CN105040594A - Variable cross-section box girder bridge closure segment construction method - Google Patents
Variable cross-section box girder bridge closure segment construction method Download PDFInfo
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- CN105040594A CN105040594A CN201510422463.1A CN201510422463A CN105040594A CN 105040594 A CN105040594 A CN 105040594A CN 201510422463 A CN201510422463 A CN 201510422463A CN 105040594 A CN105040594 A CN 105040594A
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Abstract
The invention belongs to the field of bridge engineering construction and particularly provides a variable cross-section box girder bridge closure segment construction method. The method comprises the following steps of side span closure segment formwork mounting, side span stiff skeleton welding, side span reinforcing steel bar machining and mounting, transverse and vertical side span prestressed tendon mounting, side span closure segment concrete pouring, side span closure segment prestressing tendon tensioning and pipeline grouting, midspan closure hanging basket moving and balance weight arranging, midspan closure segment pushing, midspan closure segment concrete pouring, midspan closure segment prestressing tendon tensioning and midspan closure segment formwork and support dismantling. According to the method, jacks are adopted for jacking beam ends, stiff skeletons are additionally arranged in beams, the tensioning procedures are reasonably designed, the bearing capacity of a closure segment is effectively guaranteed, the number of engineering accidents is reduced, the adverse social influence produced after the accidents is eliminated, and good social benefits are achieved.
Description
Technical field
The invention belongs to Bridge Construction field, specifically a kind of variable cross-section box girder bridge closure section construction method.
Background technology
The most competitive bridge types such as zanjon, rivers, Hu Hai crossed over by High-pier Long-span prestressed concrete continuous box girder bridge.Owing to affecting by concrete shrinkage and creep, the main pier off normal of such bridge Cheng Qiaohou is comparatively large, makes at the bottom of its pier and pier consolidation place stressed totally unfavorable, meanwhile, because temperature drop produces tensile stress in case beam inside.In bridge span during closure section construction, very large by the adverse effect of the clamped end at the bottom of bridge pier pier across the construction effect of prestressed strand in stretch-draw, often do not reach desirable pre-stress construction effect, which greatly limits the span of Continuous Box Girder Bridge.
Therefore those skilled in the art are badly in need of a kind ofly not only effectively to have eliminated the unfavorable second inner force produced in closure process but also the construction method that can improve variable cross-section box girder bridge closure section span.
Summary of the invention
The object of the invention is according to above-mentioned the deficiencies in the prior art part, a kind of variable cross-section box girder bridge closure section construction method is provided.
For achieving the above object, the technical solution used in the present invention is: box girder bridge is end bay closure construction from bridge two ends, carries out midspan closing construction, specifically comprise the following steps in the middle of bridge to box girder bridge:
1) end bay closure section model sheetinstallat;
2) end bay stiff skeleton welding;
3) end bay reinforcing bar carries out processing and installing;
4) end bay transverse direction, vertical prestressing bar are installed;
5) end bay closure section concreting;
6) stretch-draw of end bay closure section prestressing tendon and pipeline pneumatic mortar;
7) midspan closing Hanging Basket moves and counterweight setting;
8) midspan closing section pushing tow;
9) midspan closing section concrete is built;
10) midspan closing section prestressing tendon stretch-draw;
11) dismounting of midspan closing section template and support.
In step 2 above, stiff skeleton is mainly used to locking closure mouth, four channel-section steel Combination Welding are adopted to become to carry out skeleton temporary support, back also needs the channel steel support adding four, simultaneously with the mode of drawing outside roof and floor temporary pre-stressed concentration, then two ends cantilever is connected temporarily jointly lock with just supporting renitency.
In above-mentioned steps 7, disassemble Hanging Basket, the parts pulled down from Hanging Basket made suspension bracket, and be arranged in two beam sections of midspan closing, specifically comprise the following steps:
Step 1, internal mold, interior sliding beam and rear suspension to be removed from Hanging Basket;
Step 2, the outer sliding beam of Hanging Basket is suspended on case beam;
Step 3, side form is placed on outer sliding beam;
Step 4, beam sliding in pulling down from Hanging Basket is placed in case back portion as longeron, and bed die is suspended on longeron;
Step 5, adjustment bed die height, make the bottom surface of bed die and case beam closely connected.
Advantageous Effects of the present invention is:
1, the invention provides a kind of effectively and the closure technique of maturation, under the prerequisite of safety guaranteeing structure, reduce closure section Cheng Qiaohou maintenance cost.
2, employing jack jacking beam-ends, inside add stiff skeleton, and calculate counterweight and Multi-stage prestress prestressed reinforcement according to construction and distortion, construction technology is simple, and be easy to operate, reduce worker training's cost, construction cost is low.
Detailed description of the invention
Below in conjunction with the embodiment of the present invention, be clearly and completely described the technical scheme in the embodiment of the present invention, obviously, described embodiment is only the present invention's part embodiment, instead of whole embodiments.Based on the embodiment in the present invention, those of ordinary skill in the art, not making the every other embodiment obtained under creative work prerequisite, belong to the scope of protection of the invention.
A kind of variable cross-section box girder bridge closure section construction method,
1) end bay closure section model sheetinstallat; Model sheetinstallat order: template needs and the operation cross-operation such as girder construction reinforcing bar, prestress pipe and presstressed reinforcing steel installation in installation process, and basic erection sequence is: bed die → internal mold → external mold.
2) end bay stiff skeleton welding; Before stiff skeleton welding, confirm that error of closing up is in the error range that design allows, and selects to be welded with built-in fitting by stiff skeleton to 3:00 AM next day night 24.Stiff skeleton is mainly used to locking closure mouth, four channel-section steel Combination Welding can be adopted to become to carry out skeleton temporary support, back also needs the channel steel support adding 4 40mm, simultaneously with the mode of drawing outside roof and floor temporary pre-stressed concentration, again two ends cantilever is connected temporarily and jointly lock with just supporting renitency, resist pulling force with prestressing force, to ensure the concrete integrality of closure section and to maintain the distortion adjusted, strengthen according to dowel should be welded with.
3) end bay reinforcing bar carries out processing and installing; The erection sequence of reinforcing bar is: base plate → web → top board.
4) end bay transverse direction, vertical prestressing bar are installed; The erection sequence of presstressed reinforcing steel is: longitudinal drilling → transversely prestressed bars installation → vertical prestressing bar is installed.
5) end bay closure section concreting; After concreting, note concrete insulation and moisturizing, strengthen concrete health, health scope comprises the roof and floor of case beam and the interior outside of web, reduces the temperature difference in outside in upper and lower and web as far as possible.
6) stretch-draw of end bay closure section prestressing tendon and pipeline pneumatic mortar; Prestressing force takes grading tension in batches, and namely first length restraints rear short bundle, every the symmetrical stretch-draw of root, is in the milk after stretch-draw.Can pretensioning all steel bundles control 50%, two to three days of then stopping work, 50% of the more remaining control of stretch-draw, is finally in the milk.Recording elongation test stress during stretch-draw to ensure the safety of stretching process, preventing that collapsing reinforcing bar carrys out proof stress by detecting simultaneously.
Closure section stretch-draw is complete, namely pipeline pneumatic mortar should be carried out, be advisable to be no more than 24 hours, with a mud-jacking technology, the highest discharge pressure of mortar pump, be as the criterion to ensure that the cement paste of press-in is full, closely knit, its value should be 0.5 ~ 0.7MPa, and the other end extrudes underflow, holds pressure 2min, after cement paste initial set, mud jacking valve can be dismantled.
7) midspan closing Hanging Basket moves and counterweight setting; Disassemble Hanging Basket, the parts pulled down from Hanging Basket made suspension bracket, and be arranged in two beam sections of midspan closing, specifically comprise the following steps:
Step 1, internal mold, interior sliding beam and rear suspension to be removed from Hanging Basket;
Step 2, the outer sliding beam of Hanging Basket is suspended on case beam;
Step 3, side form is placed on outer sliding beam; Method side form being placed in outer sliding beam is by the suspension rod of side form after the dismounting of case beam, then is connected on outer sliding beam.Adopt such method, the suspension rod being directly used for connecting box beam by former for side form then be connected to outer sliding beam, and by after other appurtenances and outer sliding beam adaptation, the conversion of side form can be realized.
Step 4, beam sliding in pulling down from Hanging Basket is placed in case back portion as longeron, and bed die is suspended on longeron;
Step 5, adjustment bed die height, make the bottom surface of bed die and case beam closely connected.
Utilize the main truss of Hanging Basket that bed die is moved to the side of closure section beam section, and with the interior sliding beam of Hanging Basket as longeron, in order to change main truss bed die, suspender belt remove Hanging Basket main truss after being transformed into longeron, realizes the replacement to suspension bracket; Make suspension bracket without the need to designing separately, manufacture and installing, not only saved man-hour and cost, and simplified the structure, decrease the gross weight that closure section construction adds load-carrying.Movable hanging basket, makes the case beam in its front suspender belt and Hanging Basket front fit, and is fitted in the bed die of Hanging Basket and the bottom of case beam.After adopting said method to carry out coarse adjustment to the position of bed die, improve construction precision.
8) midspan closing section pushing tow; Can adopt four jack pushing tow simultaneously, the pre-buried rod member of pushing tow is embedded in the web of case beam, when pushing tow, jack should with the skeleton of locking with the use of, in closure mouth, apply power.The impact of variations in temperature on bridge construction is larger, if have ignored this factor in pushing tow process, just the inevitable rare time of day to structure is stressed, so the impact of variations in temperature must be considered, closure section pushing tow stress evening temperature carries out time lower, when making pushing tow, the temperature of beam section is close to temperature during bridge design, and therefore pushing tow thousand is tackled temperature and carried out Continuous Observation, determines rational pushing tow temperature.Thrustor is installed, pushing closure section in the longitudinal direction of closure section, and keeps.To the jack on top to have 20% to top more than needed, top power, hierarchical loading (point four times) is answered to top, top process is kept to the harmony of each jack top power, and it is excessive to note preventing local compressive stress, causes concrete cracking.Will remove load unnecessary on bridge floor to before top, take pressure and back down displacement dual control to top process, to back down power monitoring, displacement monitoring is auxiliary.
9) midspan closing section concrete is built; In one day the lower and difference variation of temperature less in (after before midnight) start closure, first stiff skeleton is welded to connect, then start to build closure section concrete, build order for base plate → web → top board, concrete must have been built in two hours, because load or variations in temperature cause the two abutted seam changing of the relative positions crackings when avoiding concrete initial set.The complete rear timely health of concreting, covers gunnysack at end face.Inside and outside closure section casing and in antero-posterior extent, by special messenger's ceaselessly water seasoning, the beam body that minimizing nonlinear temperature difference causes shrinks and second inner force.
10) midspan closing section prestressing tendon stretch-draw; Because closure section base plate bundle is more, total stretching force is comparatively large, and midspan closing fragment position curvature is large, thickness is little, easy generation Bottom slab breaking phenomenon, thus closure section prestressing force takes grading tension in batches, and namely first length restraints rear short bundle, every the symmetrical stretch-draw of root, be in the milk after stretch-draw.Can pretensioning all steel bundles control 50%, two to three days of then stopping work, waits concrete to reach after intensity 50% of the more remaining control of stretch-draw, is finally in the milk.Elongation test stress is recorded to ensure the safety of stretching process during stretch-draw.
11) dismounting of midspan closing section template and support; Prestressed stretch-draw rear closing construction side of being in the milk all terminates, and Demolition Construction facility, removes span centre and all residue Hanging Baskets of end bay and water tank ballast, the program of dismounting be in elder generation across back across, full-bridge system transform completes.
The foregoing is only preferred embodiment of the present invention, not in order to limit the present invention, 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 (3)
1. a variable cross-section box girder bridge closure section construction method, box girder bridge is end bay closure construction from bridge two ends, carries out midspan closing construction, it is characterized in that, comprise the following steps in the middle of bridge to box girder bridge:
1) end bay closure section model sheetinstallat;
2) end bay stiff skeleton welding;
3) end bay reinforcing bar carries out processing and installing;
4) end bay transverse direction, vertical prestressing bar are installed;
5) end bay closure section concreting;
6) stretch-draw of end bay closure section prestressing tendon and pipeline pneumatic mortar;
7) midspan closing Hanging Basket moves and counterweight setting;
8) midspan closing section pushing tow;
9) midspan closing section concrete is built;
10) midspan closing section prestressing tendon stretch-draw;
11) dismounting of midspan closing section template and support.
2. variable cross-section box girder bridge closure section construction method according to claim 1, it is characterized in that, in step 2, stiff skeleton is mainly used to locking closure mouth, four channel-section steel Combination Welding are adopted to become to carry out skeleton temporary support, back also needs the channel steel support adding four, simultaneously with the mode of drawing outside roof and floor temporary pre-stressed concentration, then is connected by two ends cantilever temporarily and jointly locks with just supporting renitency.
3. variable cross-section box girder bridge closure section construction method according to claim 1, is characterized in that, in step 7, disassemble Hanging Basket, the parts pulled down from Hanging Basket are made suspension bracket, and is arranged in two beam sections of midspan closing, specifically comprises the following steps:
Step 1, internal mold, interior sliding beam and rear suspension to be removed from Hanging Basket;
Step 2, the outer sliding beam of Hanging Basket is suspended on case beam;
Step 3, side form is placed on outer sliding beam;
Step 4, beam sliding in pulling down from Hanging Basket is placed in case back portion as longeron, and bed die is suspended on longeron;
Step 5, adjustment bed die height, make the bottom surface of bed die and case beam closely connected.
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Cited By (8)
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| CN105603882A (en) * | 2016-02-29 | 2016-05-25 | 中交第一公路工程局有限公司 | Continuous beam mid-span closure construction method achieving uninterrupted power of contact line and structure of method |
| CN106948273A (en) * | 2017-05-10 | 2017-07-14 | 重庆交通大学 | Mountain area High-pier and long-span continuous frigid frame bridge T structures closure casting method |
| WO2018170633A1 (en) * | 2017-03-18 | 2018-09-27 | 深圳市方鹏科技有限公司 | Movable joint for loading robot |
| CN108716189A (en) * | 2018-06-05 | 2018-10-30 | 中交第二航务工程局有限公司 | Large span T-steel structure beam sections for joining island bridge install closure method |
| CN110468714A (en) * | 2019-08-09 | 2019-11-19 | 中铁七局集团有限公司 | Overlength joins lateral closure construction method after unequal span asymmetric continuous bridge is first indulged |
| CN110965477A (en) * | 2019-12-19 | 2020-04-07 | 德州市公路工程总公司 | Construction method for shaped easy-to-detach hanging bracket of mid-span closure section of suspension casting box beam |
| CN113494055A (en) * | 2021-08-10 | 2021-10-12 | 中建市政工程有限公司 | Double-locking structure for closure section of long-span bridge and construction method |
| WO2022116394A1 (en) * | 2020-12-04 | 2022-06-09 | 中铁北京工程局集团第二工程有限公司 | Construction method for continuous beam having asymmetrical cross section stiffened by large-span arch |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106948273B (en) * | 2017-05-10 | 2020-03-27 | 重庆交通大学 | T-structure closure pouring method for mountain high-pier long-span continuous rigid-structure bridge |
| CN108716189A (en) * | 2018-06-05 | 2018-10-30 | 中交第二航务工程局有限公司 | Large span T-steel structure beam sections for joining island bridge install closure method |
| CN110468714A (en) * | 2019-08-09 | 2019-11-19 | 中铁七局集团有限公司 | Overlength joins lateral closure construction method after unequal span asymmetric continuous bridge is first indulged |
| CN110468714B (en) * | 2019-08-09 | 2021-04-30 | 中铁七局集团有限公司 | Longitudinal and transverse closure construction method of ultra-long-connection unequal-span asymmetric continuous bridge |
| CN110965477A (en) * | 2019-12-19 | 2020-04-07 | 德州市公路工程总公司 | Construction method for shaped easy-to-detach hanging bracket of mid-span closure section of suspension casting box beam |
| WO2022116394A1 (en) * | 2020-12-04 | 2022-06-09 | 中铁北京工程局集团第二工程有限公司 | Construction method for continuous beam having asymmetrical cross section stiffened by large-span arch |
| CN113494055A (en) * | 2021-08-10 | 2021-10-12 | 中建市政工程有限公司 | Double-locking structure for closure section of long-span bridge and construction method |
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Application publication date: 20151111 |