CN105648891B - A kind of Forces self-adaptation control method for statically indeterminate bridge structure - Google Patents
A kind of Forces self-adaptation control method for statically indeterminate bridge structure Download PDFInfo
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Abstract
The invention discloses a kind of Forces self-adaptation control method for statically indeterminate bridge structure, this method is directed to all statically indeterminate bridge structures, and statically indeterminate bridge structure includes：Hingless arch bridge, continuous bridge, continuous rigid frame bridge etc., in order to more intuitively describe the innovative point for illustrating present invention, the present invention is specifically described hingless arch bridge as one of embodiment.Including anchoring piece, high-strength bolt, Universal-head attachment means and drag-line, the material of anchoring piece is cast steel member, the right-hand member of anchoring piece is anchored in the reinforced concrete of main arch by way of pre-buried or bar planting, the left end of anchoring piece is provided with and bears bar, bar is born provided with High-strength bolt hole, the right-hand member of Universal-head attachment means is connected by high-strength bolt and ring flange with bearing bar, multiple reinforcements are provided between ring flange and Universal-head attachment means, drag-line is arranged on the left end of Universal-head attachment means by universal ball end nut.
Description
Technical field
The present invention relates to bridge field, specifically a kind of Forces Self Adaptive Control side for statically indeterminate bridge structure
Method.
Background technology
Bridge structure is in natural environment inevitably to be influenceed by external condition, such as environment temperature, humidity
And the influence of strong wind, earthquake etc., wherein influence of the change of environment temperature to bridge be relatively conventional, produced by temperature action in
Power and deformation will necessarily be on bridge structure normal use and safe operation produce influence.By taking hingless arch bridge as an example, hingless arch bridge
It is a kind of hyperstatic bridge structure, due to expanding with heat and contract with cold for arch ring material, temperature deformation will certainly be produced, when deformation is by about
Sizable temperature additional internal force can be produced inside Shu Shi, arch ring.Generally, cooling can cause the arch springing generation of hingless arch bridge negative curved
Square, and sagging moment is produced in vault, cause arch springing hogback side to be ftractureed；Thus, for hingless arch bridge, it is typically unfavorable to cool
's.In recent years, by being detected to real bridge, it has been found that substantial amounts of open web type hingless arch bridge arch springing section upper limb and vault are cut
The disease of face lower edge cracking, has also confirmed this point, as shown in Figure 5.Since the second half in 20th century, have been found that both at home and abroad due to temperature
Spend stress and cause the accident of the serious bad damage of concrete structure.Document [1] to different regions, difference by building age, difference
The disease survey of more than the across footpath 50m of road quality classification reinforced concrete ribbed arch bridge, has found arch rib arch springing, span centre bottom cracking
Become one of typical disease of the type bridge., it was also found that main arch ring vault after document [2] is summarized to box arch bridge disease
Transverse Cracks have become one of typical disease of box arch bridge.Document [3] describes the thick web box girder bridges of German Jagst logical
Car has found that the phenomenon in serious crack after the 5th year, estimated temperature tension is up to 2.6Mpa.For point of environment temperature
Cloth, different researchers have carried out substantial amounts of field measurement and theory analysis.
Document [4] uses ASHRAE clear sky models, using biggest advantage of light track algorithm, is realized first in arch bridge Temperature calculating
The automatic loading of the environment temperature loads such as solar radiation, cross-ventilation, long-wave radiation.
Document [5] has carried out the field measurement in box-girder bow member temperature field, it is proposed that temperature load is adopted on the basis of actual measurement
The straightforward procedure being fitted with exponential function.Bridge structure should consider temperature action (uniform temperature in design in variable action
Degree and gradient temperature) have become common recognition.Highway bridge and culvert design specification regulation is calculating bridge structure because uniform temperature effect is drawn
Play imposed deformation or during second inner force, it is desirable to structure temperature when suffering restraints, it is considered to highest and minimum effective temperature
Action effect.It follows that the current processing mode in statically indeterminate bridge structure design for temperature second inner force, be by
The influence of temperature action is included in during design to react in combination of load effect (referring to document [6]).However, due to bridge location
The investigation for situations such as locating year-round average temperature even can not possibly have larger deviation sometimes all comprehensively；In addition, that designs closes up temperature
Degree generally can also have differences with actual joining temperature, and these result in the influence for accurately accounting for environment temperature in the design
To be impossible.
Bibliography：
[1] Yuan Rui reinforced concrete ribbed arch bridges Defects Treatment and reinforcement technique research [D] Chongqing Jiaotong Universities, 2010.
[2] Zhang Qi stings RC box girder arch bridges Disease Analysis and Discussion on technique of strengthening [J] water conservancies and architectural engineering
Journal .2009 (03):94-95.
[3] influence [M] .1981. of Kai Er Buicks F. solar radiations to bridge structure
[4] lower arch bridge Study on Temperature Field [J] the applied mechanics journals of Yin Guansheng, Zhao Zhenyu, Xu Bing solar radiations effect
.2014:1.
The actual measurement in [5] Fang Zhenzheng, Huang Run, Zheng Ze groups of box-type section rigid-frame arch with open spandrel bridges temperature fields and research [J] good fortune
State college journal (natural science edition) .2005 (02):212-217.
[6] highway bridge and culvert universal design specification [S] Beijing：People's Transportation Press, 2004.
In addition, temperature effect is likely to be breached even more than vehicle active load effect, thus temperature effect has been considered as coagulation
Native bridge produces one of the major reason in crack.For hingless arch bridge, due to cooling be it is very unfavorable, how adaptively
Ground, which reduces, even eliminates the adverse effect that cooling is produced to hingless arch bridge, has become such bridge type disease control and reinforces maintenance
Significant concern point.Equally, for the indeterminate bridge knot such as other large-span continuous girder bridges, continuous rigid frame bridge, rigid frame bridge
Structure, equally exists the situation of temperature second inner force, its adverse effect of control how is adaptively gone on one's own initiative, it has also become one has
The engineering problem of Great significance.
The content of the invention
It is an object of the invention to provide a kind of Forces self-adaptation control method for statically indeterminate bridge structure, with
The problem of solving to propose in above-mentioned background technology.
To achieve the above object, the present invention provides following technical scheme：
A kind of Forces self-adaptation control method for statically indeterminate bridge structure, including anchoring piece, high-strength bolt, ten thousand
To head attachment means and drag-line, the material of anchoring piece is cast steel member, and the right-hand member of anchoring piece is consolidated by way of pre-buried or bar planting
Tie in the reinforced concrete on arch bridge main arch ring, the left end of anchoring piece bears bar provided with High-strength bolt hole provided with bar is born, universal
The right-hand member of head attachment means is connected by high-strength bolt and ring flange with bearing bar, is set between ring flange and Universal-head attachment means
There are multiple reinforcements, drag-line is arranged on the left end of Universal-head attachment means by universal ball end nut.
Compared with prior art, the beneficial effects of the invention are as follows：
Simple structure of the present invention, easy for installation, when the environment temperature decreases, drag-line, which shortens, produces pulling force, to certain of structure
Position produces moment of flexure, can reduce or even be completely counterbalanced by due to being adversely affected caused by redundant structure heating (or cooling).Draw
The high-strength steel cables of Suo Caiyong, the diameter of hawser can be selected according to parametric synthesis such as structural span, designed temperature differences, anchor-hold
Position is determined as needed, for example, can be anchored in the interval of main arch 1/8~3/8 for hingless arch bridge, and the other end is anchored in abutment side
Wall is easy on the structure of anchoring, and 1 or many drag-lines can be arranged as needed, and drag-line is installed, emphasized more quiet than super
Determine to carry out tensioning installation under the higher temperature conditions of folding structures temperature, like this, it is possible to lay in certain temperature difference in advance,
When cooling, the pulling force inside drag-line can be bigger, and effect becomes apparent from, and installs drag-line 10 degrees Celsius of progress more than joining temperature,
This is the consideration to the adverse conditions that cools, similarly, if some position of the redundant structure is unfavorable, the phase that heats up
Instead.
It is used as further scheme of the invention：By taking hingless arch bridge as an example, anchoring piece is with the connection method for having abutment arch bridge：
Anchoring piece is connected together by way of bar planting with abutment concrete reinforcing bar when making abutment, then casting concrete abutment, anchoring
Part is reserved in advance.
It is used as further scheme of the invention：By taking hingless arch bridge as an example, anchoring piece is with the connection method without abutment arch bridge
Method：Cast-in-situ reinforced concrete anchors pier method and rock mass earth anchor method, and wherein rock mass earth anchor method is directly to be punched on rock mass, is then poured again
Armored concrete.
It is used as further scheme of the invention：By taking hingless arch bridge as an example, the shape of anchor hole is lower upper small greatly into pagoda shape.
It is used as further scheme of the invention：By taking hingless arch bridge as an example, ring flange and bear four reinforcements are set between bar
Muscle, so that the attachment structure for bearing bar is more stablized.
It is used as further scheme of the invention：By taking hingless arch bridge as an example, the ring flange, bar, universal ball end nut are born
The Universal-head attachment means surface constituted with bulb is heat-treated, to improve the intensity of component, and the bolt of anchoring piece side
Hole is heat-treated and antirust treatment so that structure can bear larger tension, shearing stress.
It is used as further scheme of the invention：By taking hingless arch bridge as an example, universal ball end nut uses ladder through Overheating Treatment
Shape screw thread, pulling force can be born significantly, when mounted, and nut is screwed into drag-line up to whole pretensions with 1.5 meters of boosting-rods,
Locked nut.
It is used as further scheme of the invention：By taking hingless arch bridge as an example, drag-line is using steel strand wires or steel cable and two
End is anchored using anchorage.
The present invention dexterously reduces the additional internal force that redundant structure caused by the temperature difference is even completely eliminated.The set system
It is independent with the stress system of original structure, it is a set of adaptive Forces control system, can be used for hingless arch bridge, continuous
The Forces control of beam, continuous rigid frame and other redundant structures.
Brief description of the drawings
Fig. 1 is structural representation of the invention.
Fig. 2 is used for the schematic diagram for having abutment arch bridge for the present invention.
Structural representation when Fig. 3 is used for without abutment arch bridge for the present invention and carries out cast-in-situ reinforced concrete construction.
Structural representation when Fig. 4 is used for without abutment arch bridge for the present invention and carries out rock mass earth anchor.
Fig. 5 opens for the present invention description this year next substantial amounts of open web type hingless arch bridge arch springing section upper limb and crown section lower edge
The disease schematic diagram split.
Embodiment
Below in conjunction with the accompanying drawing in the embodiment of the present invention, the technical scheme in the embodiment of the present invention is carried out clear, complete
Site preparation is described, it is clear that by taking hingless arch bridge as an example, described embodiment is only a part of embodiment of the invention, rather than entirely
The embodiment in portion.Based on the embodiment in the present invention, those of ordinary skill in the art are not under the premise of creative work is made
The every other embodiment obtained, belongs to the scope of protection of the invention.
Refer in Fig. 1~4, the embodiment of the present invention, a kind of Forces for statically indeterminate bridge structure are self-adaptive controlled
Method processed, by taking hingless arch bridge as an example, including inhaul cable anchorage structure, inhaul cable anchorage structure is mainly by anchoring piece 1, high-strength bolt 2, ten thousand
Constituted to head attachment means 3 and drag-line 4, anchoring piece 1 is to be welded into structure into box-girder, one end of anchoring piece 1 by steel plate
In the reinforced concrete for being fixedly arranged at arch bridge main arch ring 5, pre-buried or bar planting is passed through by the 2/3~3/4 of the overall length of anchoring piece 1 in anchoring processing
Mode be fixedly arranged inside reinforced concrete；The other end side of anchoring piece 1 is connected Universal-head attachment means 3 by high-strength bolt 2
Ring flange 7, the Universal-head attachment means 3 it is main by ring flange 7, bear bar 6, universal ball end nut and bulb and constitute, bear
One end of bar 6 is bulb, and bulb is arranged in universal ball end nut, bears the other end welding flange 7 of bar 6, and ring flange 7
Four reinforcements 8 are set between bar 6 with bearing, so that the attachment structure for bearing bar 6 is more stablized, the Universal-head connection
The universal ball end nut of device 3 is threadedly coupled one end of drag-line 4 so that bulb is freely rotated in universal ball end nut, universal
Bulb nut can correct the angle of pre- pile anchoring to reach that straight line is anchored, and the other end of drag-line 4 passes through same mode connecting bridge
Anchoring piece 1 on beam.
By taking hingless arch bridge as an example, the drag-line 4 uses high-strength steel cable, the diameter of hawser can according to structural span,
The parametric synthesis such as designed temperature difference are selected.The position of anchoring piece 1 is determined as needed, for example, can be anchored in main arch for hingless arch bridge
1/8~3/8 is interval, and 1 or many drag-lines can be arranged as needed.The installation of drag-line 4, emphasizes to close up than redundant structure
Tensioning installation is carried out in the case that temperature is higher, like this, it is possible to lay in certain temperature difference in advance, when cooling, drag-line
The pulling force of the inside can be bigger, and effect becomes apparent from.10 degrees Celsius are can be explained more than joining temperature to be installed.This is to cooling not
The consideration of the situation of profit.Similarly, if some position of the redundant structure is that heating is unfavorable, conversely.
By taking hingless arch bridge as an example, the ring flange 7, the Universal-head connection for bearing bar 6, universal ball end nut and bulb composition
The surface of device 3 is heat-treated, to improve the intensity of component, and the bolt hole of the side of anchoring piece 1 strengthened (heat treatment) and
Antirust treatment so that structure can bear larger tension, shearing stress.
By taking hingless arch bridge as an example, universal ball end nut also passes through heat treatment, and uses trapezoidal thread, can bear to draw significantly
Power, when mounted, is screwed in nut in drag-line with 1.5 meters of boosting-rods until whole pretensions, locked nut.
By taking hingless arch bridge as an example, drag-line 3 using anchorage is constructed using twisted wire or steel cable and at two ends, and and multi-directional ball
Head nut connection, is tightened with boosting-rod rear locked during installation, the length of drag-line is determined according to bridge end anchorage point, can be passed through
High-strength bolt ring flange docks company commander.
By taking hingless arch bridge as an example, no abutment arch bridge is identical with there is inhaul cable anchorage structure of the abutment arch bridge in outside, main region
Be not to have abutment arch bridge anchoring piece 1 can with directly when making abutment by anchoring piece 1 by way of bar planting with abutment concrete
Reinforcing bar connects together in casting concrete, reserves in advance.
By taking hingless arch bridge as an example, no abutment arch bridge installs anchoring piece 1, there is two kinds of structures method：Cast-in-situ reinforced concrete anchors pier method
(such as Fig. 3) and rock mass earth anchor method (such as Fig. 4), wherein rock mass earth anchor method are directly to be punched on rock mass, and then pouring reinforcement is mixed again
Solidifying soil, the form of anchor hole is lower upper small greatly into pagoda shape.
The present invention operation principle be：By taking hingless arch bridge as an example, work as hingless arch bridge, under environment temperature reduction effect, arch springing production
The drag-line for during raw hogging moment, pre-setting and (being set in the case of higher temperature, to improve its action effect) is due to by cooling shadow
Ring and there is pulling force, the pulling force to arch springing produce sagging moment, can partial offset due to indeterminate arch bridge because environment temperature reduction is brought
Additional bending moment.The setting of drag-line uses monodirectional locking, that is, drag-line is only worked under cooling effect to structure, and is rising
In the case of temperature, separated automatically with arch bridge.
Example：
By taking hingless arch bridge as an example, it is assumed that drag-line diameter d=0.1m, length determines according to anchor points, elastic modulus E=
2.0E11pa, linear expansion coefficient is taken as ζ=1.2 × 10-5.It is assumed that drag-line is installed for 10 DEG C more than closure of bridge structure temperature, then
When less than 10 DEG C of joining temperature, drag-line cools △ T according to 20 DEG C of considerations.
Suo Liwei in drag-line：
F=EA ξ=E α ζ △ t
Being calculated at environment temperature reduces in the case of 10 DEG C, and the Suo Li in drag-line is 376.8kN.Generally, drag-line is arranged
It is 2F=753.6kN to the Suo Li contributions of arch springing in the both sides up and down of arch bridge, i.e. drag-line.If drag-line is 3 to the arm of force l of arch springing
Meter, then the sagging moment that drag-line is produced to arch springing is：
Mls=F × l=753.6 × 3=2260.8kNm
Therefore：By taking hingless arch bridge as an example, the measure generates larger sagging moment to arch springing in the case of hingless arch bridge cooling
Even additional internal force caused by the temperature difference is completely eliminated in effect, dexterously reduction.The stress system of the set system and original structure
It is independent, it is a set of adaptive Forces control system.Even it can be used for continuous beam, continuous rigid frame and other indeterminate knots
The Forces control of structure.
It is obvious to a person skilled in the art that the invention is not restricted to the details of above-mentioned one exemplary embodiment, Er Qie
In the case of without departing substantially from spirit or essential attributes of the invention, the present invention can be realized in other specific forms.Therefore, no matter
From the point of view of which point, by taking hingless arch bridge as an example, embodiment all should be regarded as exemplary, and be nonrestrictive, this hair
Bright scope is limited by appended claims rather than described above, it is intended that will fall being equal in claim
All changes in the implication and scope of important document are included in the present invention.Any reference in claim should not be considered as
The involved claim of limitation.
Although moreover, it will be appreciated that the present specification is described in terms of embodiments, by taking hingless arch bridge as an example, not
Each embodiment is only comprising an independent technical scheme, and it is to understand directviewing description that this narrating mode of specification, which is only,
For the sake of, the skilled in the art should refer to the specification as a whole, and the technical scheme in each embodiment can also be through appropriate
Combination, other embodiments which can be understood by those skilled in the art for formation.
Claims (10)
1. a kind of Forces self-adaptation control method for statically indeterminate bridge structure, including anchoring piece (1), high-strength bolt
(2), Universal-head attachment means (3) and drag-line (4), it is characterised in that the material of the anchoring piece (1) is cast steel member, anchoring
The right-hand member of part (1) is fixedly arranged on main arch ring by way of pre-buried or bar planting in the reinforced concrete of (5), and the left end of anchoring piece (1) is set
Bear bar (6), the bar (6) that bears is provided with High-strength bolt hole, and the right-hand members of the Universal-head attachment means (3) passes through high-strength
Bolt and ring flange (7) are connected with bearing bar (6), are added between the ring flange (7) and Universal-head attachment means (3) provided with multiple
Strengthening tendons (8), the drag-line (4) is arranged on the left end of Universal-head attachment means (3) by universal ball end nut.
2. a kind of Forces self-adaptation control method for statically indeterminate bridge structure according to claim 1, it is special
Levy and be, when the environment temperature decreases, drag-line, which shortens, produces pulling force, and moment of flexure is produced to a part of structure, can reduce even complete
It is complete to offset because redundant structure heats up or caused adversely affect that cool.
3. a kind of Forces self-adaptation control method for statically indeterminate bridge structure according to claim 1, it is special
Levy and be, drag-line uses high-strength steel cable.
4. a kind of Forces self-adaptation control method for statically indeterminate bridge structure according to claim 1, it is special
Levy and be, anchor-hold position is determined as needed, anchor-hold is interval in main arch 1/8~3/8, the other end is anchored in abutment side
Wall or other be easy to anchoring structure on, as needed arrangement 1 or many drag-lines.
5. a kind of Forces self-adaptation control method for statically indeterminate bridge structure according to claim 1, it is special
Levy and be, drag-line is installed, emphasize to carry out tensioning installation under the higher ambient temperature situations of joining temperature, like this, so that it may
To lay in certain temperature difference in advance, when cooling, the pulling force inside drag-line can be bigger, and effect becomes apparent from, and installs drag-line and is closing up
More than temperature 10 degrees Celsius of progress, this is the consideration to the adverse conditions that cools.
6. a kind of Forces self-adaptation control method for statically indeterminate bridge structure according to claim 4, it is special
Levy and be, the shape of anchor hole is lower upper small greatly into pagoda shape.
7. a kind of Forces self-adaptation control method for statically indeterminate bridge structure according to claim 1, it is special
Levy and be, ring flange and bear four reinforcements are set between bar, so that the attachment structure for bearing bar is more stablized.
8. a kind of Forces self-adaptation control method for statically indeterminate bridge structure according to claim 1, it is special
Levy and be, the ring flange, the Universal-head attachment means surface hot place of progress for bearing bar, universal ball end nut and bulb composition
Reason, to improve the intensity of component, and the bolt hole of anchoring piece side is heat-treated and antirust treatment so that structure can bear compared with
Big tension, shearing stress.
9. a kind of Forces self-adaptation control method for statically indeterminate bridge structure according to claim 1, it is special
Levy and be, universal ball end nut uses trapezoidal thread through Overheating Treatment, and pulling force can be born significantly, when mounted, with 1.5
Nut is screwed into the boosting-rod of rice into drag-line until whole pretensions, locked nut.
10. a kind of Forces self-adaptation control method for statically indeterminate bridge structure according to claim 1, it is special
Levy and be, drag-line using steel strand wires or steel cable and uses anchorage at two ends.
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| CN109629444B (en) * | 2019-01-16 | 2020-07-21 | 温州市建设监理有限公司 | Anchor connection structure behind basket is hung in municipal bridge engineering construction |
| CN110409314B (en) * | 2019-08-15 | 2023-10-10 | 中国五冶集团有限公司 | Automatic unidirectional limiting and locking device and method for closure section of continuous rigid frame bridge |
| CN112231795A (en) * | 2020-09-15 | 2021-01-15 | 中交第二公路工程局有限公司 | Method for determining folding temperature scheme of multi-folding-opening bridge |
| CN114888524B (en) * | 2021-11-26 | 2023-10-27 | 中冶(上海)钢结构科技有限公司 | Arching method for large inner flange connection trestle |
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| JP2004232296A (en) * | 2003-01-29 | 2004-08-19 | Ishikawajima Harima Heavy Ind Co Ltd | Arch bridge and arcuate frame structure |
| CN100425771C (en) * | 2006-04-29 | 2008-10-15 | 四川省交通厅公路规划勘察设计研究院 | Longitudinal limiting device for half-through and through type arch bridge short suspension arm |
| CN101349039B (en) * | 2007-07-21 | 2011-07-27 | 柳州欧维姆机械股份有限公司 | Suspension cable of space cable rope structure |
| CN102352600A (en) * | 2011-09-28 | 2012-02-15 | 中铁二院工程集团有限责任公司 | Spherical hinge-type vertical inhibiting device for bridge |
| CN202347448U (en) * | 2011-11-26 | 2012-07-25 | 广州大学 | Reinforcement structure for half-through single-cable-plane arch bridge |
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