CN102787551B - Method for determining small bridge mixed continuous system structure in short pier prestressed concrete - Google Patents
Method for determining small bridge mixed continuous system structure in short pier prestressed concrete Download PDFInfo
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- CN102787551B CN102787551B CN201210244778.8A CN201210244778A CN102787551B CN 102787551 B CN102787551 B CN 102787551B CN 201210244778 A CN201210244778 A CN 201210244778A CN 102787551 B CN102787551 B CN 102787551B
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Abstract
The invention relates to a small bridge in prestressed concrete, in particular to a method for determining a small bridge mixed continuous system structure in short pier prestressed concrete. The solidification dismounting is carried out from two ends to the center, in addition, support seats are correspondingly installed, the full-bridge integrity of the bridge structure is improved, the maintenance cost of the support seats is reduced, and a construction type section is provided for the short pier bridge.
Description
Technical field
The present invention relates to prestressed concrete small bridge, be specially a kind of method of definite squat pier prestressed concrete small bridge mixing continuous system structure.
Background technology
There is many freely-supported pattern bridges in China at present, as squat pier reinforced concrete simple-supported beam bridge, adopt bearing, under the Load Combination of dead load+mobile load+temperature load+brake force, the stress at the internal force of hollowcore slab girder, stress and bridge pier top is less than corresponding standard stress limit value, meet code requirement, and bridge type is simple, constructability, but need to make regular check on and safeguard bearing; If employing consolidation style, fully phase out bearing, adopt pier beam consolidation pattern, although can reduce the direct maintenance cost of bringing due to replacing bearing and cause owing to changing bearing the indirect maintenance cost that traffic jam causes, but under the Load Combination of dead load+mobile load+temperature load+brake force, the stress at the internal force of hollowcore slab girder, stress and bridge pier top is greater than corresponding standard stress limit value, is difficult to meet code requirement.
Summary of the invention
The object of the invention is to, for the deficiencies in the prior art, a kind of method of definite squat pier prestressed concrete small bridge mixing continuous system structure is provided, bearing is coordinated to installation with fixed, when reaching integral bridge stability, reduce bearing maintenance cost.
Technical scheme of the present invention is, a kind of method of definite squat pier prestressed concrete small bridge mixing continuous system structure, bridge comprises the multiple bridge piers for support girder between the abutment at hollowcore slab girder, hollowcore slab girder two ends and two abutments, and described method is as follows:
Hollowcore slab girder and abutment and bridge pier are consolidated by reinforcing bar, from hollowcore slab girder two ends, to hollowcore slab girder Central Symmetry, remove reinforcing bar fixed, first remove reinforcing bar on abutment fixed, and on abutment erection support, then measure the stress at hollowcore slab girder internal force, stress and bridge pier top under various Load Combination effects, calculate hollowcore slab girder under the Load Combination of dead load+mobile load+temperature load+brake force internal force, stress and bridge pier top stress and with corresponding standard stress limit value comparison;
If calculate the stress at internal force, stress and the bridge pier top of hollowcore slab girder under the Load Combination of dead load+mobile load+temperature load+brake force, be less than corresponding standard stress limit value, determine that the syndeton between bridge pier, abutment and hollowcore slab girder is erection support on two abutments, bridge pier is connected with hollowcore slab girder by reinforcing bar is fixed;
If the stress at internal force, stress and the bridge pier top of hollowcore slab girder under the Load Combination of dead load+mobile load+temperature load+brake force calculating is greater than corresponding standard stress limit value, continue to remove the fixed of bridge pier inside abutment, and on these two bridge piers erection support, the stress at hollowcore slab girder internal force, stress and the bridge pier top of measurement under various Load Combination effects, calculate the stress at internal force, stress and the bridge pier top of hollowcore slab girder under the Load Combination of dead load+mobile load+temperature load+brake force and with corresponding standard stress limit value comparison;
If calculate the stress at internal force, stress and the bridge pier top of hollowcore slab girder under the Load Combination of dead load+mobile load+temperature load+brake force, be less than corresponding standard stress limit value, determine that syndeton between bridge pier, abutment and hollowcore slab girder is erection support on bridge pier inside two abutments and abutment, remaining bridge pier passes through that reinforcing bar is fixed to be connected with hollowcore slab girder;
If the stress at internal force, stress and the bridge pier top of hollowcore slab girder under the Load Combination of dead load+mobile load+temperature load+brake force calculating is greater than corresponding standard stress limit value, the reinforcing bar that continues the dismounting bridge pier from hollowcore slab girder two ends to hollowcore slab girder Central Symmetry is fixed and corresponding removing erection support the fixed bridge pier of reinforcing bar, until the stress at the internal force of hollowcore slab girder, stress and bridge pier top is less than corresponding standard stress limit value.
Bearing on described abutment is sliding bearing.
Bearing on described bridge pier is board-like bearing.
Because concrete material grade is different, its standard stress limit value is different, for girder C50 concrete: tensile stress standard stress limit value is 1.83MPa, and compressive stress standard stress limit value is 22.4MPa; For bridge pier C30 concrete: tensile stress standard stress limit value is 1.39MPa, and compressive stress standard stress limit value is 13.8MPa.
According to embodiments of the invention, a kind of method of definite squat pier prestressed concrete small bridge mixing continuous system structure, bridge comprises 5 bridge piers for support girder between the abutment at hollowcore slab girder, hollowcore slab girder two ends and two abutments, and concrete grammar is as follows:
A. hollowcore slab girder and abutment and bridge pier are consolidated by reinforcing bar, the stress at hollowcore slab girder internal force, stress and the bridge pier top of measurement under various Load Combination effects, calculates the stress at internal force, stress and the bridge pier top of the lower hollowcore slab girder of least favorable Load Combination (dead load+mobile load+temperature load+brake force); By computational analysis, find hollowcore slab girder and abutment and bridge pier pass through reinforcing bar fixed after, under least favorable Load Combination operating mode, the stress at bridge pier top exceedes the limit value requirement of standard, bridge pier there will be the phenomenon of drawing crack;
B. on abutment and bridge pier, bearing is set, and hollowcore slab girder is placed on bearing, the stress at hollowcore slab girder internal force, stress and the bridge pier top of measurement under various Load Combination effects, calculates the stress at internal force, stress and the bridge pier top of the lower hollowcore slab girder of least favorable Load Combination (dead load+mobile load+temperature load+brake force); By computational analysis, after finding that hollowcore slab girder is placed on bearing, even under least favorable Load Combination operating mode, the stress at bridge pier top meets the limit value requirement of standard, full-bridge reasonable stress, but, full-bridge is used bearing, and the application life of bearing is limited, need to regularly replace bearing, this will cause increasing later stage operation cost, reduce bridge military service level.
C. on the basis of a step, from two ends symmetry to centre, remove reinforcing bar fixed, first remove reinforcing bar on abutment fixed, and on abutment erection support, then measure the stress at hollowcore slab girder internal force, stress and bridge pier top under various Load Combination effects, calculate the stress at internal force, stress and the bridge pier top of the lower hollowcore slab girder of least favorable Load Combination (dead load+mobile load+temperature load+brake force), inside continuation dismounting abutment, bridge pier is fixed, and on these two bridge piers erection support, the hollowcore slab girder internal force of measurement under various Load Combination effects, the stress at stress and bridge pier top, calculating is at the internal force of the lower hollowcore slab girder of least favorable Load Combination (dead load+mobile load+temperature load+brake force), the stress at stress and bridge pier top, according to the method, to hollowcore slab girder Central Symmetry, remove the reinforcing bar of bridge pier successively fixed and removing erection support on the fixed bridge pier of reinforcing bar accordingly, until the internal force of hollowcore slab girder, stress and bridge pier stress meet code requirement, while finding the fixed releasing of reinforcing bar of two bridge piers inside two abutments and two abutments, under least favorable Load Combination operating mode, the stress at bridge pier top meets the limit value requirement of standard, girder stressed very reasonable.
Known on b step analysis foundation, according to life-cycle maintenance theory, the quantity of bearing is more few better, to reduce later stage operation cost.Therefore, structure is now treated to final structure, two bridge pier place erection supports of two abutments and two abutment inner sides, three middle bridge pier places are cemented on girder by reinforcing bar, and structural shape is freely-supported-just continuous mixed system of structure.
The method of definite squat pier prestressed concrete small bridge mixing continuous system structure of the present invention has improved the full-bridge globality of bridge construction, reduces bearing maintenance cost, for squat pier bridge provides a kind of tectonic type, selects.
Accompanying drawing explanation
Fig. 1 is the structural representation of bridge of the present invention.
The specific embodiment
As shown in Figure 1, a kind of method of definite squat pier prestressed concrete small bridge mixing continuous system structure, bridge comprises 5 bridge piers 1,2,3,4,5 for support girder 11 between the abutment 9,10 at hollowcore slab girder 11, hollowcore slab girder 11 two ends and two abutments 9,10, and described method is as follows:
A. hollowcore slab girder 11 and abutment 9,10 and bridge pier 1,2,3,4,5 are consolidated by reinforcing bar, the stress at hollowcore slab girder 11 internal force, stress and bridge pier 1,2,3,4,5 tops of analysis under various Load Combination effects, the stress that calculates internal force, stress and bridge pier 1,2,3,4,5 tops of hollowcore slab girder 11 under the Load Combination of dead load+mobile load+temperature load+brake force is greater than corresponding standard stress limit value;
B. on abutment 9,10 and bridge pier 1,2,3,4,5, bearing is set, and hollowcore slab girder 11 is placed on bearing, the stress at hollowcore slab girder 11 internal force, stress and bridge pier 1,2,3,4,5 tops of analysis under various Load Combination effects, the stress that calculates internal force, stress and bridge pier 1,2,3,4,5 tops of hollowcore slab girder 11 under the Load Combination of dead load+mobile load+temperature load+brake force is less than corresponding standard stress limit value;
C. on the basis of a step, from hollowcore slab girder 11 two ends, to hollowcore slab girder 11 Central Symmetries, remove reinforcing bar fixed, first remove reinforcing bar on abutment 9,10 fixed, and on abutment 9,10 erection support 6, then the stress of analyzing hollowcore slab girder 11 internal force, stress and bridge pier 1,2,3,4,5 tops under various Load Combination effects, the stress that calculates internal force, stress and bridge pier 1,2,3,4,5 tops of hollowcore slab girder 11 under the Load Combination of dead load+mobile load+temperature load+brake force is greater than corresponding standard stress limit value, bridge pier 1 inside continuation dismounting abutment, 5 fixed, and at these two bridge piers 1, erection support 7 on 5, hollowcore slab girder 11 internal force of analysis under various Load Combination effects, stress and bridge pier 1, 2, 3, 4, the stress at 5 tops, calculate the internal force of hollowcore slab girder 11 under the Load Combination of dead load+mobile load+temperature load+brake force, stress and bridge pier 1, 2, 3, 4, the stress at 5 tops is less than corresponding standard stress limit value, final definite bridge pier 1, 2, 3, 4, 5, abutment 9, 10 and hollowcore slab girder 11 between syndeton be 3 bridge piers 2 at hollowcore slab girder 11 centers, 3, 4 are connected with hollowcore slab girder 11 by reinforcing bar fixed 8, all the other bridge piers 1, 5 and two abutments 9, erection support 7 on 10, 6.
Bearing 6 on abutment 9,10 is sliding bearing.
Bearing 7 on bridge pier 1,5 is board-like bearing.
Claims (3)
1. the method for a definite squat pier prestressed concrete small bridge mixing continuous system structure, bridge comprises the abutment (9 at hollowcore slab girder (11), hollowcore slab girder (11) two ends, 10) and two abutments (9,10) between for supporting multiple bridge piers (1,2,3 of hollowcore slab girder (11), 4,5), it is characterized in that, described method is as follows:
By hollowcore slab girder (11) respectively with abutment (9, 10) and bridge pier (1, 2, 3, 4, 5) by reinforcing bar, be consolidated, from hollowcore slab girder (11) two ends, to hollowcore slab girder (11) Central Symmetry, remove reinforcing bar fixed, first remove abutment (9, 10) reinforcing bar on is fixed, and at abutment (9, 10) upper erection support (6), then measure hollowcore slab girder (11) internal force under various Load Combination effects, stress and bridge pier (1, 2, 3, 4, 5) stress at top, calculate the internal force of hollowcore slab girder (11) under the Load Combination of dead load+mobile load+temperature load+brake force, stress and bridge pier (1, 2, 3, 4, 5) stress at top and with corresponding standard stress limit value comparison:
Situation one, if calculate internal force, stress and the bridge pier (1,2 of hollowcore slab girder (11) under the Load Combination of dead load+mobile load+temperature load+brake force, 3,4,5) stress at top is less than corresponding standard stress limit value, determine bridge pier (1,2,3,4,5), the syndeton between abutment (9,10) and hollowcore slab girder (11) is two abutments (9,10) upper erection support (6), bridge pier (1,2,3,4,5) by reinforcing bar fixed (8), be connected with hollowcore slab girder (11);
Situation two, if the internal force of the hollowcore slab girder under the Load Combination of dead load+mobile load+temperature load+brake force (11) calculating, stress and bridge pier (1, 2, 3, 4, 5) stress at top is greater than corresponding standard stress limit value, continue to remove abutment (9, 10) inner side bridge pier (1, 5) fixed, and at these two bridge piers (1, 5) upper erection support (7), hollowcore slab girder (11) internal force of measurement under various Load Combination effects, stress and bridge pier (1, 2, 3, 4, 5) stress at top, the internal force of calculating hollowcore slab girder (11) under the Load Combination of dead load+mobile load+temperature load+brake force, stress and bridge pier (1, 2, 3, 4, 5) stress at top and with corresponding standard stress limit value comparison: if calculate the internal force of hollowcore slab girder (11) under the Load Combination of dead load+mobile load+temperature load+brake force, stress and bridge pier (1, 2, 3, 4, 5) stress at top is less than corresponding standard stress limit value, determine bridge pier (1, 2, 3, 4, 5), abutment (9, 10) syndeton and between hollowcore slab girder (11) is two abutments (9, 10) bridge pier (1 and inside abutment, 5) upper erection support (7, 6), remaining bridge pier (2, 3, 4) by reinforcing bar fixed (8), be connected with hollowcore slab girder (11), if internal force, stress and the bridge pier (1 of the hollowcore slab girder under the Load Combination of dead load+mobile load+temperature load+brake force (11) calculating, 2,3,4,5) stress at top is greater than corresponding standard stress limit value, continue from hollowcore slab girder (11) two ends to hollowcore slab girder (11) Central Symmetry to remove the reinforcing bar of bridge pier fixed and removing erection support the fixed bridge pier of reinforcing bar accordingly, until the internal force of hollowcore slab girder (11), stress and bridge pier (1,2,3,4,5) stress at top is less than corresponding standard stress limit value.
2. the method for determining according to claim 1 squat pier prestressed concrete small bridge mixing continuous system structure, is characterized in that, the bearing (6) on described abutment (9,10) is sliding bearing.
3. the method for determining according to claim 1 squat pier prestressed concrete small bridge mixing continuous system structure, is characterized in that, the bearing (7) on described bridge pier (1,5) is board-like bearing.
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| CN201210244778.8A CN102787551B (en) | 2012-07-16 | 2012-07-16 | Method for determining small bridge mixed continuous system structure in short pier prestressed concrete |
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| CN102787551B true CN102787551B (en) | 2014-04-30 |
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Citations (5)
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|---|---|---|---|---|
| DE3410438A1 (en) * | 1984-03-22 | 1985-10-03 | Dyckerhoff & Widmann AG, 8000 München | MULTI-FIELD BRIDGE STRUCTURE MADE OF STEEL AND / OR TENSIONED CONCRETE |
| CN1070240A (en) * | 1992-09-25 | 1993-03-24 | 沈阳铁路局沈阳勘测设计院 | Composite bridge |
| JP2010242315A (en) * | 2009-04-01 | 2010-10-28 | Sumitomo Mitsui Construction Co Ltd | Bridge construction method |
| CN102021889A (en) * | 2010-12-16 | 2011-04-20 | 上海市城市建设设计研究院 | Bridge erection method |
| CN202047347U (en) * | 2011-04-17 | 2011-11-23 | 四川省交通厅公路规划勘察设计研究院 | Small and medium span high-pier long continuous bridge structure |
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2012
- 2012-07-16 CN CN201210244778.8A patent/CN102787551B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE3410438A1 (en) * | 1984-03-22 | 1985-10-03 | Dyckerhoff & Widmann AG, 8000 München | MULTI-FIELD BRIDGE STRUCTURE MADE OF STEEL AND / OR TENSIONED CONCRETE |
| CN1070240A (en) * | 1992-09-25 | 1993-03-24 | 沈阳铁路局沈阳勘测设计院 | Composite bridge |
| JP2010242315A (en) * | 2009-04-01 | 2010-10-28 | Sumitomo Mitsui Construction Co Ltd | Bridge construction method |
| CN102021889A (en) * | 2010-12-16 | 2011-04-20 | 上海市城市建设设计研究院 | Bridge erection method |
| CN202047347U (en) * | 2011-04-17 | 2011-11-23 | 四川省交通厅公路规划勘察设计研究院 | Small and medium span high-pier long continuous bridge structure |
Non-Patent Citations (1)
| Title |
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| 樊小伟等.中、小跨径空心板梁设计及优化.《中国水运（理论版）》.2007,第5卷(第7期),第98-99页. * |
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