CN102409619A - Method for improving cross integrity of bridge deck structure of multi-girder type combined small box girder bridge - Google Patents
Method for improving cross integrity of bridge deck structure of multi-girder type combined small box girder bridge Download PDFInfo
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- CN102409619A CN102409619A CN201110356879XA CN201110356879A CN102409619A CN 102409619 A CN102409619 A CN 102409619A CN 201110356879X A CN201110356879X A CN 201110356879XA CN 201110356879 A CN201110356879 A CN 201110356879A CN 102409619 A CN102409619 A CN 102409619A
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Abstract
The invention discloses a method for improving a cross integrity of a bridge deck structure of a multi-girder type combined small box girder bridge. In the prior art, the problems that the cross connection is weaker, a concrete bridge deck plate is extremely easy to crack and the like cannot be better solved. In the implementation process of the method provided by the invention, the concrete bridge deck plate, a steel box girder, a shearing force connection member, a common reinforcing steel bar, a rope guide device, an anchoring system, box girder pre-stressed reinforcing steel, a steel diaphragm beam and bridge deck plate pre-stressed reinforcing steel are utilized. After the casting of the concrete bridge deck plate is finished to achieve a 28-day strength, the bridge deck plate pre-stressed reinforcing steel is stretched to apply cross pre-pressure to the concrete bridge deck plate; the pre-stressed reinforcing steel is applied to the steel diaphragm beam so that the rigidity of the steel diaphragm beam can be improved and the unbalance loading effect of a steel-concrete combined small box girder bridge under the vehicle loading action is reduced. According to the method provided by the invention, the bridge deck structure of the multi-girder type combined small box girder bridge has the advantages of excellent stress performance, simplicity in structure, convenience for construction, low cost and practicability.
Description
Technical field
The invention belongs to bridge engineering and combining structure technical field, be specifically related to a kind of method that many beam types steel reinforced concrete makes up little box girder bridge bridge deck structure transverse integral property that improves.
Background technology
At present, steel reinforced concrete combined bridge structure is widely used in the bridge engineering field.Different steel-concrete combined structure bridges are not quite similar because of its design feature and stressed behavior, and its applicability is also different.Steel-mix the combination box beam bridge is a kind of concrete slab and steel case beam to be combined into whole stressed form of structure jointly, has given full play to steel tension, the measuring body material advantage of concrete.Compare with steel bridge, composite beam bridge can reduce steel using amount, increases the rigidity of structure, reduces shock effect and fatigue effect, reduce the workload of maintaining simultaneously, reduces the bridge cost; Compare with concrete bridge, the composite beam bridge structure has from advantages such as heavy and light, construction hoisting are convenient, shock resistance is good, has avoided the cracking problem under the positive bending moment effect simultaneously.Steel reinforced concrete combined bridge structure in the practical applications of China more and more widely.
It is a type of combination bridge that many beam types steel-concrete makes up little box girder bridge, and it is a kind of new structure that on steel work, concrete structure and Thin-walled Box Girder architecture basics, grows up, and is usually used in urban interchange, bridge crossing, railway bridge.It has the advantage of steel bridge and concrete bridge concurrently.Yet many beam types steel-concrete makes up little box girder bridge and compares with the integral concrete box girder bridge, and laterally connection is more weak, and transverse integral property is also not as monolithic box girder bridge structure; And for many beam types steel-little box girder bridge of mixed combination, the as easy as rolling off a log cracking of concrete slab.In addition, for using as a servant steel-mixed combined bridge structure, bridge floor cracking problem is also relatively more serious.Therefore, study the method that rational and effective more improves concrete slab globality and bridge lateral globality and seem particularly urgent with the needs that are suitable for bridge construction development and bridge strengthening.
Summary of the invention
The object of the present invention is to provide that a kind of stress performance is superior, simple in structure, easy construction, economic and practical many beam types make up the method that little box girder bridge bridge deck structure increases transverse integral property.
The inventive method practical implementation step:
Step (1). installed on the intact bridge pier at bearing steel case beam and steel diaphragm are in place, a plurality of holes are reserved in design in steel case beam according to concrete bridge example.
Step (2). the dragline device is installed in the hole that steel case beam is reserved, and after being in place, box girder pre-stressed muscle runs through the dragline device.
Step (3). the box girder pre-stressed muscle of stretch-draw reaches the control stretch-draw prestressing force, and is then that box girder pre-stressed muscle stretch-draw end is tight with the anchoring system anchor, and the space between box girder pre-stressed muscle and the dragline device is filled up in grouting.
Step (4). a plurality of shear connectors of welding on steel case beam wing plate, required temporary supporting system of concreting bridge deck and template system are installed.
Step (5). the concreting bridge deck, and in concrete slab, reserve zero to a plurality of holes, and the dragline device is installed in hole.
Step (6). in the dragline device, wear the bridge deck presstressed reinforcing steel, after concrete to be built reaches certain intensity (28 days intensity), remove temporary supporting system and template system.
Step (7). cable stay bridge panel presstressed reinforcing steel is to controlling stretch-draw prestressing force, and anchoring system carries out anchoring to bridge deck tension of prestressed tendon end then, and the space between bridge deck presstressed reinforcing steel and the dragline device is filled up in grouting.
Described the linear of box girder pre-stressed muscle of running through steel case beam is summit symmetric arrangement parabolically with steel diaphragm span centre; The number of share of stock of box girder pre-stressed muscle 7 and hole count be one to a plurality of, size, bridge fabric width degree and the concrete thickness of slab of looking construction dead load and mobile load determine.
The linear straight line of pressing of the bridge deck presstressed reinforcing steel of described concrete slab; The number of share of stock of bridge deck presstressed reinforcing steel and hole count can be zero; Also can for one to a plurality of, look it the concrete purposes of bridge and size, bridge fabric width degree and the concrete thickness of slab of construction dead load and mobile load determined.
The present invention has the following advantages with respect to prior art and gives prominence to effect:
1, the rigidity of structure is bigger, and the deadweight of combined beam structure simultaneously is also lighter, thereby has reduced the possibility of bridge floor cracking after the bridge operation.
2, the internal stress of adjustment concrete slab.Among the present invention, when concrete slab build finish reach 28 days intensity after, cable stay bridge panel presstressed reinforcing steel applies horizontal precompression to concrete slab.Therefore, cable stay bridge panel presstressed reinforcing steel can be adjusted the internal stress of concrete slab, improves cracking of reinforced concrete, thereby improves the durability of concrete slab.
3, improve the holistic resistant behavior that steel reinforced concrete makes up little box girder bridge.Among the present invention, in the steel diaphragm, apply presstressed reinforcing steel, can increase the rigidity of steel diaphragm, can reduce steel reinforced concrete and make up little box girder bridge unbalance loading effect under vehicle-mounted effect.
Description of drawings
Fig. 1 is the arrangement diagram of horizontal section of the present invention among the embodiment 1;
Fig. 2 is the longitudinal profile arrangement diagram of steel diaphragm span centre of the present invention among the embodiment 1;
Fig. 3 is the longitudinal profile arrangement diagram of steel diaphragm of the present invention end among the embodiment 1;
Fig. 4 is the arrangement diagram of horizontal section of the present invention among the embodiment 2;
Fig. 5 is the longitudinal profile arrangement diagram of steel diaphragm span centre of the present invention among the embodiment 2;
Fig. 6 is the longitudinal profile arrangement diagram of steel diaphragm of the present invention end among the embodiment 2.
Among the figure: the 1-concrete slab; 2-steel case beam; The 3-shear connector; The 4-plain bars; 5-dragline device; The 6-anchoring system; The box girder pre-stressed muscle of 7-; 8-steel diaphragm; 9-bridge deck presstressed reinforcing steel.
The specific embodiment
Below in conjunction with accompanying drawing, practical implementation step of the present invention is described further.
Like Fig. 1,2, shown in 3, the inventive method practical implementation step:
Step (1). installed on the intact bridge pier at bearing steel case beam 2 and steel diaphragm 8 are in place, a plurality of holes are reserved in design in steel case beam 2 according to concrete bridge example;
Step (2). in the hole that steel case beam 2 is reserved, dragline device 5 is installed, after being in place, box girder pre-stressed muscle 7 runs through dragline device 5;
Step (3). the box girder pre-stressed muscle 7 of stretch-draw reaches the control stretch-draw prestressing force, and is then that box girder pre-stressed muscle 7 stretch-draw ends are tight with anchoring system 6 anchors, and the space between box girder pre-stressed muscle 7 and the dragline device 5 is filled up in grouting;
Step (4). a plurality of shear connectors 3 of welding on steel case beam 2 wing plates, concreting bridge deck 1 required temporary supporting system and template system is installed;
Step (5). concreting bridge deck 1, and in concrete slab 1, reserve a plurality of holes, and dragline device 5 is installed in hole.
Step (6). in dragline device 5, wear bridge deck presstressed reinforcing steel 9, after concrete to be built reaches certain intensity (28 days intensity), remove temporary supporting system and template system;
Step (7). cable stay bridge panel presstressed reinforcing steel 9 to control stretch-draw prestressing force, 6 pairs of bridge deck presstressed reinforcing steels of anchoring system, 9 stretch-draw ends carry out anchoring then, and the space between beam bridge floor board prestress muscle 9 and the dragline device 5 is filled out in grouting;
The linear of box girder pre-stressed muscle 7 of running through steel case beam 2 is summit symmetric arrangement parabolically with steel diaphragm 8 span centres; The number of share of stock of box girder pre-stressed muscle 7 and hole count be one to a plurality of, size, bridge fabric width degree and the concrete thickness of slab of looking construction dead load and mobile load determine.
The linear straight line of pressing of the bridge deck presstressed reinforcing steel 9 of concrete slab 1; The number of share of stock of bridge deck presstressed reinforcing steel 9 and hole count can be zero; Also can for one to a plurality of, look it the concrete purposes of bridge and size, bridge fabric width degree and the concrete thickness of slab of construction dead load and mobile load determined.
Embodiment 1:
Like Fig. 1,2, shown in 3, what use in the inventive method comprises concrete slab 1, steel case beam 2, shear connector 3, plain bars 4, dragline device 5, anchoring system 6, box girder pre-stressed muscle 7, steel diaphragm 8 and bridge deck presstressed reinforcing steel 9.
In the present embodiment, many beam types steel-little case girder span of mixed combination directly is 40m, the wide 24m of bridge floor, each little steel case deck-siding 2.4m, high 2.2m.Steel case beam 2 and steel diaphragm 8 use steel Q345Qc; Bridge deck 1 concrete uses the low shrinkage concrete of C50, and plain bars wherein uses hot rolling R235 and HRB335 reinforcing bar.Box girder pre-stressed muscle 7 uses steel strand with bridge deck presstressed reinforcing steel 9.Step is with wide 2.4m as stated above, and the steel case beam 2 of high 2.2m and the steel diaphragm 8 of Q345Qc are in place, and 2 holes are reserved in design in steel case beam 2 according to the bridge example; In the hole that steel case beam 2 is reserved, dragline device 5 is installed, after being in place, box girder pre-stressed muscle 7 runs through dragline device 5, and box girder pre-stressed muscle 7 is got steel strand (1 * 7), and the control stretch-draw prestressing force is 1000Mpa; The box girder pre-stressed muscle 7 of stretch-draw reaches control stretch-draw prestressing force 1000Mpa, and then that box girder pre-stressed muscle 7 stretch-draw ends are tight with anchoring system 6 anchors, the space between box girder pre-stressed muscle 7 and the dragline device 5 is filled up in grouting; On steel case beam 2 wing plates, weld a plurality of shear connectors 3, concreting bridge deck 1 required temporary supporting system and template system is installed with 0.2m shear connector 3 spacings; Concreting bridge deck 1, and in concrete slab 1, reserve 9 holes, the hole position is corresponding with steel diaphragm position, and in hole, dragline device 5 is installed; In dragline device 5, wear bridge deck presstressed reinforcing steel 9, bridge deck presstressed reinforcing steel 9 is got steel strand (1 * 7), and the control stretch-draw prestressing force is 500Mpa, after concrete to be built reaches certain intensity (28 days intensity), removes temporary supporting system and template system; Cable stay bridge panel presstressed reinforcing steel 9 to control stretch-draw prestressing force 500Mpa, 6 pairs of bridge deck presstressed reinforcing steels of anchoring system, 9 stretch-draw ends carry out anchoring then, and the space between box girder bridge face board prestress muscle 9 and the dragline device 5 is filled up in grouting.
Concrete arrangement form is like Fig. 1,2, shown in 3.The linear of box girder pre-stressed muscle 7 is summit symmetric arrangement parabolically with steel diaphragm 8 span centres.Box girder pre-stressed muscle 7 is provided with two strands, is respectively interim presstressed reinforcing steel and permanent presstressed reinforcing steel.Interim presstressed reinforcing steel is mainly used in construction period, can reduce setting up of construction bracket, accomplishes at concrete slab 1 and builds the interim presstressed reinforcing steel of back dismounting.The linear straight line of pressing of the bridge deck presstressed reinforcing steel 9 in the concrete.
Like Fig. 4,5, shown in 6, for bridge construction beam, along with variety of issues such as the growth structure damage of active time, cracking, bearing capacity reduction are existing frequently.The method that adopts many beam types of raising steel reinforced concrete to make up little box girder bridge bridge deck structure transverse integral property is in this case reinforced effectively same to bridge.Promptly only need in steel case beam and steel diaphragm, to apply box girder pre-stressed muscle 7 to reach the purpose that improves structural integrity and durability.
In the present embodiment, steel reinforced concrete makes up little box girder bridge and strides the footpath for 40m, the wide 15m of bridge floor, and each little steel case deck-siding 2.2m, high 2.0m is for build and the bridge floor serious cracking is needed the bridge that improves transverse integral property badly.In steel case beam 2, punching and lay dragline device 5 by the linear requirement of the parabola of box girder pre-stressed muscle 7; Lay 3 holes along the spanning direction, after being in place, box girder pre-stressed muscle 7 runs through dragline device 5; Box girder pre-stressed muscle 7 is got steel strand (1 * 7), and the control stretch-draw prestressing force is 1000Mpa; The box girder pre-stressed muscle 7 of stretch-draw reaches control stretch-draw prestressing force 1000Mpa, and then that box girder pre-stressed muscle 7 stretch-draw ends are tight with anchoring system 6 anchors, the space between box girder pre-stressed muscle 7 and the dragline device 5 is filled up in grouting.
Use the present invention in the present embodiment to reinforcing at labour cracking steel case beam concrete bridge, box girder pre-stressed muscle 7 is permanent presstressed reinforcing steel.
Claims (1)
1. one kind is improved the method that many beam types make up little box girder bridge bridge deck structure transverse integral property, it is characterized in that this method comprises the steps:
Step (1). installed on the intact bridge pier at bearing steel case beam and steel diaphragm are in place, a plurality of holes are reserved in design in steel case beam according to concrete bridge example;
Step (2). the dragline device is installed in the hole that steel case beam is reserved, and after being in place, box girder pre-stressed muscle runs through the dragline device;
Step (3). the box girder pre-stressed muscle of stretch-draw reaches the control stretch-draw prestressing force, and is then that box girder pre-stressed muscle stretch-draw end is tight with the anchoring system anchor, and the space between box girder pre-stressed muscle and the dragline device is filled up in grouting;
Step (4). a plurality of shear connectors of welding on steel case beam wing plate, required temporary supporting system of concreting bridge deck and template system are installed;
Step (5). the concreting bridge deck, and in concrete slab, reserve zero to a plurality of holes, and the dragline device is installed in hole;
Step (6). in the dragline device, wear the bridge deck presstressed reinforcing steel, after concrete to be built reaches predetermined strength, remove temporary supporting system and template system;
Step (7). cable stay bridge panel presstressed reinforcing steel is to controlling stretch-draw prestressing force, and anchoring system carries out anchoring to bridge deck tension of prestressed tendon end then, and the space between bridge deck presstressed reinforcing steel and the dragline device is filled up in grouting.
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103015304A (en) * | 2013-01-09 | 2013-04-03 | 重庆交通大学 | Prestressed concrete variable-cross-section box girder bridge with internal tilted-leg rigid frame and construction method of prestressed concrete variable-cross-section box girder bridge |
| CN103233419A (en) * | 2013-01-09 | 2013-08-07 | 重庆交通大学 | Prestressed concrete variable cross-section box bridge and construction method thereof |
| CN103758036A (en) * | 2014-01-23 | 2014-04-30 | 长安大学 | Thin-wall rib-plate-type ultra-high-strength integrated concrete bridge deck plate |
| CN103924507A (en) * | 2014-04-02 | 2014-07-16 | 北京市市政工程设计研究总院有限公司 | Curved skew bridge seat stress adjusting method |
| CN107574746A (en) * | 2017-09-08 | 2018-01-12 | 天津城建大学 | Prefabricated bridge space concrete filled steel tube truss combination beamss attachment means and construction method |
| CN108425313A (en) * | 2018-05-15 | 2018-08-21 | 中南林业科技大学 | A kind of wood-ultra-high performance concrete combination beam and its construction method |
| CN113356051A (en) * | 2021-07-16 | 2021-09-07 | 辽宁工程技术大学 | Horizontal prestressing force U rib steel bridge floor plate structure |
| CN114703734A (en) * | 2022-04-01 | 2022-07-05 | 山东高速集团有限公司创新研究院 | Steel-concrete combined beam bridge and construction method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20090001261A (en) * | 2007-06-29 | 2009-01-08 | (주)한맥기술 | Prestressed concrete girder bridge having connecting structure using steel bar, and constructing method thereof |
| CN101492908A (en) * | 2009-02-17 | 2009-07-29 | 中冶实久建设有限公司 | Construction method for improving flatness and smoothness of bridge external appearance of steel reinforced concrete |
| KR100929557B1 (en) * | 2009-05-29 | 2009-12-03 | 태우디엔씨 주식회사 | Beam constructing structure for charge type steel box and i-beam girder of bridge |
| KR20100135692A (en) * | 2010-11-15 | 2010-12-27 | (주)에스엔티엔지니어링 | Method for prestressing concrete girder using temporary loading and method for constructing bridge using thereof |
| CN201990944U (en) * | 2011-03-21 | 2011-09-28 | 中交通力建设股份有限公司 | Bridge surface continuous device with combined structure |
-
2011
- 2011-11-11 CN CN 201110356879 patent/CN102409619B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20090001261A (en) * | 2007-06-29 | 2009-01-08 | (주)한맥기술 | Prestressed concrete girder bridge having connecting structure using steel bar, and constructing method thereof |
| CN101492908A (en) * | 2009-02-17 | 2009-07-29 | 中冶实久建设有限公司 | Construction method for improving flatness and smoothness of bridge external appearance of steel reinforced concrete |
| KR100929557B1 (en) * | 2009-05-29 | 2009-12-03 | 태우디엔씨 주식회사 | Beam constructing structure for charge type steel box and i-beam girder of bridge |
| KR20100135692A (en) * | 2010-11-15 | 2010-12-27 | (주)에스엔티엔지니어링 | Method for prestressing concrete girder using temporary loading and method for constructing bridge using thereof |
| CN201990944U (en) * | 2011-03-21 | 2011-09-28 | 中交通力建设股份有限公司 | Bridge surface continuous device with combined structure |
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103015304A (en) * | 2013-01-09 | 2013-04-03 | 重庆交通大学 | Prestressed concrete variable-cross-section box girder bridge with internal tilted-leg rigid frame and construction method of prestressed concrete variable-cross-section box girder bridge |
| CN103233419A (en) * | 2013-01-09 | 2013-08-07 | 重庆交通大学 | Prestressed concrete variable cross-section box bridge and construction method thereof |
| CN103015304B (en) * | 2013-01-09 | 2015-05-20 | 重庆交通大学 | Prestressed concrete variable-cross-section box girder bridge with internal tilted-leg rigid frame and construction method of prestressed concrete variable-cross-section box girder bridge |
| CN103233419B (en) * | 2013-01-09 | 2015-09-30 | 重庆交通大学 | A kind of prestress concrete variable cross-section box bridge and construction method thereof |
| CN103758036A (en) * | 2014-01-23 | 2014-04-30 | 长安大学 | Thin-wall rib-plate-type ultra-high-strength integrated concrete bridge deck plate |
| CN103758036B (en) * | 2014-01-23 | 2016-04-27 | 长安大学 | Thin-walled fin-plate type super high strength concrete integrated deck plate |
| CN103924507B (en) * | 2014-04-02 | 2015-10-28 | 北京市市政工程设计研究总院有限公司 | Curving bridge seat force bearing adjustment method |
| CN103924507A (en) * | 2014-04-02 | 2014-07-16 | 北京市市政工程设计研究总院有限公司 | Curved skew bridge seat stress adjusting method |
| CN107574746A (en) * | 2017-09-08 | 2018-01-12 | 天津城建大学 | Prefabricated bridge space concrete filled steel tube truss combination beamss attachment means and construction method |
| CN108425313A (en) * | 2018-05-15 | 2018-08-21 | 中南林业科技大学 | A kind of wood-ultra-high performance concrete combination beam and its construction method |
| CN108425313B (en) * | 2018-05-15 | 2024-04-26 | 中南林业科技大学 | Wood-ultra-high performance concrete composite beam and construction method thereof |
| CN113356051A (en) * | 2021-07-16 | 2021-09-07 | 辽宁工程技术大学 | Horizontal prestressing force U rib steel bridge floor plate structure |
| CN113356051B (en) * | 2021-07-16 | 2023-02-24 | 辽宁工程技术大学 | Horizontal prestressing force U rib steel bridge floor plate structure |
| CN114703734A (en) * | 2022-04-01 | 2022-07-05 | 山东高速集团有限公司创新研究院 | Steel-concrete combined beam bridge and construction method |
| CN114703734B (en) * | 2022-04-01 | 2024-02-02 | 山东高速集团有限公司创新研究院 | Steel-concrete composite girder bridge and construction method |
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