CN103334380B - The conversion method of flying swallow bowstring arch bridge external prestressing anchor cable and permanent tie-rod - Google Patents
The conversion method of flying swallow bowstring arch bridge external prestressing anchor cable and permanent tie-rod Download PDFInfo
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- CN103334380B CN103334380B CN201310283750.XA CN201310283750A CN103334380B CN 103334380 B CN103334380 B CN 103334380B CN 201310283750 A CN201310283750 A CN 201310283750A CN 103334380 B CN103334380 B CN 103334380B
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Abstract
The present invention relates to the conversion method of a kind of flying swallow bowstring arch bridge external prestressing anchor cable and permanent tie-rod, it comprises the steps: the first step, fixing body External prestressed anchor cable; Second step, external prestressing anchorage cable stretching; The installation of the 3rd step, concrete support and steering structure; 4th step, installs permanent tie-rod; 5th step, the stress support system of external prestressing anchor cable and permanent tie-rod is changed; 6th step, removes external prestressing anchor cable. It is an advantage of the current invention that to avoid the unfavorable factor because bridge is positioned at that the water level brought in main channel overhead is deep, water velocity is fast, flood influence is big, to affect main channel current etc. causes to construction, large-scale falsework need not be set, material can be saved, do not pollute navigation channel, do not produce noise, safety and strong operability, material recyclable and again with, save human and material resources, work efficiency, reduction of erection time can be effectively improved.
Description
Technical field
The present invention relates to method for bridge construction, particularly relate to the conversion method of a kind of flying swallow bowstring arch bridge external prestressing anchor cable and permanent tie-rod.
Background technology
In flying swallow bowstring arch bridge is constructed, tie-rod is installed, stretching construction needs to rely on the upper concrete support of limit arch and steering structure (i.e. the upper reinforced concrete upright column of limit arch) to complete. After limit arch rib has been constructed, limit arch rib and vertical load produced by later stage limit arch superstructure should be born by falsework. Support is impaired deactivate after, the vertical bearing capacity of limit arch rib is insufficient for the support of the upper permanent tie-rod of arch and concrete support and steering structure construction, causes stretch-draw work and the subsequent structural construction that can not carry out permanent tie-rod. The reinforcing edge arch structure for this reason, it may be necessary to take measures encircles the support and concrete support of going up permanent tie-rod and steering structure construction to complete limit, finally carries out the conversion of temperature pier system and permanent tie-rod again. Current settling mode has: 1, recover Support Method; 2, temporary rest pier method; 3, incremental launching construction method. But above measure all has a deficiency, recovering Support Method and temporary rest pier method and can pollute navigation channel and noise disturbs residents in construction period, support or buttress construction period length, consumptive material are many, can block under bridge main channel and be subject to flood influence after completing, and the later stage removes difficulty. Incremental launching construction method must arrange stress pedestal on adjacent structure, adjacent concrete structure can be produced additional stress, affect its safety. Therefore, we in the urgent need to one can reinforcing edge arch structure, temperature pier system and permanent tie-rod can be made again to be well on conversion.
Summary of the invention
The technical problem to be solved is to provide the conversion method of a kind of flying swallow bowstring arch bridge external prestressing anchor cable and permanent tie-rod, and the method can reinforce the limit arch structure of flying swallow bowstring arch bridge, it is ensured that being smoothed out of construction.
The technical solution adopted in the present invention is: the conversion method of a kind of flying swallow bowstring arch bridge external prestressing anchor cable and permanent tie-rod, it comprises the steps:
The first step, fixing body External prestressed anchor cable;
Second step, external prestressing anchorage cable stretching;
The installation of the 3rd step, concrete support and steering structure;
4th step, installs permanent tie-rod;
5th step, the stress support system of external prestressing anchor cable and permanent tie-rod is changed;
6th step, removes external prestressing anchor cable.
By such scheme, in step one, described external prestressing anchor cable is positioned at the downside of permanent tie-rod 1 on the vertical plane, is positioned at the outside of permanent tie-rod in the horizontal plane, it is ensured that external prestressing anchor cable and permanent tie-rod are at locus incongruity; The locus of location parrel obligatory point External prestressed anchor cable by force and permanent tie-rod must be taked when this condition can not be met.
By such scheme, described external prestressing anchor cable is totally four bundles, often 32 steel strand wires of bundle, adopts and reeves and firmly beforehand means installation by root, symmetry.
By such scheme, described steel strand wires are the steel strand wires of φ 15.2mm, fpk=1860Mpa.
By such scheme, in step 2, external prestressing anchorage cable stretching adopts grading tension, after every grade of stretch-draw, crossstructure is carried out stress, strain detecting, it is ensured that structural stress and strain value are in the work amplitude range of design and specification permission.
By such scheme, in step 5, the transition period of prestress anchorage cable and permanent tie-rod in vitro, external prestressing anchor cable adopts classification off-loading, and permanent tie-rod adopts and increases lotus step by step.
External prestressing anchor cable described in this method adopts the steel strand wires composition of φ 15.2mm, fpk=1860Mpa, and steel strand wires length, arrangement form, quantity can be adjusted according to bridge length, version and force request.
The beneficial effects of the present invention is: 1, avoid the unfavorable factor because bridge is positioned at that the water level brought in main channel overhead is deep, water velocity is fast, flood influence is big, to affect main channel current etc. causes to construction. 2, large-scale falsework need not be set, saved material. 3, do not pollute navigation channel, do not produce noise, safety and strong operability. 4, material recyclable and again with. 5, save human and material resources, work efficiency, reduction of erection time can be effectively improved.
Accompanying drawing explanation
Fig. 1 is the facade structures schematic diagram of flying swallow bowstring arch bridge.
Fig. 2 is the planar structure schematic diagram of flying swallow bowstring arch bridge.
Fig. 3 is flying swallow bowstring arch bridge external prestressing anchor cable and the facade structures schematic diagram of step one in the conversion method of permanent tie-rod.
Fig. 4 is flying swallow bowstring arch bridge external prestressing anchor cable and the planar structure schematic diagram of step one in the conversion method of permanent tie-rod.
Fig. 5 is flying swallow bowstring arch bridge external prestressing anchor cable and the facade structures schematic diagram of step 2 in the conversion method of permanent tie-rod.
Fig. 6 is flying swallow bowstring arch bridge external prestressing anchor cable and the planar structure schematic diagram of step 2 in the conversion method of permanent tie-rod.
Fig. 7 is flying swallow bowstring arch bridge external prestressing anchor cable and the facade structures schematic diagram of step 3 in the conversion method of permanent tie-rod.
Fig. 8 is flying swallow bowstring arch bridge external prestressing anchor cable and the planar structure schematic diagram of step 3 in the conversion method of permanent tie-rod.
Fig. 9 is flying swallow bowstring arch bridge external prestressing anchor cable and the facade structures schematic diagram of step 4 in the conversion method of permanent tie-rod.
Figure 10 is flying swallow bowstring arch bridge external prestressing anchor cable and the planar structure schematic diagram of step 4 in the conversion method of permanent tie-rod.
Figure 11 is flying swallow bowstring arch bridge external prestressing anchor cable and the facade structures schematic diagram of step 5 in the conversion method of permanent tie-rod.
Figure 12 is flying swallow bowstring arch bridge external prestressing anchor cable and the planar structure schematic diagram of step 5 in the conversion method of permanent tie-rod.
Figure 13 is flying swallow bowstring arch bridge external prestressing anchor cable and the facade structures schematic diagram of step 6 in the conversion method of permanent tie-rod.
Figure 14 is flying swallow bowstring arch bridge external prestressing anchor cable and the planar structure schematic diagram of step 6 in the conversion method of permanent tie-rod.
In figure: 1, permanent tie-rod, 2, limit arch rib, 3, concrete support and steering structure, 4, external prestressing anchor cable.
Detailed description of the invention
For canal river two, Qu County bridge construction, the present invention will be further described below.
Referring to Fig. 1, Fig. 2, canal river two bridge bridge the beginning and the end mileage is K0+090.5～K0+692.0, and bridge center mileage is K0+383, total length 601.5m. Main bridge is flying swallow Steel Pipe Concrete Tied-arch Bridge, total length 356m, and aperture is arranged as (75+206+75) m, and west arch connects with 86mT shaped steel structure, and arch connects with 128m continuous beam in the east. Full-bridge arranges the 16 permanent tie-rods of bundle altogether, each 8 bundles of upstream and downstream, and often bundle tie-rod is made up of 37 band PE sheath epoxies spraying soap-free emulsion polymeization underrelaxation steel strand wires, fpk=1960Mpa.
After bridge limit, canal river two in 2011 arch rib has been constructed, because causes causes that limit arch falsework is deactivated, for completing the upper concrete support of limit arch and steering structure construction, it is simple to main bridge tie-rod is installed and stretch-draw, adopts external prestressing anchor cable method reinforcing edge arch structure. According to practical situation, external prestressing anchor cable is arranged within the scope of main bridge, runs through limit arch and main arch, effective length 356 meters, and stretch-draw anchor end is arranged at limit arch abutment head. Main bridge upstream and downstream arch rib respectively arranges 2 bundles, often restraints and is made up of 32 band PE sheath epoxies spraying soap-free emulsion polymeization underrelaxation steel strand wires, and fpk=1860MPa, anchor cable does not set flat vertical curve.
After limit arch structure is reinforced, fast pouring completes the upper concrete support of limit arch and steering structure (i.e. the upper reinforced concrete upright column of limit arch). Reaching after design strength until xoncrete structure, Fast Installation 16 restraints permanent tie-rod, carries out external prestressing anchor cable and the conversion of permanent tie-rod stress support system after completing. External prestressing anchor cable is removed after confirming that system transform completes in time by designed, monitoring, supervisor.
The conversion method of flying swallow bowstring arch bridge external prestressing anchor cable and permanent tie-rod, as shown in Fig. 3-Figure 14:
The first step, the installation of external prestressing anchor cable 4;
External prestressing anchor cable 4 totally 4 bundle, often bundle 32, adopt by root, symmetry is reeved and the mode of pretension is installed; External prestressing anchor cable 4 is positioned on the downside of permanent tie-rod 1 on the vertical plane, is positioned at outside permanent tie-rod 1 in the horizontal plane, and external prestressing anchor cable 4 and permanent tie-rod 1 nothing in space is joined;
Second step, the stretch-draw of external prestressing anchor cable 4;
After the first pretension of external prestressing anchor cable 4 to 100 tons/bundle, point six grades of stretch-draw, every grade of stretching force increment 25 tons, the often whole pulling force 250 tons of bundle external prestressing anchor cable 4,4 bundle external prestressing anchor cable 4 total pulling forces 1000 tons;
3rd step, installs concrete support and steering structure 3 on limit arch rib 2;
4th step, installs permanent tie-rod 1 stretch-draw 600 tons;
5th step, the stress support system of external prestressing anchor cable 4 and permanent tie-rod 1 is changed;
During system transform, 4 points of 4 grades of off-loadings of external prestressing anchor cable, every grade of off-loading (unloading) 250 tons, permanent tie-rod 1 increases lotus step by step, and every grade increases lotus 250 tons, takes first to unload the mode increasing lotus again and carry out;During system transform, Zong Suoli maintains and (allows in amplitude range in design) between 1350～1600 tons, and the final permanent total stretching force of tie-rod 1 reaches 1600 tons, external prestressing anchor cable 4 stretching force 0 ton.
6th step, removes external prestressing anchor cable 4.
The present invention can not only improve efficiency of construction, eliminates safe hidden trouble, reduce operating cost, moreover it is possible to reach to reduce the purpose to environmental disruption; And the hydrology, the geological condition restriction to construction can be reduced, application value is big.
Claims (4)
1. the conversion method of a flying swallow bowstring arch bridge external prestressing anchor cable and permanent tie-rod, it is characterised in that it comprises the steps:
The first step, fixing body External prestressed anchor cable;
Second step, external prestressing anchorage cable stretching;
The installation of the 3rd step, concrete support and steering structure;
4th step, installs permanent tie-rod;
5th step, the stress support system of external prestressing anchor cable and permanent tie-rod is changed;
6th step, removes external prestressing anchor cable;
In step one, described external prestressing anchor cable is positioned at the downside of permanent tie-rod on the vertical plane, is positioned at the outside of permanent tie-rod in the horizontal plane, it is ensured that external prestressing anchor cable and permanent tie-rod are at locus incongruity;
In step 5, the transition period of prestress anchorage cable and permanent tie-rod in vitro, external prestressing anchor cable adopts classification off-loading, and permanent tie-rod adopts and increases lotus step by step.
2. the conversion method of flying swallow bowstring arch bridge external prestressing anchor cable as claimed in claim 1 and permanent tie-rod, it is characterised in that: described external prestressing anchor cable is totally four bundles, often 32 steel strand wires of bundle, adopts and reeves and firmly beforehand means installation by root, symmetry.
3. the conversion method of flying swallow bowstring arch bridge external prestressing anchor cable as claimed in claim 2 and permanent tie-rod, it is characterised in that: described steel strand wires are the steel strand wires of φ 15.2mm, fpk=1860Mpa.
4. the conversion method of flying swallow bowstring arch bridge external prestressing anchor cable as claimed in claim 1 and permanent tie-rod, it is characterized in that: in step 2, external prestressing anchorage cable stretching adopts grading tension, after every grade of stretch-draw, crossstructure is carried out stress, strain detecting.
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| CN107841951B (en) * | 2017-09-28 | 2023-08-01 | 苏交科集团股份有限公司 | Preloading device for controlling pier top concrete cracks of steel-concrete composite girder bridge and construction method |
| CN111155822A (en) * | 2018-11-20 | 2020-05-15 | 中国船舶重工集团海装风电股份有限公司 | Steel strand installation method for wind driven generator support tower frame prestressed structure |
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| JP4104910B2 (en) * | 2002-06-05 | 2008-06-18 | 三井住友建設株式会社 | How to build arch ribs for concrete arch bridges |
| KR101222620B1 (en) * | 2012-05-10 | 2013-02-06 | 주식회사 젬콘 | Prestressed concrete girder and it's manufacture and construction method which used pretensioning steel plate |
| KR20130026102A (en) * | 2011-09-05 | 2013-03-13 | 유명철 | Installation method of bridge structure having long span |
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| JP4104910B2 (en) * | 2002-06-05 | 2008-06-18 | 三井住友建設株式会社 | How to build arch ribs for concrete arch bridges |
| CN1811070A (en) * | 2005-01-28 | 2006-08-02 | 上海市第七建筑有限公司 | First-arch-then-beam concrete steel skeleton constructing process for through arch bridge with mooring post of steel pipe concrete |
| KR20130026102A (en) * | 2011-09-05 | 2013-03-13 | 유명철 | Installation method of bridge structure having long span |
| KR101222620B1 (en) * | 2012-05-10 | 2013-02-06 | 주식회사 젬콘 | Prestressed concrete girder and it's manufacture and construction method which used pretensioning steel plate |
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Effective date of registration: 20190423 Address after: 450016 No. 1225 Hanghai East Road, Zhengzhou City, Henan Province Co-patentee after: Wuhan Engineering Co., Ltd., China Railway 7th Bureau Group Co., Ltd. Patentee after: China Railway Seventh Group Co., Ltd. Co-patentee after: The Fourth Engineering Co., Ltd of The Seventh Engineering Group Co., Ltd. of China Railway Address before: 450016 No. 1225 Hanghai East Road, Zhengzhou City, Henan Province Co-patentee before: Wuhan Engineering Co., Ltd., China Railway 7th Bureau Group Co., Ltd. Patentee before: China Railway Seventh Group Co., Ltd. |
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Effective date of registration: 20200821 Address after: 450016 No. 1225 East navigation road, Henan, Zhengzhou Co-patentee after: WUHAN ENGINEERING CO., LTD., CHINA RAILWAY 7TH BUREAU GROUP Co.,Ltd. Patentee after: CHINA RAILWAY SEVENTH GROUP Co.,Ltd. Address before: 450016 No. 1225 East navigation road, Henan, Zhengzhou Co-patentee before: WUHAN ENGINEERING CO., LTD., CHINA RAILWAY 7TH BUREAU GROUP Co.,Ltd. Patentee before: CHINA RAILWAY SEVENTH GROUP Co.,Ltd. Co-patentee before: THE FOURTH ENGINEERING CO., LTD. OF CHINA RAILWAY SEVENTH Group |
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