CN103334380A - Converting method for external pre-stressed anchor cable and permanent tie bar of swallow-type tie bar arch bridge - Google Patents
Converting method for external pre-stressed anchor cable and permanent tie bar of swallow-type tie bar arch bridge Download PDFInfo
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- CN103334380A CN103334380A CN201310283750XA CN201310283750A CN103334380A CN 103334380 A CN103334380 A CN 103334380A CN 201310283750X A CN201310283750X A CN 201310283750XA CN 201310283750 A CN201310283750 A CN 201310283750A CN 103334380 A CN103334380 A CN 103334380A
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Abstract
The invention relates to a converting method for an external pre-stressed anchor cable and a permanent tie bar of a swallow-type tie bar arch bridge. The converting method for the external pre-stressed anchor cable and the permanent tie bar of the swallow-type tie bar arch bridge comprises the following steps of (1) installation of the external pre-stressed anchor cable, (2) tensioning of the external pre-stressed anchor cable, (3) installation of a concrete support and steering structure, (4) installation of the permanent tie bar, (5) conversion between the external pre-stressed anchor cable and a stress supporting system of the permanent tie bar, and (6) disassembly of the external pre-stressed anchor cable. The converting method for the external pre-stressed anchor cable and the permanent tie bar of the swallow-type tie bar arch bridge has the advantages that adverse factors, caused by a deep water level to construction, of a deep water level, a high water velocity, large influence of floods, influence on passage of a main channel and the like due to the fact that the swallow-type tie bar arch bridge is arranged over the main channel are avoided, a large temporary support does not need to be arranged, materials can be saved, the channel is not polluted, noise is not produced, safety and operability are good, the materials can be recycled, manpower and material resources are saved, working efficiency can be effectively improved, and the construction period can be shortened.
Description
Technical field
The present invention relates to method for bridge construction, relate in particular to the conversion method of a kind of flying swallow bowstring arch bridge external prestressing anchor cable and permanent tie-rod.
Background technology
In the construction of flying swallow bowstring arch bridge, tie-rod is installed, stretching construction need rely on the limit arch to go up the concrete support and steering structure (being that the limit arch is gone up reinforced concrete upright column) is finished.After limit arch rib construction was finished, the vertical load that limit arch rib and later stage limit arch superstructure produce should be born by falsework.Support is impaired deactivate after, the vertical bearing capacity of limit arch rib is not enough to satisfy that arch is gone up the support of permanent tie-rod and concrete supports and the steering structure construction, causes carrying out stretch-draw work and the follow-up structure construction of permanent tie-rod.For this reason, need take measures to reinforce the limit arch structure in order to finish limit arch upward support and concrete support and the steering structure construction of permanent tie-rod, carry out interim reinforcement system and the conversion of tie-rod forever at last again.Present settling mode has: 1, recover the support method; 2, temporary rest pier method; 3, incremental launching construction method.But above measure all has deficiency, recovers support method and temporary rest pier method and can pollute the navigation channel and noise disturbs residents in construction period, and support or buttress construction period are long, consumptive material is many, can the blocking-up bridge after finishing under main channel and be subject to flood influence, the later stage is removed difficulty.The incremental launching construction method must arrange stressed pedestal at adjacent structure, can produce subsidiary stress to the adjacent concrete structure, influences its safety.Therefore, we press for and a kind ofly can reinforce the limit arch structure, can make the conversion that is well on of interim reinforcement system and permanent tie-rod again.
Summary of the invention
Technical problem to be solved by this invention provides the conversion method of a kind of flying swallow bowstring arch bridge external prestressing anchor cable and permanent tie-rod, and this method can be reinforced the limit arch structure of flying swallow bowstring arch bridge, guarantees carrying out smoothly 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, the outer prestress anchorage cable of fixing body;
Second step, the external prestressing anchorage cable stretching;
The 3rd step, the installation of concrete support and steering structure;
In the 4th step, permanent tie-rod is installed;
In the 5th step, the external prestressing anchor cable is changed with the stressed support system of permanent tie-rod;
In the 6th step, remove the external prestressing anchor cable.
Press such scheme, in the step 1, described external prestressing anchor cable is positioned at the downside of permanent tie-rod 1 at vertical plane, is positioned at the outside of permanent tie-rod at horizontal plane, guarantees that external prestressing anchor cable and permanent tie-rod are at the locus incongruity; In the time can not satisfying this condition, must take to locate the parrel locus of prestress anchorage cable and permanent tie-rod outside the obligatory point by force.
Press such scheme, described external prestressing anchor cable is totally four bundles, and 32 steel strand of every bundle adopt by root, symmetry and reeve and the firmly beforehand means installation.
Press such scheme, described steel strand are φ 15.2mm, the steel strand of fpk=1860Mpa.
Press such scheme, in the step 2, the external prestressing anchorage cable stretching adopts grading tension, after every grade of stretch-draw crossstructure is carried out stress, strain detecting, guarantees that structural stress and strain value are in the work amplitude range of design and standard permission.
Press such scheme, in the step 5, in the transition period of external prestressing anchor cable with permanent tie-rod, the external prestressing anchor cable adopts the classification off-loading, and permanent tie-rod adopts and increases lotus step by step.
The described external prestressing anchor cable of this method adopts φ 15.2mm, and the steel strand of fpk=1860Mpa are formed, and steel strand length, arrangement form, quantity can be adjusted according to bridge length, form of structure and force request.
Beneficial effect of the present invention is: 1, avoid being positioned at that the water level that brings in the main channel sky is dark, water velocity is fast, flood influence is big, influencing the main channel unfavorable factor that construction is caused such as current because of bridge.2, do not need large-scale falsework is set, saved material.3, do not pollute the navigation channel, do not produce noise, safety and strong operability.4, the recyclable and utilization again of material.5, save human and material resources, can effectively improve work efficiency, reduction of erection time.
Description of drawings
Fig. 1 is the facade structures schematic diagram of flying swallow bowstring arch bridge.
Fig. 2 is the plane structure schematic diagram of flying swallow bowstring arch bridge.
Fig. 3 be flying swallow bowstring arch bridge external prestressing anchor cable with the conversion method of permanent tie-rod in the facade structures schematic diagram of step 1.
Fig. 4 be flying swallow bowstring arch bridge external prestressing anchor cable with the conversion method of permanent tie-rod in the plane structure schematic diagram of step 1.
Fig. 5 be flying swallow bowstring arch bridge external prestressing anchor cable with the conversion method of permanent tie-rod in the facade structures schematic diagram of step 2.
Fig. 6 be flying swallow bowstring arch bridge external prestressing anchor cable with the conversion method of permanent tie-rod in the plane structure schematic diagram of step 2.
Fig. 7 be flying swallow bowstring arch bridge external prestressing anchor cable with the conversion method of permanent tie-rod in the facade structures schematic diagram of step 3.
Fig. 8 be flying swallow bowstring arch bridge external prestressing anchor cable with the conversion method of permanent tie-rod in the plane structure schematic diagram of step 3.
Fig. 9 be flying swallow bowstring arch bridge external prestressing anchor cable with the conversion method of permanent tie-rod in the facade structures schematic diagram of step 4.
Figure 10 be flying swallow bowstring arch bridge external prestressing anchor cable with the conversion method of permanent tie-rod in the plane structure schematic diagram of step 4.
Figure 11 be flying swallow bowstring arch bridge external prestressing anchor cable with the conversion method of permanent tie-rod in the facade structures schematic diagram of step 5.
Figure 12 be flying swallow bowstring arch bridge external prestressing anchor cable with the conversion method of permanent tie-rod in the plane structure schematic diagram of step 5.
Figure 13 be flying swallow bowstring arch bridge external prestressing anchor cable with the conversion method of permanent tie-rod in the facade structures schematic diagram of step 6.
Figure 14 be flying swallow bowstring arch bridge external prestressing anchor cable with the conversion method of permanent tie-rod in the plane structure schematic diagram of step 6.
Among the figure: 1, permanent tie-rod, 2, the limit arch rib, 3, concrete supports and steering structure, 4, the external prestressing anchor cable.
The specific embodiment
Be that the present invention will be further described for example with canal river, Qu County two bridge constructions below.
Referring to Fig. 1, Fig. 2, canal river two bridge bridge the beginning and the end mileages are K0+090.5～K0+692.0, and bridge center mileage is K0+383, total length 601.5m.Main bridge is the flying swallow Steel Pipe Concrete Tied-arch Bridge, total length 356m, and the aperture is arranged as (75+206+75) m, and the west arch joins with 86mT shaped steel structure, and arch joins with the 128m continuous beam in the east.Full-bridge arranges the permanent tie-rod of 16 bundles altogether, and each 8 bundle of upstream and downstream, every bundle tie-rod do not have bonding underrelaxation steel strand by the spraying of 37 band PE sheath epoxies and form fpk=1960Mpa.
After canal river two bridge limit arch rib constructions in 2011 are finished, because causing limit arch falsework, the big flood reason deactivates, go up concrete support and steering structure construction for finishing the limit arch, be convenient to main bridge tie-rod and install and stretch-draw, adopt external prestressing anchor cable method to reinforce the limit arch structure.According to actual conditions, the external prestressing anchor cable is arranged in the main bridge scope, runs through limit arch and main arch, 356 meters of effective lengths, and the stretch-draw anchor end is arranged at limit arch abutment head.Main bridge upstream and downstream arch rib respectively arranges 2 bundles, and every bundle does not have bonding underrelaxation steel strand by the spraying of 32 band PE sheath epoxies to be formed, and fpk=1860MPa, anchor cable do not establish flat vertical curve.
After the limit arch structure is reinforced, build fast and finish limit arch upward concrete support and steering structure (being that the limit arch is gone up reinforced concrete upright column).After treating that concrete structure reaches design strength, the permanent tie-rod of Fast Installation 16 bundles carries out external prestressing anchor cable and the stressed support system conversion of permanent tie-rod after finishing.After design, monitoring, supervisor's affirmation system convert, in time remove the external prestressing anchor cable.
The conversion method of flying swallow bowstring arch bridge external prestressing anchor cable and permanent tie-rod, as Fig. 3-shown in Figure 14:
The first step, the installation of external prestressing anchor cable 4;
External prestressing anchor cable 4 is totally 4 bundles, 32 of every bundles, and employing is reeved by root, symmetry and the mode of pretension is installed; External prestressing anchor cable 4 is positioned at permanent tie-rod 1 downside at vertical plane, is positioned at permanent tie-rod 1 outside at horizontal plane, and external prestressing anchor cable 4 does not have in the space with permanent tie-rod 1 joins;
Second step, the stretch-draw of external prestressing anchor cable 4;
Behind external prestressing anchor cable 4 first pretensions to 100 ton/bundle, divides six grades of stretch-draw, 25 tons of every grade of stretching force increments, 250 tons of every bundle external prestressing anchor cable 4 whole pulling force, 4 restraint 1000 tons of external prestressing anchor cables 4 total pulling forces;
In the 3rd step, at limit arch rib 2 concrete is installed and is supported and steering structure 3;
In the 4th step, 600 tons of permanent tie-rod 1 and stretch-draw are installed;
In the 5th step, external prestressing anchor cable 4 is changed with the stressed support system of permanent tie-rod 1;
The system transition period, 4 fens 4 grades of off-loadings of external prestressing anchor cable, 250 tons of every grade of off-loadings (unloading), permanent tie-rod 1 increases lotus step by step, and every grade increases 250 tons of lotuses, and the mode of taking unloading earlier to increase lotus is again carried out; In the system transition period, Zong Suoli maintains (in design allows amplitude range) between 1350～1600 tons, and final permanent tie-rod 1 total stretching force reaches 1600 tons, 0 ton of external prestressing anchor cable 4 stretching force.
In the 6th step, remove external prestressing anchor cable 4.
The present invention can not only improve efficiency of construction, eliminate safe hidden trouble, reduces operating cost, can also reach the purpose that reduces environmental disruption; And can reduce the hydrology, the restriction of geological condition to constructing, application value is big.
Claims (6)
1. the conversion method of a flying swallow bowstring arch bridge external prestressing anchor cable and permanent tie-rod is characterized in that it comprises the steps:
The first step, the outer prestress anchorage cable of fixing body;
Second step, the external prestressing anchorage cable stretching;
The 3rd step, the installation of concrete support and steering structure;
In the 4th step, permanent tie-rod is installed;
In the 5th step, the external prestressing anchor cable is changed with the stressed support system of permanent tie-rod;
In the 6th step, remove the external prestressing anchor cable.
2. flying swallow bowstring arch bridge external prestressing anchor cable as claimed in claim 1 and the forever conversion method of tie-rod, it is characterized in that: in the step 1, described external prestressing anchor cable is positioned at the downside of permanent tie-rod 1 at vertical plane, be positioned at the outside of permanent tie-rod at horizontal plane, guarantee that external prestressing anchor cable and permanent tie-rod are at the locus incongruity.
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 characterized in that: described external prestressing anchor cable is totally four bundles, and 32 steel strand of every bundle adopt by root, symmetry and reeve and firmly beforehand means is installed.
4. flying swallow bowstring arch bridge external prestressing anchor cable as claimed in claim 3 and the forever conversion method of tie-rod, it is characterized in that: described steel strand are φ 15.2mm, the steel strand of fpk=1860Mpa.
5. flying swallow bowstring arch bridge external prestressing anchor cable as claimed in claim 1 and the forever conversion method of tie-rod, it is characterized in that: in the step 2, the external prestressing anchorage cable stretching adopts grading tension, after every grade of stretch-draw crossstructure is carried out stress, strain detecting.
6. flying swallow bowstring arch bridge external prestressing anchor cable as claimed in claim 1 and the forever conversion method of tie-rod, it is characterized in that: in the step 5, in the transition period of external prestressing anchor cable with permanent tie-rod, the external prestressing anchor cable adopts the classification off-loading, and permanent tie-rod adopts and increases lotus step by step.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| WO2019062271A1 (en) * | 2017-09-28 | 2019-04-04 | 苏交科集团股份有限公司 | Pre-loading device and construction method for concrete crack control at pier top of steel-concrete composite bridge |
| 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 |
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| KR20130026102A (en) * | 2011-09-05 | 2013-03-13 | 유명철 | Installation method of bridge structure having long span |
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| WO2019062271A1 (en) * | 2017-09-28 | 2019-04-04 | 苏交科集团股份有限公司 | Pre-loading device and construction method for concrete crack control at pier top of steel-concrete composite bridge |
| 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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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 |