CN204491390U - A kind of big cross section fish-belly box beam structure - Google Patents
A kind of big cross section fish-belly box beam structure Download PDFInfo
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- CN204491390U CN204491390U CN201520008443.5U CN201520008443U CN204491390U CN 204491390 U CN204491390 U CN 204491390U CN 201520008443 U CN201520008443 U CN 201520008443U CN 204491390 U CN204491390 U CN 204491390U
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Abstract
The utility model discloses a kind of big cross section fish-belly box beam structure, described vertical box beam has five equidistant genesis analysis, and be fixed by symmetrical two the horizontal case beams be connected on vertical box beam centre position, six roots of sensation bellows steel strand are provided with in described vertical box beam, the bottom of described vertical box beam is provided with case beam base plate, case beam fill concrete is filled with in described vertical box beam and horizontal case beam, groove between case beam is formed between vertical box beam and horizontal case beam, between described case beam in groove and vertical box beam, horizontal case beam upper surface is equipped with outer concrete layer, overlap is provided with outside described outer concrete layer.This fish-belly box beam structure, the case girder structure of employing, in the performance not affecting fish-belly box beam structure, greatly reduces the difficulty of construction of large end face fish-bellied Bridge girder construction, for we providing a kind of construction method of effective large end face fish-bellied Bridge girder construction.
Description
Technical field
The utility model relates to bridge technology field, is specially a kind of big cross section fish-belly box beam structure.
Background technology
Fish-belly box beam structure is a kind of common bridge construction, the integrated method of the many employings of current fish-bellied Bridge girder construction, not only difficulty of construction is large for this integral molding structure, and the quality of bridge also can cause quality problems along with the process variations in construction, big cross section fish-bellied type bridge is more obvious, for the problems referred to above, we propose a kind of big cross section fish-belly box beam structure.
Utility model content
The purpose of this utility model is to provide a kind of big cross section fish-belly box beam structure, to solve the problem proposed in above-mentioned background technology.
For achieving the above object, the utility model provides following technical scheme: a kind of big cross section fish-belly box beam structure, comprise vertical box beam, horizontal case beam, bellows steel strand, case beam fill concrete, outer concrete layer, overlap, groove and case beam base plate between case beam, described vertical box beam has five equidistant genesis analysis, and be fixed by symmetrical two the horizontal case beams be connected on vertical box beam centre position, six roots of sensation bellows steel strand are provided with in described vertical box beam, the bottom of described vertical box beam is provided with case beam base plate, case beam fill concrete is filled with in described vertical box beam and horizontal case beam, groove between case beam is formed between vertical box beam and horizontal case beam, between described case beam in groove and vertical box beam, horizontal case beam upper surface is equipped with outer concrete layer, overlap is provided with outside described outer concrete layer.
Preferably, described bellows steel strand are two distributions banded together.
Preferably, described case beam base plate is the straightway that the S curve of radius 2600cm and 1500cm adds 156.1cm.
Compared with prior art, the beneficial effects of the utility model are: this fish-belly box beam structure, the case girder structure adopted is in the performance not affecting fish-belly box beam structure, greatly reduce the difficulty of construction of large end face fish-bellied Bridge girder construction, for we providing a kind of construction method of effective large end face fish-bellied Bridge girder construction.
Accompanying drawing explanation
Fig. 1 is the utility model cut away left side view;
Fig. 2 is the top view without outer concrete layer in the utility model Fig. 1;
Fig. 3 is curved steel tube machining sketch chart of the present utility model;
Fig. 4 is the assembled key control point figure of template construct of the present utility model.
In figure: groove and 8 casees beam base plates between 1 vertical box beam, 2 horizontal case beams, 3 bellows steel strand, 4 casees beam fill concretes, 5 outer concrete layers, 6 overlaps, 7 casees beams.
Detailed description of the invention
Below in conjunction with the accompanying drawing in the utility model embodiment, be clearly and completely described the technical scheme in the utility model embodiment, obviously, described embodiment is only the utility model part embodiment, instead of whole embodiments.Based on the embodiment in the utility model, those of ordinary skill in the art are not making the every other embodiment obtained under creative work prerequisite, all belong to the scope of the utility model protection.
Refer to Fig. 1-2, the utility model provides a kind of technical scheme: a kind of fish-belly box beam structure, comprise vertical box beam 1, horizontal case beam 2, bellows steel strand 3, case beam fill concrete 4, outer concrete layer 5, overlap 6, groove 7 and case beam base plate 8 between case beam, described vertical box beam 1 has five equidistant genesis analysis, and be fixed by symmetrical two the horizontal case beams 2 be connected on vertical box beam 1 centre position, six roots of sensation bellows steel strand 3 are provided with in described vertical box beam 1, described bellows steel strand 3 are two distributions banded together, the bottom of described vertical box beam 1 is provided with case beam base plate 8, case beam base plate 8 is the straightway that the S curve of radius 2600cm and 1500cm adds 156.1cm, case beam fill concrete 4 is filled with in described vertical box beam 1 and horizontal case beam 2, groove 7 between case beam is formed between vertical box beam 1 and horizontal case beam 2, between described case beam in groove 7 and vertical box beam 1, horizontal case beam 2 upper surface is equipped with outer concrete layer 5, overlap 6 is provided with outside described outer concrete layer 5.
Construction technology: base treatment → curved steel tube making → full framing sets up and template construction → precompressed → absolute altitude, axis are checked → case beam at the bottom of, web reinforcement construction → case beam base plate, web concrete pouring & maintenance (for the first time) → box girder web form removable → case beam roof steel bar, template construction → case back plate pouring & maintenance (for the second time) → internal mold dismounting → pre-stress construction → support system removes.
Specific construction technique is as follows:
Refer to curved steel tube machining sketch chart 3, this fish-belly box beam structure case beam base plate is the straightway that the S curve of radius 2600cm and 1500cm adds 156.1cm, and arc bed die adopts bended pipe main stupefied as sizing.Bended pipe adopts Φ 48 × 3.5mm steel pipe, and long 6m, according to the brake forming of case beam sectional curve data, each section adopts the steel pipe of 4 bending formings and 2 straight steel pipes to be docked by right-angle coupler.Bent on site steel pipe model adopts tube and couple scaffold, and " as working platform, the reinforcing bar thereon by welding Φ 25 carries out laying-out curve, shown in figure specific as follows to 40 channel-section steels to Two bors d's oeuveres.For preventing rebound deformation after tube bending, bending and un making must be carried out to it.By field practice being that after one section of general bending 3-5 time of 2600cm, rebound deformation amount is less than 1mm for radius, is meet the demands after one section of general bending 5-7 time of 1500cm for radius.
Full framing is set up, cast-in-place box beam bracket adopts the full hall steel pipe support of bowl fastening type, by checking computations, bowl fastening type full framing system is made up of bracket basis, adjustable collet, Φ 48 × 3.5mm vertical rod, bar of sweeping the floor, cross bar, bridging, adjustable jacking, Φ 48 × 3.5mm Two bors d's oeuveres steel pipe, curved steel tube, 10 × 10cm lumps of wood.Template system by external mold, internal mold, back cord, to pull bar, steel pipe support reinforce form.Curved steel tube lateral arrangement, is laid on holder jacking, for ensureing the stability of circular arc steel pipe by the longitudinal steel pipe of Two bors d's oeuveres, steel pipe is connected by fastener and clamps, and adding fixing steel pipe together every 3m, steel pipe one end is fixed on framed bent, and the other end is fixed on curved steel tube.According to technical indicators such as box girder construction requirement, load weight, load assignment situation, bearing capacity of foundation soil, determine by calculating, rack rod subregion is arranged, lumps of wood spacing unifies 15cm, and template is unified adopts the thick bamboo slab rubber of 9mm.If road slope in length and breadth is comparatively large, the lumps of wood of 10 × 10cm on the pad of bottom.Ensure that collet is no more than 20cm.Plane setting-out need be carried out in box beam bracket vertical rod position, puts (location after) well afterwards and pull out line style with nylon wire, determining vertical rod plan-position, setting up when setting up according to predetermined position.Rack rod must be vertically.Should according to ground and design elevation to determine that the height of high degree ﹛ every root steel pipe of each vertical rod deducts structure template thickness and the lumps of wood by high at the bottom of its position beam (consideration Application in Pre-camber) before setting up, the Hou degree Ji Suan ﹜ of timber wedge, guarantees that whole support height meets design requirement.According to the linear change of beam body suitably selected direction across bridge control section spacing when in-site measurement controls, accurate adjustment control section jacking absolute altitude, with significantly indicating jacking elongation, to verify.Finally use the method for bracing wire interpolation, recall the absolute altitude of each jacking successively, and the overhang of jacking controls within 20cm.
Refer to the assembled key control point Fig. 4 of template construct, according to fish-bellied type case fine strain of millet design feature, formwork divides secondary to carry out, and carries out the installation of base plate and web templates for the first time, and second time carries out the installation of case beam roof plate template.Template must guaranteed strength and rigidity.Utilize the feature that main line case soffit circular arc radius is larger, be fixed on the lumps of wood by closely connected for base plate template, form whole arc bed die.Template selects smooth surface, strong but pliable in texture bamboo slab rubber, and template back arris adopts 10cm × 10cm × 300cm lumps of wood, and spacing 15cm, template minor face seam is arranged on the lumps of wood, and formwork edge joint place double faced adhesive tape is adjacent to, and prevents from occurring spillage phenomenon during concrete placings.Web templates adopts plain plate and flitch to make, and does longitudinal clamp bar and screw rod is assembled to drawing with Two bors d's oeuveres steel pipe.Establish horizontal steel pipe support between every case room, interior side form is supported mutually, side form displacement in controlling.The installation of box girder inner formwork, adopts bamboo slab rubber, and steel pipe (or flitch) supports, and support and want firm, formwork edge joint is closely knit.80cm × 80cm construction manhole is established in each case room of top board, and be convenient to the stretch-draw of internal mold dismounting and part backplane steel bundle, manhole should be arranged on moment of flexure smaller part, is about L/5 place apart from central bearing point both sides.
Model sheetinstallat Survey control, when arc support is installed, longitudinally every 1.8m(can according to the longitudinal step distance adjustment of support) survey the elevation of top surface control point setting out steel tube poles, need consider to reduce many reserved 5cm after the thickness of bed die thickness and the little stupefied thickness of the lumps of wood and arc support steel pipe when every root vertical rod is installed, be convenient to be connected with arc support with cruciform fastening for falsework, arc support is made to be connected as a whole with bottom full framing, adjustment section need be set at pole steel tube end face, be convenient to the adjustment of bed die absolute altitude.Because arc is symmetrical, in both sides, corresponding vertical rod be aided with horizontal nylon wire, can symmetrical laying very accurately so that curved steel tube is stupefied greatly.Segmental arc stent support system: circular arc side form adopts curved steel tube jacking to support, it spreads double Φ 48 × 3.5mm steel pipe along bridge to level, shaping between steel pipe with direction across bridge adopts cruciform fastening for falsework to be connected, and is aided with diagonal brace, thus overall formation curved steel tube support is stupefied greatly.
Precompressed, main line bridge web position sandbag simulation web quality, is linked to be entirety by sandbag.During precompressed, each point ballast will be piled up by deadweight distribution is graphic, drink spikes and puts down gently, prevent percussion from causing security incident.When sand water content is larger, should carries out testing obtaining the unit weight that shakes out, precompressed is highly adjusted.When chance is snowed, cover precompressed sand pocket colour bar cloth, preventing sandbag from absorbing water increases precompressed weight, causes security incident.Pre-pressing bracket maximum load is that design load is identical, carrys out precompressed during precompressed by pressure distribution during practice of construction, and load mainly concentrates on the end, web position, and flap position suitably reduces.During loading, according to 25%, 50%, 75%, 100% loaded floor by floor of prefabricating load, and carry out preloading according to the distribution of beam body weight, if special messenger measures, before precompressed, settlement observation point and deformation observation point are set respectively at support top, the end, sooner or later respectively during precompressed to survey once, measure deformation of timbering value f1, within ± 3mm, namely determine bracket stable at continuous two days settling amounts.After support unloading, measure deformation of timbering value f2, the plastic strain value calculating support and ground is that f moulds=f2, elastic deformation value f bullet=f1-f2.If observe the error of f1 and f arch be no more than ± 10mm after precompressed, after unloading, bed die absolute altitude does not adjust, otherwise readjusts bed die absolute altitude after unloading, by the reserved bed die camber of f2 value.
Absolute altitude, axis are checked, and after bed die is laid, in the enterprising parallel planes setting-out of bed die, release case beam center line, measure direction across bridge bed die (fish-bellied type curve) absolute altitude from center line toward both sides every 1.2m.According to measurement result adjustment bed die absolute altitude, as higher than design elevation in measured actual elevation, the drop-down curved steel tube of steel pipe can be adopted, be held on bowl fastening type support with fastener after design elevation, as lower than design elevation in measured actual elevation, directly regulate jacking to design elevation; The absolute altitude of adjustment should consider the elastic deformation of support.Quadratic search after adjustment.After bed die has been laid, again demarcate bridge cener line, setting-out has been carried out to the plan-position of case beam, bed die marks web side plate position, make case beam bottom edge line, ejected the bed die line of ink marker, then make side template position.
Reinforcement construction, after pre-pressing bracket is complete, unloads, repetition measurement absolute altitude, adjustment template, and then colligation base plate and web reinforcement.First correction is checked to axial line control position before colligation, while assembling reinforcement, carry out built-in fitting construction.In joint length section, steel bar stress contact cross-section area requirements is no more than 50% of total cross-sectional area.Its position in a model should be ensured when cage of reinforcement is installed, must not tilt, distortion.During installation reinforcing bar, concrete cover thickness should meet designing requirement, when conflicting in the pre-buried position of reinforcing bar and corrugated conduit, is as the criterion with the position of bellows, suitable mobile reinforcement location.Reinforcement cover adopts intensity to be not less than the concrete pad of 70Mpa.
Bellows and steel strand are installed, and the bellows that this engineering adopts has diameter to be respectively 55,70,80,90 and 100mm and oblate corrugated duct 55 × 21mm.Steel strand standard is seven strands, diameter phi s15.20mm, and standard pull tension intensity fpk=1860MPa uses front steel strand to have to pass through testing inspection qualified.In case beam, reinforcing bar is closeer, and should guarantee during construction that prestressed strand pipeline location is accurate, the location of bellows can adopt reinforcing bar to press " well " font spot welding moulding, location spacing is straightway 100cm, curved section 50cm, if plain bars and prestress pipe are collided, then suitably moves reinforcement location.
Concrete construction: (1) builds mode, arrange the pump truck of each 1 arm exhibition 37m in continuous beam bilateral symmetry, the mode adopting layering Symmetrical Continuous to pass is built.For reducing difficulty of construction, guarantee construction quality, case beam concreting at twice.First time builds and waters to the other end from the end floor beam overall with of one end by 30cm thickness layer and section, and first water base plate and web root, next waters web.Build distance before and after upper strata and lower floor and should keep more than 150cm, and should build layer concrete before lower-layer concrete initial set maybe can be reinvented, general interval time must not be greater than 1 hour, and cold seam must not be had between levels to occur.Second time builds top board and frange plate, waters to the other end from one end overall with.(2) build order, 1. vertical bridge is to pouring order of concrete: vertical bridge is to pouring order of concrete: one end end floor beam arrives other end end floor beam again to middle cross beam.Because case beam has longitudinal gradient, should build to eminence from lower when building.Take longitudinal divisions when building, horizontal slice builds, section length 4 ~ 6m, lift height is no more than 30cm, and the levels time of building was separated by no more than 1 hour.2. direction across bridge pouring order of concrete: direction across bridge concrete is built at twice, for the first time: base plate, web and end, middle cross beam; For the second time: case back plate and frange plate.Specifically build order as follows: step 1, first in the middle of main span beam, pour into a mould median ventral plate (w3 web) to two ends by two pumps car, adopt poker vibrator to vibrate, while making concrete flow to base plate, to both sides obliquely flow.Step 2, two pumps car is built the base plate of two coxostermums (w2, w4 web) bottom by case beam bilateral symmetry respectively and is about the high concrete of 0.5-0.6m with web junction and web, and it is main for vibrating as a plug, and plug-in type vibrating rod is made firm by ramming closely knit.Carry out floating to underplate concrete in time, light is received on compacting and surface.Step 3 two pumps car is built the base plate of two coxostermums (w1, w5 web) bottom by case beam bilateral symmetry respectively and is about the high concrete of 0.5-0.6m with web junction and web.Bottom slab concreting: flexible pipe gos deep into web as far as possible, reduce the freely falling body height that concrete enters mould, assist concrete distributing with vibrating head simultaneously, concrete is flowed to base plate by web, in casting process, want limit to vibrate, while move flexible pipe, control pouring concrete thickness, every layer thickness 25cm-30cm, to ensure the density of concrete vibrating.Carry out floating to underplate concrete in time, light is received on compacting and surface.Step 4 pours into a mould web by centre to bilateral symmetry, makes concrete laterally build symmetry, prevents from occurring bias-pressure phenomenon in concrete placings process.It is about 10cm that vibrating head inserts the lower-layer concrete degree of depth, forbids vibrating head rapping bellows and built-in fitting.Step 5, concrete roof is built and is carried out to span centre by two ends, considers that top board area is large, and concrete placing speed wants fast, so be that one section of segmentation is built with 2 meters, bridge deck concrete vibrates and adopts vibrating head and vibration board to carry out.Wing plate both sides reserve 20cm and guardrail concrete is built simultaneously.
Pre-stress construction, when box beam concrete intensity (being as the criterion with synchronous health test block) reaches the design strength of 90% and is not less than 7 days the length of time, can by design sequence tension reinforcing steel bar, should note during reinforced bar stretching: (1) steel Shu Zhangla step: 0-initial stress (10%-25% σ con)-σ con(holds lotus 2min anchoring), friction loss in anchor circle mouth and jack should be counted during stretch-draw.Initial stress really normal root adjusts according to steel bundle length.(2) stretch-draw principle is: first laterally, rear longitudinal, first short bundle after long bundle.(3) stretch-draw of prestressed strand adopts stretching force and elongation dual control, and two ends steel bundle elongation should be basically identical, and the error of actual measurement elongation and theoretic elongation within 6%, otherwise should stop stretch-draw, ascertains the reason.Two ends prestressed strand answers synchronous tension.The symmetrical synchronous tension in two ends is taked in stretch-draw, checks dual control with stretching control force and stretch value.Tensioning equipment must be tested and demarcate before stretch-draw, and supports the use, and prestressing force consumptive material can must use after pass the test.Unnecessary steel strand exposed parts abrasive cutoff saw excises, and remaining length is not less than 3cm.Cement paste mud jacking will carry out in time after stretch-draw, first carry out bath to prestress pipe to clean, preparation meets the cement mud-jack of design and code requirement, discharges from the high point of pipeline lower press-in with suitable pump pressure, mud jacking maximum pressure is easily 0.5-0.7MPa, and voltage stabling control is no less than 2 minutes.
Support system is removed, support system remove must until concrete reach design grade 100% intensity and steel strand tension complete and carry out after perfusion mortar, striking must circulate successively from span centre to bearing and carry out.Remove and can implement to remove operation by after the approval of technical management program, the front field engineering technician of dismounting carries out safety technics targetedly to operating personnel and tells somebody what one's real intentions are, the method determined by constructure scheme and order are carried out, and removing operation must from top to bottom progressively carry out, the operation while of forbidding up and down.
To those skilled in the art, obvious the utility model is not limited to the details of above-mentioned one exemplary embodiment, and when not deviating from spirit of the present utility model or essential characteristic, can realize the utility model in other specific forms.Therefore, no matter from which point, all should embodiment be regarded as exemplary, and be nonrestrictive, scope of the present utility model is limited by claims instead of above-mentioned explanation, and all changes be therefore intended in the implication of the equivalency by dropping on claim and scope are included in the utility model.Any Reference numeral in claim should be considered as the claim involved by limiting.
In addition, be to be understood that, although this manual is described according to embodiment, but not each embodiment only comprises an independently technical scheme, this narrating mode of manual is only for clarity sake, those skilled in the art should by manual integrally, and the technical scheme in each embodiment also through appropriately combined, can form other embodiments that it will be appreciated by those skilled in the art that.
Claims (3)
1. a big cross section fish-belly box beam structure, comprise vertical box beam, horizontal case beam, bellows steel strand, case beam fill concrete, outer concrete layer, overlap, groove and case beam base plate between case beam, it is characterized in that: described vertical box beam has five equidistant genesis analysis, and be fixed by symmetrical two the horizontal case beams be connected on vertical box beam centre position, six roots of sensation bellows steel strand are provided with in described vertical box beam, the bottom of described vertical box beam is provided with case beam base plate, case beam fill concrete is filled with in described vertical box beam and horizontal case beam, groove between case beam is formed between vertical box beam and horizontal case beam, between described case beam in groove and vertical box beam, horizontal case beam upper surface is equipped with outer concrete layer, overlap is provided with outside described outer concrete layer.
2. a kind of big cross section fish-belly box beam structure according to claim 1, is characterized in that: described bellows steel strand are two distributions banded together.
3. a kind of big cross section fish-belly box beam structure according to claim 1, is characterized in that: described case beam base plate is the straightway that the S curve of radius 2600cm and 1500cm adds 156.1cm.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201520008443.5U CN204491390U (en) | 2015-01-07 | 2015-01-07 | A kind of big cross section fish-belly box beam structure |
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| CN201520008443.5U CN204491390U (en) | 2015-01-07 | 2015-01-07 | A kind of big cross section fish-belly box beam structure |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105178164A (en) * | 2015-08-25 | 2015-12-23 | 广西交通科学研究院 | Prefabricated lifting fish-belly corrugated steel web internal-prestress combined box beam and construction method thereof |
| CN105568854A (en) * | 2015-12-17 | 2016-05-11 | 广州市恒盛建设工程有限公司 | Construction method of overwater curved fish-bellied cast-in-place reinforced concrete box girder |
| CN108536973A (en) * | 2018-04-13 | 2018-09-14 | 中国十九冶集团有限公司 | The construction drawing detailing method of curved surface steel box bridge |
| CN109610349A (en) * | 2018-12-29 | 2019-04-12 | 北京工业大学 | A kind of the PC box girder web ruggedized construction and method of built-in tiltedly netting piece |
| CN112554030A (en) * | 2020-11-06 | 2021-03-26 | 江西省地质工程(集团)公司 | Precast box girder hogging moment reinforcing rib and construction technology |
-
2015
- 2015-01-07 CN CN201520008443.5U patent/CN204491390U/en not_active Expired - Fee Related
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105178164A (en) * | 2015-08-25 | 2015-12-23 | 广西交通科学研究院 | Prefabricated lifting fish-belly corrugated steel web internal-prestress combined box beam and construction method thereof |
| CN105568854A (en) * | 2015-12-17 | 2016-05-11 | 广州市恒盛建设工程有限公司 | Construction method of overwater curved fish-bellied cast-in-place reinforced concrete box girder |
| CN105568854B (en) * | 2015-12-17 | 2017-04-05 | 广州市恒盛建设工程有限公司 | Shaped form fish-bellied type cast-in-situ steel reinforced concrete box girder construction method waterborne |
| CN108536973A (en) * | 2018-04-13 | 2018-09-14 | 中国十九冶集团有限公司 | The construction drawing detailing method of curved surface steel box bridge |
| CN108536973B (en) * | 2018-04-13 | 2021-08-24 | 中国十九冶集团有限公司 | Construction drawing deepening design method for curved steel box bridge |
| CN109610349A (en) * | 2018-12-29 | 2019-04-12 | 北京工业大学 | A kind of the PC box girder web ruggedized construction and method of built-in tiltedly netting piece |
| CN112554030A (en) * | 2020-11-06 | 2021-03-26 | 江西省地质工程(集团)公司 | Precast box girder hogging moment reinforcing rib and construction technology |
| CN112554030B (en) * | 2020-11-06 | 2022-05-17 | 江西省地质工程(集团)公司 | Precast box girder hogging moment reinforcing rib and construction technology |
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| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20150722 Termination date: 20200107 |