National Engineering Laboratory for High Speed Rail Construction of Central South University causes fatigue durability to reduce because of concrete in tension zone crack resistance deficiency in repetition test is for heavy haul railway bridge develops a kind of construction method of heavily loaded railroad bridge being carried out to intensive treatment, this technology is reinforced based on combining structure and microdilatancy self-compacting concrete theory, can while the former bridge bearing ability of lifting, improve the fatigue durability of bridge, and reduce former bridge under-clearance height hardly, construction uninterrupted traffic, speed of application is fast, cost is low.
Summary of the invention
The prolonged application of heavy haul railway bridge, suffered dynamic load intensity strengthens, stand under load frequency increases, load effect is caused to strengthen, material stress width strengthens, cause shorten the application life of Existing Railway Bridges and roadbed and track, the intensity of structure, rigidity, the safety stock of the aspects such as stability declines, the probability that various disease occurs strengthens, harmfulness is aggravated, a kind of novel method for strengthening double-T bridge composite structure for railway is the object of the present invention is to provide to increase the application life of heavy haul railway bridge, improve the structural strength of heavy haul railway bridge, rigidity, stability, reduce the various harmfulness of heavy haul railway bridge.
Solution of the present invention is on the basis of existing technology, a kind of novel railway method for strengthening double-T bridge composite structure is provided, the concrete T-shaped beam top board of two panels concrete T-shaped beam forms girder top flange, the concrete T-shaped beam base plate of two panels concrete T-shaped beam forms bottom flange, it is characterized in that the girder top flange and the bottom flange that are connected original separation by steel plate-concrete combined structure respectively, make separate type girder become box-type section, increase lateral stiffness.Described girder comprises separate type T beam, concrete box girder, hollow slab beam, normal reinforced concrete beam or prestressed concrete beam.According to double-T bridge composite structure for railway reinforcing technique of the present invention, combining structure reinforcing, microdilatancy self-compacting concrete advantage are separately fully utilized, the original girder be separated is connected by steel plate-concrete combined structure, separate type girder is made to become box-type section, increase lateral stiffness, co-operation, improves consolidation effect very significantly.Railway T-beam, concrete box girder, hollow slab beam, normal reinforced concrete beam, prestressed concrete beam reinforcing can be widely used in, particularly when being applied in bridge strengthening transformation, reduce former bridge under-clearance height hardly, do not require original structure surfacing, cost is low, do not affect constructional appearance etc., economical, safe, applicable, workmanship is easy to ensure, application prospect is extensive.
Feature of the present invention is also by bar planting bottom girder top flange and junction, bottom flange, weld stud on steel plate, sprays microdilatancy self-compacting concrete and form overall co-operation to make footing and original structure between former concrete beam and strengthening steel slab.
Feature of the present invention is also that concrete is microdilatancy self-compacting concrete, and the slump should at 240mm ~ 270mm; Slump flow test is at 600mm ~ 700mm; U-shaped instrument test height difference △ h is less than 30mm; V funnel is by the time at 4s ~ 25s, and coarse aggregate size is 5mm ~ 20mm, and elongated particles is less than 10%, and the fineness modulus of fines is greater than 2.3.
Feature of the present invention is also to adopt classification pressurization when spraying microdilatancy self-compacting concrete, and once pressurization is no more than 0.2 ~ 0.4MPa.
Feature of the present invention is also to spray microdilatancy self-compacting concrete Stress control at 2.0 ~ 5.0MPa, and injection speed controls at 15 ~ 20L/min.
Feature of the present invention is also to comprise the following steps: A, former concrete beam top flange and the floor interface process of junction, bottom flange; B, former concrete beam top flange and bottom surface, junction, bottom flange planting reinforced bar into concrete; C, making steel plate and weld stud; D, assembling reinforcement net, be in place; E, steel plate is coated with structure glue and spreads fine sand, steel plate is installed; F, microdilatancy self-compacting concrete mixing; G, injection microdilatancy self-compacting concrete; H, concrete curing.
Feature of the present invention is also that steps A comprises: remove, the rendering layer of former concrete beam top flange and bottom surface, junction, bottom flange and decorative layer until expose concrete surface.
Feature of the present invention is also that steps A comprises: the concrete of former concrete beam top flange and bottom surface, junction, bottom flange exists the initial imperfection of vacancy, need remove to closely knit place its rejected region.
Feature of the present invention is also that steps A comprises: by former concrete beam top flange and bottom surface, junction, bottom flange concrete dabbing, and the dabbing degree of depth is not less than 6mm, then uses the scum silica frost on water cleaning concrete surface, dust.
Feature of the present invention is also that steps A comprises: the reinforcing bar of former concrete beam top flange and bottom surface, junction, bottom flange has corrosion phenomena, need eliminate rust to rebar surface.
Feature of the present invention is also that steps A comprises: the corrosion of steel bar area bottom former concrete beam and the ratio of former section area, more than 1/12, need recruit reinforcing bar.
Feature of the present invention is also that the bar planting spacing in described step B is that 25 ~ 40cm is in length and breadth to equidistant layout.
Feature of the present invention is also that peg spacing in described step C is according to identical with bar planting spacing, and horizontal spacing indulged by peg is 25cm ~ 40cm, and weld stud is in length and breadth to equidistant layout, and peg and bar planting alternately form blossom type and arrange shape.
Feature of the present invention is also that the bar diameter in described step D is 10mm, and the half that lateral arrangement distance is bar planting distance indulged by steel mesh reinforcement, and layout is highly the half of reinforced concrete thickness.
First technical problem to be solved by this invention is the problem reduced to solve heavy haul railway bridge fatigue durability, provides a kind of construction method carrying out strengthening consolidation process to heavily loaded railroad bridge superstructure.
It is a kind of new form of structure grown up on the steel one concrete combination beam basis of classics that steel plate-Combined concrete is reinforced.Steel plate can be arranged in the bottom of beam, gives full play to the feature that its tensile strength is high; Also the side of beam can be arranged in, to increase the shear resistance of concrete beam.When steel plate one Combined concrete is reinforced, by weld on steel plate peg, the bar planting of former concrete beam lower surface, between former concrete beam and strengthening steel slab the measure such as fluid concrete make footing and original structure form entirety.Described former concrete beam comprises the T beam, concrete box girder, hollow slab beam, normal reinforced concrete beam or the prestressed concrete beam structure that have existed.
Second technical problem to be solved by this invention is to provide a kind of method that effectively can strengthen railway separate type girder transverse integral.
Experimental study and engineering practice show, railroad train derailing is directly relevant to lateral rigidity of bridge, therefore must ensure the lateral stiffness that heavy haul railway bridge is enough.For solving this technical problem, the present invention connects the original girder be separated by steel plate-concrete combined structure, makes separate type girder become box-type section, increases lateral stiffness, effectively strengthens heavy haul railway bridge lateral globality.
3rd technical problem to be solved by this invention be break through concrete can not vibration compacting, the technical bottleneck of concrete quality cannot be ensured, provide the one small space be adapted between steel plate (template) and former concrete T-shaped beam to inject and the concrete that can ensure the quality of products.
Microdilatancy self-compacting concrete is named based on concrete workability, refer to that green concrete has high fluidity, good cohesiveness, do not emanate, not bleeding, can when without Liu Ping flow through the concrete that reinforcing bar is full of mould voluntarily voluntarily when vibrating or vibrate less.The hardening capacity of microdilatancy self-compacting concrete is similar to ordinary concrete, and fresh mixing concrete property then differs greatly with ordinary concrete.The self-compacting ability of microdilatancy self-compacting concrete mainly comprises mobility, education resistance and fillibility.Often kind of performance all can adopt more than one methods such as slump flow test test, V funnel testing (or T50 test) and the test of L-type case to detect.
Microdilatancy self-compacting concrete belongs to the category of high performance concrete.Microdilatancy self-compacting concrete, except meeting durability, application property, applicability, intensity, volume stability and the cost-effectiveness requirement in high performance concrete definition, application property has higher requirement.It breaches the limitation of traditional vibrated concrete on molding mode, self gravitation (or only needing external force slight vibration) is relied on just can freely to trickle completely, pass through reinforcing bar gap-fill template every nook and cranny, after sclerosis, be met the intensity of requirement and good endurance quality.
Therefore, microdilatancy self-compacting concrete is the effect of reinforcing from the performance guarantee of material not only, also ensure that steel plate and concrete composite structural reinforcement members and former concrete structure member form an entirety from construction technology, solve the bottleneck that restriction steel plate and concrete composite structural strengthening technology uses.
4th technical problem to be solved by this invention is to provide a kind of method strengthening connection reliability between steel plate and concrete and new, old concrete.
The present invention takes to mix measure as follows for the connection between steel plate and concrete and new, old concrete:
(1) on the bonding surface of steel plate and as placed concrete, be coated with structure glue, and spread fine sand, strengthen steel plate and be connected reliability with as placed concrete interface;
(2) strengthening steel slab periphery is corresponding with bar planting in concrete welds, and strengthens steel and Combined concrete service behaviour.According to method of the present invention, relative operation comprises following key step:
Steps A: bottom surface, former concrete beam top flange, side, bottom flange and floor interface process
Comprise the following steps in described steps A:
(1) rendering layer of bottom surface, former concrete beam top flange, side, bottom flange and bottom surface and decorative layer are removed, until expose concrete surface;
(2) if the concrete of bottom surface, former concrete beam top flange, side, bottom flange and bottom surface exists the initial imperfections such as cavity, need remove to closely knit place to its rejected region;
(3) by concrete dabbing, and the dabbing degree of depth is not less than 6mm, then uses the scum silica frost on water cleaning concrete surface, dust;
(4) if when the reinforcing bar at structural strengthening position has a corrosion phenomena, need eliminate rust to rebar surface; When the ratio of corrosion of steel bar area and former section area in structure is more than 1/12, reinforcing bar need be recruited.
Step B: bottom surface, former concrete beam top flange, side, bottom flange and bottom surface planting reinforced bar into concrete
Its key points for operation:
(1), when adopting embedding re-bar technique, the strength grade of concrete of bridge main member must not lower than C25, and other concrete members strength grade must not lower than C20.
(2) bridge force-bearing bar planting sticks with glue agent and should adopt A level glue; Only by adopting B level glue during detailing requiments bar planting.
(3) bar planting spacing should according to 25cm ~ 40cm in length and breadth to equidistant layout.
Step C: make steel plate and weld stud
Comprise the following steps in described step C:
(1) steel plate meeting designing requirement is made;
(2) select the socket cap weldering nail meeting national standard, according to bar planting spacing, namely according to 25cm ~ 40cm in length and breadth to equidistant weld stud, note alternately forming blossom type arrange shape with bar planting;
(3) if needed, steel plate makes microdilatancy self-compacting concrete injection orifice.
Step D: assembling reinforcement net, is in place
For preventing reinforced concrete cleavage fracture, need arrange one deck steel mesh reinforcement at reinforced concrete 1/2 At The Height, diameter should adopt 10mm, arranges that distance is preferably the half of bar planting distance, namely according to 12.5cm ~ 20cm in length and breadth to equidistant layout.
Step e: be coated with structure glue and spread fine sand on steel plate, installs steel plate
Comprise the following steps in described step e:
(1) according to designing requirement, hoisting steel plate is put in place;
(2) steel plate periphery is welded with bar planting, increase interface and connect reliability.
Step F: microdilatancy self-compacting concrete mixing
After concrete mixing completes, should carry out slump consistancy test, the test of L-type Flow Meter, the test of U-shaped instrument, V funnel testing, its testing result should meet following standard: the slump should control at 240mm ~ 270mm; Slump flow test should control at 600mm ~ 700mm; U-shaped instrument test height difference △ h should be less than 30mm; V funnel should be controlled at 4s ~ 25s by the time.
Step G: spray microdilatancy self-compacting concrete
Comprise the following steps in described step G:
(1) half an hour before injection, with the abundant moistening original structure concrete of water and steel plate;
The injection of microdilatancy self-compacting concrete adopts machinery injection continuously, and spray microdilatancy self-compacting concrete Stress control at 2.0 ~ 5.0MPa, jet velocity controls at 15 ~ 20L/min.。Ensure that continuous several spray-hole is injected as far as possible simultaneously, with wooden mallet to encased steel plate percussion vibration a little, suitably can plug and pound with long pricker if desired, guarantee the closely knit of sprayed mortar during injection;
(2) structure each position distortions should be noted during injection, answer continuous pouring strenthening member complete, and the middle ware break time can not exceed the concrete initial set time.
Step H: concrete curing
After pouring concrete completes, water curing should be executed in time, ensure 7 ~ 14 day curing time: first 7 day every day should execute water curing least four times: go to work in the morning, before having a meal noon, before having supper at dusk, between at 11 ~ 12 in evening.Latter 7 days, execute water curing every day early, middle and late three times.
Technique scheme of the present invention is compared traditional reinforcement means and is had the following advantages:
(1) steel of the present invention-Combined concrete reinforcing technique, steel plate is arranged in the bottom of former concrete beam, gives full play to the feature that its tensile strength is high; Also can be arranged in the side of former concrete beam as required, to increase the shear resistance of concrete beam simultaneously.
(2) steel of the present invention-Combined concrete reinforcing technique, connects the original girder be separated by steel plate-concrete combined structure, makes separate type girder become box-type section, increase lateral stiffness, effectively strengthens heavy haul railway bridge lateral globality.
(3) steel of the present invention-Combined concrete reinforcing technique, by weld stud on steel plate, in the surface bar planting of former concrete beam, between former concrete beam and strengthening steel slab, pour into a mould the measures such as self-compacting concrete make footing and original structure form entirety, can effective co-operation, the supporting capacity of structure particularly bridge construction can be improved significantly.
(4) steel of the present invention-Combined concrete reinforcing technique, take full advantage of the performance of new, old material, have that bearing capacity is high, rigidity be large, anti-seismic performance and power performance is good, deadweight increases the advantages such as little, consolidation effect is outstanding, be specially adapted to the reinforcing of bearing dynamic load structural element.
(5) steel of the present invention-Combined concrete reinforcing technique, steel plate can as the template of concreting, can accelerating construction progress, saves construction cost simultaneously.
(6) steel of the present invention-Combined concrete reinforcing technique, strengthening steel slab is positioned at concrete outside, therefore there is not the problem that distress in concrete exposes.
(7) steel of the present invention-Combined concrete reinforcing technique, because do not need again to set up stent support template, so little to traffic impact under bridge, simultaneously little on the impact of structure headway, when especially adopting the method to be used for T section beam, can not deck-molding be increased, reduce headway.Therefore technical method of the present invention is particularly suitable for the reinforcing of heavy haul railway bridge, also can reinforces overpass bridge and the bridge crossing of heavy traffic under bridge simultaneously, and strict structure is required to headway.
(8) steel of the present invention-Combined concrete reinforcing technique, shaping without the need to vibrating in casting process owing to make use of microdilatancy self-compacting concrete, therefore the invention solves arrangement of reinforcement intensive, complex structure, template and former component narrow space etc. block the problems such as the cavity of causing because of aggregate, and decrease conventional concrete construction because of leak shake, the pitted skin of hierarchical cellular up and down that crossing shakes causes, improve concrete quality and endurance quality, thus enormously simplify reinforcing construction process, the position that ordinary concrete cannot be constructed becomes possibility, be specially adapted to some complicated, the ruggedized construction component of the opposite sex, greatly expand the scope of application.
(9) steel of the present invention-Combined concrete reinforcing technique, owing to make use of microdilatancy self-compacting concrete, significantly reduces the noise pollution in the construction of traditional vibrated concrete, significantly alleviates the labour intensity of workman.Simultaneously because preparation self-compacting concrete needs to utilize the industrial solid castoffs such as flyash, granulated blast-furnace slag, silicon ash in a large number, be conducive to the comprehensive utilization of resource and the protection of ecological environment.
(10) steel of the present invention-Combined concrete reinforcing technique, proposes, at reinforced concrete layer intermediate arrangement one deck steel mesh reinforcement, to efficiently solve concrete splitting problem, ensure that steel plate and concrete co-operation.
(11) steel of the present invention-Combined concrete reinforcing technique, proposes every block strengthening steel slab periphery to weld with bar planting, effectively strengthens steel plate and concrete connection.
In sum, compared with prior art, railway bridge steel of the present invention-Combined concrete reinforcing technique has fully utilized combining structure reinforcing, microdilatancy self-compacting concrete advantage separately, the original girder be separated is connected by steel plate-concrete combined structure, separate type girder is made to become box-type section, increase lateral stiffness, co-operation, improves consolidation effect very significantly.Railway T-beam, concrete box girder, hollow slab beam, normal reinforced concrete beam, prestressed concrete beam reinforcing can be widely used in, particularly when being applied in bridge strengthening transformation, reduce former bridge under-clearance height hardly, do not require original structure surfacing, cost is low, do not affect constructional appearance etc., economical, safe, applicable, workmanship is easy to ensure, application prospect is extensive.
Accompanying drawing explanation
Accompanying drawing is used to provide a further understanding of the present invention, and forms a part for manual, together with embodiments of the present invention for explaining the present invention.Wherein
Fig. 1 is prestressed concrete simple T girder bridge half elevation figure;
Fig. 2 is prestressed concrete simple T girder bridge conventional section figure;
Fig. 3 is prestressed concrete simple T girder bridge diaphragm profile;
Fig. 4 is T beam bridge conventional section bar planting schematic diagram;
Fig. 5 is T beam bridge diaphragm section bar planting schematic diagram;
Fig. 6 is T beam bridge conventional section schematic diagram after reinforcing;
Fig. 7 is T beam bridge diaphragm sectional schematic diagram after reinforcing;
Fig. 8 is that steel plate-concrete combined structure reinforces detail structure drawing;
In figure, Reference numeral is expressed as: 1-concrete T-shaped beam top board; 2-concrete T-shaped beam web; 3-concrete T-shaped beam base plate; 4-diaphragm; Junction, 5-T beam top flange; 6-T lower flange of girder edge junction; 7-diaphragm bottom junctions; 8-bar planting; 9-peg; 10-steel plate; 11-steel mesh reinforcement.
Detailed description of the invention
Be described the preferred embodiments of the present invention below in conjunction with accompanying drawing, wherein in figure, Reference numeral is expressed as: 1-concrete T-shaped beam top board; 2-concrete T-shaped beam web; 3-concrete T-shaped beam base plate; 4-diaphragm; Junction, 5-T beam top flange; 6-T lower flange of girder edge junction; 7-diaphragm bottom junctions; 8-bar planting; 9-peg; 10-steel plate; 11-steel mesh reinforcement.
Solution of the present invention is on the basis of existing technology, method for strengthening double-T bridge composite structure for railway, the concrete T-shaped beam top board of two panels concrete T-shaped beam forms girder top flange, the concrete T-shaped beam base plate of two panels concrete T-shaped beam forms bottom flange, concrete T-shaped beam top board is characterized in that the girder top flange and the bottom flange that are connected original separation by steel plate-concrete combined structure respectively, make separate type girder become box-type section, increase lateral stiffness.Described girder comprises separate type T beam, concrete box girder, hollow slab beam, normal reinforced concrete beam or prestressed concrete beam.
Feature of the present invention is also by bar planting bottom girder top flange and junction, bottom flange, weld stud on steel plate, sprays microdilatancy self-compacting concrete and form overall co-operation to make footing and original structure between former concrete beam and strengthening steel slab.
Feature of the present invention is also that concrete is microdilatancy self-compacting concrete, and the slump should at 240mm ~ 270mm; Slump flow test is at 600mm ~ 700mm; U-shaped instrument test height difference △ h is less than 30mm; V funnel is by the time at 4s ~ 25s, and coarse aggregate size is 5mm ~ 20mm, and elongated particles is less than 10%, and the fineness modulus of fines is greater than 2.3.
Feature of the present invention is also to adopt classification pressurization when spraying microdilatancy self-compacting concrete, and once pressurization is no more than 0.2 ~ 0.4MPa.
Feature of the present invention is also to spray microdilatancy self-compacting concrete Stress control at 2.0 ~ 5.0MPa, and injection speed controls at 15 ~ 20L/min.
Feature of the present invention is also to comprise the following steps: A, former concrete beam top flange and the floor interface process of junction, bottom flange; B, former concrete beam top flange and bottom surface, junction, bottom flange planting reinforced bar into concrete; C, making steel plate and weld stud; D, assembling reinforcement net, be in place; E, steel plate is coated with structure glue and spreads fine sand, steel plate is installed; F, microdilatancy self-compacting concrete mixing; G, injection microdilatancy self-compacting concrete; H, concrete curing.
Feature of the present invention is also that steps A comprises: remove, the rendering layer of former concrete beam top flange and bottom surface, junction, bottom flange and decorative layer until expose concrete surface.
Feature of the present invention is also that steps A comprises: the concrete of former concrete beam top flange and bottom surface, junction, bottom flange exists the initial imperfection of vacancy, need remove to closely knit place its rejected region.
Feature of the present invention is also that steps A comprises: by former concrete beam top flange and bottom surface, junction, bottom flange concrete dabbing, and the dabbing degree of depth is not less than 6mm, then uses the scum silica frost on water cleaning concrete surface, dust.
Feature of the present invention is also that steps A comprises: the reinforcing bar of former concrete beam top flange and bottom surface, junction, bottom flange has corrosion phenomena, need eliminate rust to rebar surface.
Feature of the present invention is also that steps A comprises: the corrosion of steel bar area bottom former concrete beam and the ratio of former section area, more than 1/12, need recruit reinforcing bar.
Feature of the present invention is also that the bar planting spacing in described step B is that 25 ~ 40cm is in length and breadth to equidistant layout.
Feature of the present invention is also that peg spacing in described step C is according to identical with bar planting spacing, and horizontal spacing indulged by peg is 25cm ~ 40cm, and weld stud is in length and breadth to equidistant layout, and peg and bar planting alternately form blossom type and arrange shape.
Feature of the present invention is also that the bar diameter in described step D is 10mm, and the half that lateral arrangement distance is bar planting distance indulged by steel mesh reinforcement, and layout is highly the half of reinforced concrete thickness.
Embodiment one is heavy haul railway prestressing force simple T beam bridge.
Comprise the following steps according to steel of the present invention-Combined concrete reinforcing technique:
Fig. 1 is prestressed concrete simple T girder bridge half elevation figure; Five pieces of diaphragms 4 are had between the concrete T-shaped beam top board 1 of prestressed concrete simple T girder bridge as shown in Figure 1 and concrete T-shaped beam base plate 3, diaphragm 4 is arranged perpendicular to concrete T-shaped beam web 2, and prestressed concrete simple T girder bridge as shown in Figure 1 includes conventional section and contains the different section of two kinds, diaphragm section.
Fig. 2 is prestressed concrete simple T girder bridge conventional section figure, as shown in Figure 2, standard section comprises concrete T-shaped beam top board 1, concrete T-shaped beam web 2 and concrete T-shaped beam base plate 3, and between two concrete T-shaped beam webs 2 of two panels concrete T-shaped beam, concrete T-shaped beam top board 1 bottom of section is junction, T beam top flange 5; Concrete T-shaped beam base plate 3 bottom of two panels tee girder is T lower flange of girder edge junction 6.
Fig. 3 is prestressed concrete simple T girder bridge diaphragm profile, as shown in Figure 3, by two panels concrete T-shaped beam being coupled to entirety perpendicular to the annular diaphragm 4 on two panels concrete T-shaped beam willfully face, perpendicular to the concrete T-shaped beam top board 1 of two panels concrete T-shaped beam, concrete T-shaped beam web 2 and concrete T-shaped beam base plate 3 while of annular diaphragm 4.
The implementation step of method for strengthening double-T bridge composite structure for railway:
Steps A: junction, T beam top flange 5, T lower flange of girder edge junction 6, diaphragm bottom junctions 7 interface processing, as shown in Figure 2 and Figure 3, comprise the following steps in described steps A:
(1) rendering layer of junction, T beam top flange 5, T lower flange of girder edge junction 6, diaphragm bottom junctions 7 and decorative layer are removed, until expose concrete surface;
(2) if the concrete of junction, T beam top flange 5, T lower flange of girder edge junction 6, diaphragm bottom junctions 7 exists the initial imperfections such as cavity, need remove to closely knit place to its rejected region;
(3) by concrete dabbing, and the dabbing degree of depth is not less than 6mm, then uses the scum silica frost on water cleaning concrete surface, dust;
(4) if when the reinforcing bar at structural strengthening position has a corrosion phenomena, need eliminate rust to rebar surface; When the ratio of corrosion of steel bar area and former section area in structure is more than 1/12, reinforcing bar need be recruited.
Junction, step B:T beam top flange 5, T lower flange of girder edge junction 6, diaphragm bottom junctions 7 planting reinforced bar into concrete, Fig. 4 is T beam bridge conventional section bar planting schematic diagram; Fig. 5 is T beam bridge diaphragm section bar planting schematic diagram, as shown in Figure 4 and Figure 5, in junction, T beam top flange 5, T lower flange of girder edge junction 6, diaphragm bottom junctions 7 concrete surface bar planting 8, its key points for operation:
(1), when adopting embedding re-bar technique, the strength grade of concrete of bridge main member must not lower than C25, and other concrete members strength grade must not lower than C20.
(2) bridge force-bearing bar planting sticks with glue agent and should adopt A level glue; Only by adopting B level glue during detailing requiments bar planting.
(3) bar planting spacing should according to 25cm ~ 40cm in length and breadth to equidistant layout.
Step C: making steel plate 10 and weld stud 9, Fig. 6 are T beam bridge conventional section schematic diagrames after reinforcing, and Fig. 7 is T beam bridge diaphragm sectional schematic diagram after reinforcing, and as shown in Figure 6,7, comprises the following steps in step C:
(4) steel plate 10 meeting designing requirement is made;
(5) select the socket cap weldering nail 9 meeting national standard, according to bar planting 8 spacing, namely according to 25cm ~ 40cm in length and breadth to equidistant weld stud 9, note alternately forming blossom type arrange shape with bar planting;
(6) if needed, steel plate 10 makes microdilatancy self-compacting concrete spray-hole.
Step D: assembling reinforcement net 11, be in place, Fig. 8 is that steel plate-concrete combined structure reinforces detail structure drawing, as shown in Figure 8, for preventing reinforced concrete cleavage fracture, need arrange one deck steel mesh reinforcement 11 at reinforced concrete 1/2 At The Height, diameter should adopt 10mm, arrange that distance is preferably the half of bar planting 8 distance, namely according to 12.5cm ~ 20cm in length and breadth to equidistant layout.
Step e: be coated with structure glue and spread fine sand on steel plate 10, installs steel plate 10
Comprise the following steps in described step e:
(1) according to designing requirement, steel plate 10 lifting is put in place;
(2) steel plate 10 periphery is welded with bar planting 8, increase interface and connect reliability.
Step F: microdilatancy self-compacting concrete mixing
After concrete mixing completes, should carry out slump consistancy test, the test of L-type Flow Meter, the test of U-shaped instrument, V funnel testing, its testing result should meet following standard: the slump should control at 240mm ~ 270mm; Slump flow test should control at 600mm ~ 700mm; U-shaped instrument test height difference △ h should be less than 30mm; V funnel should be controlled at 4s ~ 25s by the time.
Step G: spray microdilatancy self-compacting concrete
Comprise the following steps in described step G:
(1) half an hour before injection, with the abundant moistening original structure concrete of water and steel plate 10;
The injection of microdilatancy self-compacting concrete adopts machinery injection continuously, and spray microdilatancy self-compacting concrete Stress control at 2.0 ~ 5.0MPa, jet velocity controls at 15 ~ 20L/min.。Ensure that continuous several spray-hole is injected as far as possible simultaneously, with wooden mallet to steel plate 10 percussion vibration a little, suitably can plug and pound with long pricker if desired, guarantee the closely knit of sprayed mortar during injection;
(2) structure each position distortions should be noted during injection, answer continuous pouring strenthening member complete, and the middle ware break time can not exceed the concrete initial set time.
Step H: concrete curing
After pouring concrete completes, water curing should be executed in time, ensure 7 ~ 14 day curing time: first 7 day every day should execute water curing least four times: go to work in the morning, before having a meal noon, before having supper at dusk, between at 11 ~ 12 in evening.Latter 7 days, execute water curing every day early, middle and late three times.
Easy understand, although be the explanation carried out the present invention in conjunction with T beam bridge above, but the present invention can similarly be applied to other form of structure, as concrete box girder, hollow slab beam, normal reinforced concrete beam, prestressed concrete beam, small box girder etc.
Last it is noted that be only the preferred embodiments of the invention described in above concrete real-time mode.Although with reference to foregoing embodiments to invention has been detailed description, for a person skilled in the art, still can modify to the technical scheme described in previous embodiment, or equivalent replacement is carried out to wherein portion of techniques feature.Within the spirit and principles in the present invention all, any amendment done, equivalent replacement, improvement etc., all should be included within protection scope of the present invention.
Claims (8)
1. method for strengthening double-T bridge composite structure for railway, it is characterized in that the girder top flange and the bottom flange that are connected original separation by steel plate-concrete combined structure respectively, separate type girder is made to become box-type section, increase lateral stiffness, described girder comprises separate type T beam, concrete box girder, hollow slab beam, normal reinforced concrete beam or prestressed concrete beam, by bar planting bottom girder top flange and junction, bottom flange, weld stud on steel plate, between former concrete beam and strengthening steel slab, spray microdilatancy self-compacting concrete form overall co-operation to make footing and original structure, steel plate can be arranged in bottom or the side of beam, reinforcing method comprises the following steps: A, former concrete beam top flange and the floor interface process of junction, bottom flange, B, former concrete beam top flange and bottom surface, junction, bottom flange planting reinforced bar into concrete, C, making steel plate and weld stud, D, assembling reinforcement net, be in place, E, steel plate is coated with structure glue and spreads fine sand, steel plate is installed, F, microdilatancy self-compacting concrete mixing, G, injection microdilatancy self-compacting concrete, H, concrete curing,
Comprise the following steps in described steps A: the rendering layer of bottom surface, former concrete beam top flange, side, bottom flange and bottom surface and decorative layer are removed, until expose concrete surface; If the concrete of bottom surface, former concrete beam top flange, side, bottom flange and bottom surface exists empty initial imperfection, need remove to closely knit place to its rejected region; By concrete dabbing, and the dabbing degree of depth is not less than 6mm, then uses the scum silica frost on water cleaning concrete surface, dust; If when the reinforcing bar at structural strengthening position has a corrosion phenomena, need eliminate rust to rebar surface; When the ratio of corrosion of steel bar area and former section area in structure is more than 1/12, reinforcing bar need be recruited.
2. method for strengthening double-T bridge composite structure for railway according to claim 1, it is characterized in that described concrete is microdilatancy self-compacting concrete, and the slump should at 240mm ~ 270mm; Slump flow test is at 600mm ~ 700mm; U-shaped instrument test height difference △ h is less than 30mm; V funnel is by the time at 4s ~ 25s, and coarse aggregate size is 5mm ~ 20mm, and elongated particles is less than 10%, and the fineness modulus of fines is greater than 2.3.
3. method for strengthening double-T bridge composite structure for railway according to claim 2, it is characterized in that adopting classification pressurization when spraying microdilatancy self-compacting concrete, once pressurization is no more than 0.2 ~ 0.4MPa.
4. the method for strengthening double-T bridge composite structure for railway according to the arbitrary claim of Claims 2 or 3, it is characterized in that spraying microdilatancy self-compacting concrete Stress control at 2.0 ~ 5.0MPa, injection speed controls at 15 ~ 20L/min.
5. method for strengthening double-T bridge composite structure for railway according to claim 1, is characterized in that steps A comprises: remove, the rendering layer of former concrete beam top flange and bottom surface, junction, bottom flange and decorative layer until expose concrete surface.
6. method for strengthening double-T bridge composite structure for railway according to claim 1, is characterized in that steps A comprises: the concrete of former concrete beam top flange and bottom surface, junction, bottom flange exists the initial imperfection of vacancy, need remove to closely knit place its rejected region.
7. method for strengthening double-T bridge composite structure for railway according to claim 1, it is characterized in that steps A comprises: by former concrete beam top flange and bottom surface, junction, bottom flange concrete dabbing, and the dabbing degree of depth is not less than 6mm, then use the scum silica frost on water cleaning concrete surface, dust.
8. method for strengthening double-T bridge composite structure for railway according to claim 1, is characterized in that steps A comprises: the reinforcing bar of former concrete beam top flange and bottom surface, junction, bottom flange has corrosion phenomena, need eliminate rust to rebar surface; Or steps A comprises: the corrosion of steel bar area bottom former concrete beam and the ratio of former section area, more than 1/12, need recruit reinforcing bar; Or the bar planting spacing in step B is that 25 ~ 40cm is in length and breadth to equidistant layout; Or the peg spacing in step C is according to identical with bar planting spacing, horizontal spacing indulged by peg is 25cm ~ 40cm, and weld stud is in length and breadth to equidistant layout, and peg and bar planting alternately form blossom type and arrange shape; Or the bar diameter in described step D is 10mm, the half that lateral arrangement distance is bar planting distance indulged by steel mesh reinforcement, and layout is highly the half of reinforced concrete thickness.
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| RU201871U1 (en) * | 2020-07-06 | 2021-01-19 | Федеральное государственное бюджетное образовательное учреждение высшего образования "Сибирский государственный университет путей сообщения" (СГУПС) | CLAMP FOR FIXING POLYMER-COMPOSITE STRIPS WHEN STRENGTHENING THE STRUCTURE OF BRIDGES |
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| CN104695340B (en) * | 2015-02-09 | 2016-08-24 | 河南省交通科学技术研究院有限公司 | The construction method of concrete box girder Shear Strengthening based on Wavelike steel webplate |
| CN105297641B (en) * | 2015-10-29 | 2016-08-24 | 北京中交铁建科技发展有限公司 | Highway T beam diaphragm plate prestressed reinforcement structure and carry out the engineering method reinforced with it |
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