CN105648891A - Adaptive control method of temperature internal force for statically indeterminate bridge structures - Google Patents
Adaptive control method of temperature internal force for statically indeterminate bridge structures Download PDFInfo
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- CN105648891A CN105648891A CN201510581616.7A CN201510581616A CN105648891A CN 105648891 A CN105648891 A CN 105648891A CN 201510581616 A CN201510581616 A CN 201510581616A CN 105648891 A CN105648891 A CN 105648891A
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Abstract
The invention discloses an adaptive control method of temperature internal force for statically indeterminate bridge structures. The method is suitable for all statically indeterminate bridge structures including a hingless arch bridge, a continuous girder bridge, a continuous rigid frame bridge and the like. In order to describe and explain innovative points of the content of the adaptive control method disclosed by the invention more audio-visually, the hingless arch bridge is used as an embodiment to be specifically described and comprises an anchoring member, a high strength bolt, a universal head connecting device and a stay cable, wherein the anchoring member is made from cast steel structural members, the right end of the anchoring member is anchored in reinforced concrete of a main arch in a pre-buried manner or a steel bar embedded manner, a bearing pull rod is arranged at the left end of the anchoring member, and a high strength bolt hole is formed in the bearing pull rod; the right end of the universal head connecting device is connected with the bearing pull rod through a flange plate and the high strength bolt, a plurality of reinforcing ribs are arranged between the flange plate and the universal head connecting device, and the stay cable is mounted at the left end of the universal head connecting device through a universal ball head nut.
Description
Technical field
The present invention relates to bridge field, specifically a kind of temperature internal force self-adaptation control method for indeterminate bridge structure.
Background technology
Bridge structure is in physical environment to be inevitably subject to the impact of ambient conditions, such as the impact of envrionment temperature, humidity and strong wind, earthquake etc., wherein the change of envrionment temperature is comparatively common on the impact of bridge, and the normal use of bridge structure and safe operation will inevitably be had an impact by the internal forces distribution produced by temperature action. For hingeless arch bridge, hingeless arch bridge is a kind of hyperstatic bridge structure, due to expanding with heat and contract with cold of arch ring material, will certainly produce temperature deformation, and when distortion is subject to retraining, arch ring inside can produce sizable temperature additional internal force. Usually, cooling can cause the arch pin of hingeless arch bridge to produce hogging moment, and produces sagging moment at vault, causes arch foot arch dorsal part cracking; Thus, for hingeless arch bridge, lower the temperature normally disadvantageous. In recent years, by being detected by real bridge, it has been found that the disease of edge and vault cross section lower edge cracking on a large amount of open web type hingeless arch bridge arch pin cross sections, this point has also been confirmed, as shown in Figure 5. Since the second half in 20th century, all find the accident causing the serious bad damage of concrete structure due to thermal stress both at home and abroad.Document [1]By different areas, difference being built the disease survey of the reinforced concrete ribbed arch bridge across footpath more than 50m of age, different road quality classification, it has been found that arch rib arch pin, ftracture one of typical disease having become this type bridge across middle bottom.Document [2]Also finding after box-shaped arch bridge disease being summarized, main arch ring vault is one of cracking typical disease having become box-shaped arch bridge laterally.Document [3]Describing the phenomenon that Germany's Jagst thick web box girder bridge has just found serious crack after being open to traffic the 5th year, estimated temperature tensile stress is up to 2.6Mpa. For the distribution of envrionment temperature field, different investigators has carried out a large amount of field measurements and theoretical analysis.
Document [4]Adopt ASHRAE clear sky model, utilize light tracing algorithm, in arch bridge Temperature calculating, achieve the automatic loading of the envrionment temperature loads such as solar radiation, convection of air, long-wave radiation first.
Document [5]Carry out the field measurement in cased beam bow member temperature field, it is proposed that temperature load adopts the simple method of exponential function matching on actual measurement basis. Bridge structure is when designing, it should consider that in variable action temperature action (uniform temperature and gradient temperature) has become common recognition. Highway bridge and culvert design specifications is defined in and calculates bridge structure when causing imposed deformation or second inner force because of uniform temperature effect, it is desired to from being subject to structure temperature when retraining, it is contemplated that the effects of action of the highest and minimum significant temp. It can thus be seen that currently for the processing mode of temperature second inner force in indeterminate bridge structure designs, be the impact by counting temperature action when designing thus reaction in combination of load effect (See document[6]). But,Owing to all comprehensively, sometimes can not even be there is bigger deviation in the investigation of the situations such as bridge location place year-round average temperature; In addition,Also there is difference in the joining temperature that the joining temperature of design is usual and actual, these all cause the impact accurately considering envrionment temperature in the design will be impossible��
Reference:
[1] Yuan Rui. the punishment of reinforced concrete ribbed arch bridge disease and reinforcement technique research [D]. Chongqing Jiaotong University, 2010.
[2] Zhang Qi stings. and RC box girder arch bridge Disease Analysis and reinforcement technique inquire into [J]. water conservancy and construction work journal .2009 (03): 94-95.
[3] Kai Er Buick F. solar radiation is on impact [M] .1981. of bridge structure
[4] Yin Guansheng, Zhao Zhenyu, Xu Bing. arch bridge Study on Temperature Field [J] under solar radiation effect. applied mechanics journal .2014:1.
[5] Fang Zhenzheng, Huang Run, Zheng Zequn. the actual measurement in box-type section rigid-frame arch with open spandrel bridge temperature field and research [J]. University of Fuzhou's 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 effective may meet or exceed vehicle active load effect, and thus temperature effective has been considered as one of concrete-bridge major reason producing crack. For hingeless arch bridge, owing to cooling is very disadvantageous, how to reduce the disadvantageous effect even eliminated and lower the temperature and produced by hingeless arch bridge adaptively, become the significant concern point of such bridge type disease control and strengthen maintenance. Equally, for indeterminate bridge structures such as other such as large-span continuous girder bridges, continuous rigid frame bridge, rigid frame bridges, there is the situation of temperature second inner force equally, how to go to control its disadvantageous effect adaptively on one's own initiative, become the engineering problem that has great realistic meaning.
Summary of the invention
It is an object of the invention to provide a kind of temperature internal force self-adaptation control method for indeterminate bridge structure, to solve in above-mentioned background technology the problem proposed.
For achieving the above object, the present invention provides following technical scheme:
A kind of temperature internal force self-adaptation control method for indeterminate bridge structure, for hingeless arch bridge, comprise anchoring part, high-strength bolt, Universal-head coupling device and drag-line, the material of anchoring part is cast steel member, the right-hand member of anchoring part is by burying in advance or the mode of bar planting is cemented in the reinforced concrete of arch bridge end face, the left end of anchoring part is provided with and bears bar, bear bar and it is provided with High-strength bolt hole, by high-strength bolt and ring flange, bar is connected the right-hand member of Universal-head coupling device with bearing, multiple stiffening web it is provided with between ring flange and Universal-head coupling device, drag-line is arranged on the left end of Universal-head coupling device by universal ball end nut.
Compared with prior art, the invention has the beneficial effects as follows:
Simple structure of the present invention, easy for installation, when the environment temperature decreases, drag-line shortens and produces pulling force, and a part of structure is produced moment of flexure, can reduce and offset even completely owing to statically indeterminate structure heats up the disadvantageous effect that (or cooling) cause. drag-line adopts high-strength steel hawser, the diameter of hawser can according to structural span, the parameters such as designed temperature difference are comprehensively selected, anchor-hold position is determined as required, such as can be anchored in main arch 1/8 ~ 3/8 for hingeless arch bridge interval, the other end is anchored in abutment sidewall or is convenient on the structure of anchoring, 1 or many drag-lines can be arranged as required, drag-line is installed, emphasize to carry out tensioning installation under the temperature conditions higher than statically indeterminate structure joining temperature, like this, just can lay in certain temperature difference in advance, when lowering the temperature, pulling force inside drag-line can be bigger, effect is more obvious, install drag-line more than joining temperature 10 degrees Celsius carry out, this is the consideration to the disadvantageous situation of cooling, similarly, if certain position of this statically indeterminate structure is that intensification is disadvantageous, then contrary.
As the scheme that the present invention is further: for hingeless arch bridge, the method of attachment of abutment arch bridge is anchoring part with having: connected together by the mode of bar planting and abutment concrete reinforcing bar by anchoring part when making abutment, casting concrete abutment again, anchoring part reserves in advance.
As the scheme that the present invention is further: for hingeless arch bridge, anchoring part is method with the method for attachment without abutment arch bridge: cast-in-situ reinforced concrete anchoring pier method and rock mass earth anchor method, and wherein rock mass earth anchor method is directly punched on rock mass, and then builds Steel Concrete.
As the scheme that the present invention is further: for hingeless arch bridge, the shape of anchor hole becomes pagoda shape, lower big little.
As the scheme that the present invention is further: for hingeless arch bridge, ring flange and bear and arrange four stiffening webs between bar, so that the connection structure bearing bar is more stable.
As the scheme that the present invention is further: for hingeless arch bridge, described ring flange, bear bar, Universal-head coupling device surface that multi-directional ball head cap and bulb are formed heat-treats, to improve the intensity of component, and the bolt hole of anchoring part side is heat-treated and antirust treatment so that structure can bear bigger tension, shearing stress.
As the scheme that the present invention is further: for hingeless arch bridge, universal ball end nut is through Overheating Treatment, and adopts trapezoidal thread, it is possible to greatly bear pulling force, when mounted, with the boosting-rods of 1.5 meters, nut is screwed into drag-line until all in advance tightly, locking dead nut.
As the scheme that the present invention is further: for hingeless arch bridge, drag-line adopts steel strand or steel cable and adopts at two ends ground tackle to carry out anchoring.
The present invention reduces the additional internal force that even can eliminate the statically indeterminate structure that the temperature difference causes completely ingeniously. The stress system of this cover system and original structure is independent, is the temperature Internal force control system of a set of self-adaptation, it is possible to for the temperature Internal force control of hingeless arch bridge, through beam, continuous rigid frame and other statically indeterminate structures.
Accompanying drawing explanation
Fig. 1 is the structural representation of the present invention.
Fig. 2 is that the present invention is for there being the schematic diagram of abutment arch bridge.
Fig. 3 be the present invention for without abutment arch bridge and carry out structural representation when cast-in-situ reinforced concrete constructs.
Fig. 4 is the present invention for the structural representation without abutment arch bridge and when carrying out rock mass earth anchor.
Fig. 5 is the disease schematic diagram that the present invention describes edge and vault cross section lower edge cracking on a large amount of open web type hingeless arch bridge arch pin cross section in this year.
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 being clearly and completely described, it is clear that for hingeless arch bridge, described embodiment is only the present invention's part embodiment, instead of whole embodiments. Based on the embodiment in the present invention, those of ordinary skill in the art, not making other embodiments all obtained under creative work prerequisite, belong to the scope of protection of the invention.
Refer to Fig. 1��4, in the embodiment of the present invention, a kind of temperature internal force self-adaptation control method for indeterminate bridge structure, for hingeless arch bridge, comprise inhaul cable anchorage structure, inhaul cable anchorage structure forms primarily of anchoring part 1, high-strength bolt 2, Universal-head coupling device 3 and drag-line 4, anchoring part 1 is the structure being welded into cased beam by steel plate, one end of anchoring part 1 is cemented in the reinforced concrete of arch bridge main arch ring 5, by the 2/3 ~ 3/4 of anchoring part 1 overall length by burying in advance or the mode of bar planting is cemented in inside reinforced concrete in anchoring is processed, the other end side of anchoring part 1 is connected by high-strength bolt 2 ring flange 7 of Universal-head coupling device 3, described Universal-head coupling device 3 is primarily of ring flange 7, bear bar 6, multi-directional ball head cap and bulb are formed, the one end bearing bar 6 is bulb, bulb is arranged in multi-directional ball head cap, bear the other end welding flange 7 of bar 6, and ring flange 7 and bear four stiffening webs 8 are set between bar 6, so that the connection structure bearing bar 6 is more stable, the multi-directional ball head cap of described Universal-head coupling device 3 is threaded one end of drag-line 4, bulb is freely rotated in multi-directional ball head cap, universal ball end nut can revise the angle of pre-pile anchoring to reach straight line anchoring, the other end of drag-line 4 connects the anchoring part 1 on bridge by same mode.
For hingeless arch bridge, described drag-line 4 adopts high-strength steel hawser, and the diameter of hawser comprehensively can be selected according to the parameter such as structural span, designed temperature difference. The position of anchoring part 1 is determined as required, such as, can be anchored in main arch 1/8 ~ 3/8 for hingeless arch bridge interval, it is possible to arrange 1 or many drag-lines as required. The installation of drag-line 4, emphasizes to carry out tensioning installation when higher than statically indeterminate structure joining temperature, and like this, so that it may to lay in certain temperature difference in advance, when lowering the temperature, the pulling force inside drag-line can be bigger, and effect is more obvious. Can illustrate and install for 10 degrees Celsius more than joining temperature. This is the consideration to the disadvantageous situation of cooling. Similarly, if certain position of this statically indeterminate structure is that intensification is disadvantageous, then on the contrary.
For hingeless arch bridge, described ring flange 7, bear bar 6, Universal-head coupling device 3 surface that multi-directional ball head cap and bulb are formed heat-treats, to improve the intensity of component, and the bolt hole of anchoring part 1 side carries out strengthening (thermal treatment) and antirust treatment so that structure can bear bigger tension, shearing stress.
For hingeless arch bridge, universal ball end nut is also through Overheating Treatment, and adopts trapezoidal thread, it is possible to greatly bear pulling force, when mounted, is screwed in by nut in drag-line with the boosting-rods of 1.5 meters until all pre-tight, locks dead nut.
For hingeless arch bridge, drag-line 3 adopts twisted wire or steel cable and adopts ground tackle structure at two ends, and is connected with universal ball end nut, and after tightening with boosting-rod during installation, lock is extremely, the length of drag-line is determined according to bridge end anchorage point, it is possible to dock company commander by high-strength bolt ring flange.
For hingeless arch bridge, identical with the inhaul cable anchorage structure having abutment arch bridge in outside without abutment arch bridge, the key distinction is to have the anchoring part 1 of abutment arch bridge directly to connect together at casting concrete by anchoring part 1 by the mode of bar planting and abutment concrete reinforcing bar when making abutment, reserves in advance.
For hingeless arch bridge, without abutment arch bridge, anchoring part 1 is installed, there are two kinds of structured approaches: cast-in-situ reinforced concrete anchoring pier method (such as Fig. 3) and rock mass earth anchor method (such as Fig. 4), wherein rock mass earth anchor method is directly punched on rock mass, and then build Steel Concrete, the form of anchor hole becomes pagoda shape, lower big little.
The principle of work of the present invention is: for hingeless arch bridge, when hingeless arch bridge, under environment temperature reduction effect, when arch pin produces hogging moment, pre-set and (arrange in comparatively high temps situation, to improve its action effect) drag-line owing to affecting by cooling, pulling force occurs, this pulling force to arch pin produce sagging moment, can partly offset the additional bending moment owing to indeterminate arch bridge brings due to environment temperature reduction. Drag-line employing monodirectional locking is set, namely make drag-line only structure be worked under cooling effect, and under ramp case, be automatically separated with arch bridge.
Example:
For hingeless arch bridge, it is assumed that drag-line diameter d=0.1m, length is determined according to anchor points, and elastic modulus E=2.0E11pa, linear expansivity is taken as. Assuming that drag-line more than bridge joining temperature 10 DEG C install, then when lower than joining temperature 10 DEG C, drag-line lower the temperatureAccording to 20 DEG C of considerations.
Suo Liwei in drag-line:
Through calculating when envrionment temperature reduces by 10 DEG C, the Suo Li in drag-line is 376.8kN. Usually, drag-line is arranged in the both sides up and down of arch bridge, and namely the Suo Li contribution of arch pin is 2F=753.6kN by drag-line. If drag-line is to the arm of force of arch pinlBe 3 meters, then the sagging moment that arch pin produces is by drag-line:
Therefore: for hingeless arch bridge, arch pin is created bigger sagging moment effect by this measure in hingeless arch bridge cooling situation, reduces the additional internal force even can eliminated the temperature difference completely and cause ingeniously. The stress system of this cover system and original structure is independent, is the temperature Internal force control system of a set of self-adaptation. It is even possible that for the temperature Internal force control of through beam, continuous rigid frame and other statically indeterminate structures.
To those skilled in the art, it is clear that the invention is not restricted to the details of above-mentioned one exemplary embodiment, and when not deviating from spirit or the essential characteristic of the present invention, it is possible to realize the present invention in other specific forms. Therefore, no matter from which point, for hingeless arch bridge, embodiment all should be regarded as exemplary, and right and wrong are restrictive, the scope of the present invention is limited by claims instead of above-mentioned explanation, it is intended that all changes in the implication of the equivalent important document dropping on claim and scope included in the present invention. Any Reference numeral in claim should be considered as the claim involved by limiting.
In addition, it is to be understood that, although this specification sheets is described according to enforcement mode, for hingeless arch bridge, but not each enforcement mode only comprises an independent technical scheme, and this kind of narrating mode of specification sheets is only that those skilled in the art should by specification sheets integrally in order to know for the purpose of directviewing description, technical scheme in each embodiment through appropriately combined, can also form other enforcement modes that it will be appreciated by those skilled in the art that.
Claims (12)
1. the temperature internal force self-adaptation control method for indeterminate bridge structure, for hingeless arch bridge, comprise anchoring part (1), high-strength bolt (2), Universal-head coupling device (3) and drag-line (4), it is characterized in that, the material of described anchoring part (1) is cast steel member, the right-hand member of anchoring part (1) by bury in advance or the mode of bar planting be cemented on main arch ring (5) reinforced concrete in, the left end of anchoring part (1) is provided with and bears bar (6), the described bar (6) that bears is provided with High-strength bolt hole, by high-strength bolt and ring flange (7), bar (6) is connected the right-hand member of described Universal-head coupling device (3) with bearing, multiple stiffening web (8) it is provided with between described ring flange (7) and Universal-head coupling device (3), described drag-line (4) is arranged on the left end of Universal-head coupling device (3) by universal ball end nut.
2. a kind of temperature internal force self-adaptation control method for indeterminate bridge structure according to claim 1, for hingeless arch bridge, it is characterized in that, when the environment temperature decreases, drag-line shortens generation pulling force, a part of structure is produced moment of flexure, the disadvantageous effect offset even completely owing to statically indeterminate structure intensification (or cooling) causes can be reduced.
3. a kind of temperature internal force self-adaptation control method for indeterminate bridge structure according to claim 1, for hingeless arch bridge, it is characterized in that, drag-line adopts high-strength steel hawser, and the diameter of hawser comprehensively can be selected according to the parameter such as structural span, designed temperature difference.
4. a kind of temperature internal force self-adaptation control method for indeterminate bridge structure according to claim 1, for hingeless arch bridge, it is characterized in that, anchor-hold position is determined as required, such as can be anchored in main arch 1/8 ~ 3/8 for hingeless arch bridge interval, the other end is anchored in abutment sidewall or other are convenient on the structure of anchoring, it is possible to arrange 1 or many drag-lines as required.
5. a kind of temperature internal force self-adaptation control method for indeterminate bridge structure according to claim 1, for hingeless arch bridge, it is characterized in that, drag-line is installed, emphasize to carry out tensioning installation under the higher ambient temperature situations of temperature holding together, like this, just can lay in certain temperature difference in advance, when lowering the temperature, pulling force inside drag-line can be bigger, effect is more obvious, install drag-line more than joining temperature 10 degrees Celsius carry out, this is the consideration to the disadvantageous situation of cooling, similarly, if certain position of this statically indeterminate structure is that intensification is disadvantageous, then contrary.
6. a kind of temperature internal force self-adaptation control method for indeterminate bridge structure according to claim 1, for hingeless arch bridge, it is characterized in that, the method of attachment of abutment arch bridge is anchoring part with having: connected together by the mode of bar planting and abutment concrete reinforcing bar by anchoring part when making abutment, casting concrete abutment again, anchoring part reserves in advance.
7. a kind of temperature internal force self-adaptation control method for indeterminate bridge structure according to claim 1, for hingeless arch bridge, it is characterized in that, anchoring part is method with the method for attachment without abutment arch bridge: cast-in-situ reinforced concrete anchoring pier method and rock mass earth anchor method, wherein rock mass earth anchor method directly beats hole on rock mass, and then build Steel Concrete.
8. a kind of temperature internal force self-adaptation control method for indeterminate bridge structure according to claim 4, for hingeless arch bridge, it is characterised in that, the shape of anchor hole becomes pagoda shape, lower big little.
9. a kind of temperature internal force self-adaptation control method for indeterminate bridge structure according to claim 1, for hingeless arch bridge, it is characterized in that, ring flange and bear four stiffening webs are set between bar, so that the connection structure bearing bar is more stable.
10. a kind of temperature internal force self-adaptation control method for indeterminate bridge structure according to claim 1, for hingeless arch bridge, it is characterized in that, described ring flange, bear bar, Universal-head coupling device surface that multi-directional ball head cap and bulb are formed heat-treats, to improve the intensity of component, and the bolt hole of anchoring part side is heat-treated and antirust treatment so that structure can bear bigger tension, shearing stress.
11. a kind of temperature internal force self-adaptation control methods for indeterminate bridge structure according to claim 1, for hingeless arch bridge, it is characterized in that, universal ball end nut is through Overheating Treatment, and adopt trapezoidal thread, it is possible to greatly bear pulling force, when mounted, with the boosting-rods of 1.5 meters, nut is screwed into drag-line until all in advance tightly, locking dead nut.
12. a kind of temperature internal force self-adaptation control methods for indeterminate bridge structure according to claim 1, for hingeless arch bridge, it is characterised in that, drag-line adopts steel strand or steel cable and adopts ground tackle at two ends.
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| CN109629444A (en) * | 2019-01-16 | 2019-04-16 | 温州市建设监理有限公司 | Anchor connection structure after a kind of municipal administration bridge construction Hanging Basket |
| CN110409314A (en) * | 2019-08-15 | 2019-11-05 | 中国五冶集团有限公司 | Continuous rigid frame bridge closure section unidirectional limitation locking device and method automatically |
| 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 |
| CN114888524A (en) * | 2021-11-26 | 2022-08-12 | 中冶(上海)钢结构科技有限公司 | Arching method for large-scale inner flange connection trestle |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109629444A (en) * | 2019-01-16 | 2019-04-16 | 温州市建设监理有限公司 | Anchor connection structure after a kind of municipal administration bridge construction Hanging Basket |
| 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 |
| CN110409314A (en) * | 2019-08-15 | 2019-11-05 | 中国五冶集团有限公司 | Continuous rigid frame bridge closure section unidirectional limitation locking device and method automatically |
| 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 |
| CN114888524A (en) * | 2021-11-26 | 2022-08-12 | 中冶(上海)钢结构科技有限公司 | Arching method for large-scale inner flange connection trestle |
| 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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| CN105648891B (en) | 2017-07-25 |
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