CN110219234B - Method and system for restraining constant-temperature steel pull rod from temperature self-adaptive tower Liang Shunqiao - Google Patents
Method and system for restraining constant-temperature steel pull rod from temperature self-adaptive tower Liang Shunqiao Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 186
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- 238000000034 method Methods 0.000 title claims abstract description 23
- 230000000452 restraining effect Effects 0.000 title claims description 12
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- 238000005452 bending Methods 0.000 claims description 52
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- 229920000049 Carbon (fiber) Polymers 0.000 description 2
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- 230000005540 biological transmission Effects 0.000 description 2
- 239000004917 carbon fiber Substances 0.000 description 2
- 239000004918 carbon fiber reinforced polymer Substances 0.000 description 2
- 238000013016 damping Methods 0.000 description 2
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- 230000005484 gravity Effects 0.000 description 2
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/04—Cable-stayed bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
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- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
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Abstract
The invention relates to the field of constraint systems of large-span bridge structures, and discloses a constraint method for a temperature self-adaptive tower Liang Shunqiao to a constant-temperature steel pull rod, which comprises the following steps: determining the cross-sectional area A of the steel pull rod according to the stress analysis of the bridge structure; two groups of steel pull rods are arranged on two sides of a main beam between two main towers, an outer sleeve is arranged outside the steel pull rods, a gap is reserved between each steel pull rod and the steel pull rod, one end of each group of steel pull rods is connected with a lower cross beam of the corresponding main tower, and the other end of each group of steel pull rods is connected with the center point of a lower chord of the main beam; and a temperature control system is arranged and communicated with the gap between the outer sleeve and the steel pull rod. Another aspect discloses a temperature adaptive tower Liang Shunqiao to constant temperature steel tie rod restraint system. The invention can effectively improve the stress condition of the main beam under the action of temperature and wind load and the action of live load and simultaneously reduce the longitudinal displacement of the beam end of the main beam.
Description
Technical Field
The invention relates to the field of constraint systems of large-span bridge structures, in particular to a method and a system for constraining a temperature self-adaptive tower Liang Shunqiao to a constant-temperature steel pull rod.
Background
The continuous improvement of the living standard of people puts higher demands on transportation, the bridge structure occupies high proportion in main high-speed railway lines in China, and the driving safety and the comfort put higher demands on the bridge structure. In addition, new structures and new materials are continuously improved, bridge resources are increasingly precious, and the utilization efficiency of the bridge resources can be improved by adopting large-span public-iron co-construction. The span of the bridge with large span is large and the load is heavy. Under the action of wind load, temperature load and live load, the main beam can generate larger forward-bridge displacement of the beam end, the main tower can generate larger bending moment, and proper technical scheme is needed to improve the forward-bridge displacement of the beam end and the bending moment of the main tower. If the conventional method is adopted, damping constraint scheme, limit constraint scheme and elastic cable constraint scheme are generally adopted among the tower beams. The above constraint scheme has some drawbacks as follows:
(1) Damping constraint scheme: and a forward bridge damper is arranged between the main tower and the main beam. The displacement amplitude of the main beam and the bending moment of the main tower under the action of power can be greatly reduced, and the deformation of temperature load can be adapted. But for wind loads, live loads, this constraint scheme is essentially ineffective for structural forward-bridge response. Therefore, the forward bridge displacement with large displacement brings adverse effect on bridge deck driving, also brings challenges to the design of the support, the beam end telescopic system and the track telescopic regulator, and can not improve the stress of the main tower.
(2) Limit constraint scheme: and a fixed support is arranged at the position of the lower cross beam of one main tower. The main beam displacement can be effectively controlled to a reasonable range, and the main tower bending moment generated by wind load is reduced. However, the scheme restricts the deformation of the main beam of the temperature load, increases the control bending moment of the main tower and improves the manufacturing cost of the main tower. In addition, the counter moment of the limiting system is large, the structural design is difficult; impact between the limiting system and the main beam also has adverse effect on bridge deck driving.
(3) Elastic cord restraint scheme: the main tower is connected with the main beam nearby the main tower along the bridge direction by utilizing the steel pull rod made of steel materials, and the scheme can effectively reduce the bending moment of the main tower, which is caused by the displacement of the beam end along the bridge and wind load. However, the scheme restricts the deformation of the main beam of the temperature load, increases the control bending moment of the main tower and improves the manufacturing cost of the main tower. And the elastic steel pull rod is generally longer, the tensile force is lower, the sag effect is obvious, and the loss of the rigidity of the elastic rope is obvious.
The existing constraint scheme can not improve the stress condition of the main beam under the action of temperature and wind load and the main tower under the action of live load at the same time, and can not reduce the forward displacement of the beam end of the main beam along the bridge at the same time.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a method and a system for restraining a constant-temperature steel pull rod from a temperature self-adaptive tower Liang Shunqiao, which can effectively improve the stress condition of a main beam under the action of temperature and wind load and the action of live load and reduce the forward displacement of the beam end of the main beam along the bridge.
In order to achieve the above purpose, the invention adopts the following technical scheme:
in one aspect, the invention provides a method for restraining a constant temperature steel pull rod from a temperature self-adaptive tower Liang Shunqiao, and the method for restraining the constant temperature steel pull rod from a temperature self-adaptive tower Liang Shunqiao comprises the following steps:
determining the cross-sectional area A of the steel pull rod according to the stress analysis of the bridge structure;
Two groups of steel pull rods are arranged on two sides of a main beam between two main towers, an outer sleeve is arranged outside the steel pull rods, a gap is reserved between each steel pull rod and the steel pull rod, one end of each group of steel pull rods is connected with a lower cross beam of the corresponding main tower, and the other end of each group of steel pull rods is connected with the center point of a lower chord of the main beam;
And a temperature control system is arranged and communicated with the gap between the outer sleeve and the steel pull rod.
On the basis of the technical scheme, the cross-sectional area A of the steel pull rod is determined, and the specific process is as follows:
Calculating a control bending moment of the main tower under the most unfavorable load combination according to the section size and the material characteristics of the main tower;
establishing a finite element model of the cable-stayed bridge structure with the steel pull rod, applying initial tension T to the steel pull rod,
Each group of steel pull rods in the preset model consists of n strands of sub steel pull rods with the sectional areas of a, n is a positive integer, the initial value of n is taken as the value of n which is gradually increased in the finite element model, and the bottom bending moment of the main tower corresponding to each value of n under the most unfavorable load combination is calculated;
Obtaining the number n of the sub steel pull rod as the n value when the calculated bending moment of the main tower under the least favorable load combination is smaller than the control bending moment of the corresponding main tower;
and obtaining the cross-sectional area A of the steel pull rod meeting the structural safety of the main tower according to the corresponding n value and the area a of the sub steel pull rod.
Based on the technical scheme, according to the section size and the material characteristics of the main tower, the control bending moment of the main tower is obtained, specifically:
The main tower internal force under the least adverse load combined action is obtained through the stress analysis of the bridge structure, and the section of the main tower is designed;
and calculating the maximum bending moment which the main tower is allowed to bear under the least adverse load combination according to the section characteristics of the main tower and the allowable stress of the material, namely controlling the bending moment.
Based on the technical scheme, the initial tension T is determined by the following steps: and (3) establishing a finite element model of the cable-stayed bridge structure containing the steel pull rod, performing static analysis to obtain the maximum tension of the steel pull rod, and updating the initial tension T by using the difference DeltaT between the maximum tension and the initial tension.
In another aspect, the present invention provides a temperature adaptive tower Liang Shunqiao to constant temperature steel tie-bar restraint system, the temperature adaptive tower Liang Shunqiao to constant temperature steel tie-bar restraint system comprising:
Two main towers, each of which is provided with a lower cross beam;
the main beams penetrate through the two main towers and are arranged on the lower cross beam, and lower chords are arranged on two sides of each main beam;
two groups of steel pull rods are arranged on two sides of the main beam between the two main towers,
One end of each group of steel pull rods is connected with the lower cross beam corresponding to the main tower, and the other end of each group of steel pull rods is connected with the center point of the lower chord on the main beam;
the outer sleeve is sleeved outside the steel pull rod, and a gap is reserved between the outer sleeve and the steel pull rod;
And the temperature control system is arranged on the main beam and is communicated with the gap between the outer sleeve and the steel pull rod.
On the basis of the technical scheme, the temperature self-adaptive tower Liang Shunqiao further comprises a plurality of support shafts to the constant-temperature steel pull rod constraint system, the support shafts are arranged on the lower chord member between the two main towers along the extending direction of the main beam, and the steel pull rods are arranged on the support shafts.
On the basis of the technical scheme, the support shaft is a roller type support shaft.
On the basis of the technical scheme, the distance between the support shafts is 14m.
On the basis of the technical scheme, the temperature control system comprises a plurality of temperature control devices, each temperature control device is communicated with a gap between the outer sleeve and the steel pull rod, and the distance between two adjacent temperature control devices is 28m.
On the basis of the technical scheme, two ends of the outer sleeve are in sealing connection with the steel pull rod, and at least one end of the outer sleeve is in sliding connection with the steel pull rod.
Compared with the prior art, the invention has the advantages that: the girder and the main tower are connected by a steel pull rod, so that the longitudinal rigidity of the girder is improved. When the main beam is acted by the wind load along the bridge direction, a part of the wind load is converted into the internal force of the steel pull rod, and the increased internal force is transmitted to the main tower through the lower cross beam of the main tower, so that the force transmission path of the wind load of the main beam to the top of the main tower through the stay cable in the prior art is changed, the bending moment of the main tower is reduced, the size and the basic scale of the main tower are reduced, and the cost is saved. In addition, the steel pull rod is adopted to connect the center points of the main tower lower cross beam and the midspan main beam, and under the action of temperature load, the main beam deformation is not restrained because the center points of the main tower lower cross beam and the midspan main beam are all fixed points. In addition, the steel pull rod is kept in a constant-temperature working state through the temperature control system, and is not influenced by the ambient temperature. According to the stress characteristics of the bridge structure on the two loads, the invention not only greatly reduces the bending moment of the main tower caused by the longitudinal wind load, but also avoids the defects that the main beam and the main tower are connected at the lower cross beam in the prior art, the temperature deformation cannot be released, and the bending moment of the main tower is increased, and the invention can automatically adapt to the temperature change. For railway live load, the steel pull rod constraint system improves the longitudinal rigidity of the main beam, so that the main tower bending moment influence line moves towards a position close to the main tower, the influence line distribution tends to be uniform, the main tower bottom bending moment caused by live load is reduced, and meanwhile, the beam end forward-to-bridge displacement of the main beam under the wind load and live load effects is reduced.
Drawings
FIG. 1 is a schematic diagram of a temperature adaptive tower Liang Shunqiao to constant temperature steel tie rod restraint system in an embodiment of the present invention;
FIG. 2 is a schematic top view of a temperature adaptive tower Liang Shunqiao to constant temperature steel tie-bar restraint system in accordance with an example of the present invention;
FIG. 3 is a graph showing the change of bending moment of the main tower when the value of n is changed in the embodiment of the invention;
FIG. 4 is a schematic view of a girder installation steel tie rod between two main towers according to an embodiment of the present invention;
FIG. 5 is a schematic anchoring view of a steel tie rod on a cross section of a main beam in an embodiment of the invention;
FIG. 6 is a schematic view of a girder with steel tie rods and a support shaft mounted thereon according to an embodiment of the present invention;
FIG. 7 is a schematic view of a steel tie rod and temperature control system mounted on a main beam in an embodiment of the invention;
FIG. 8 is a schematic view of a structure in which a steel tie rod is installed at a lower beam in an embodiment of the present invention;
In the figure: the device comprises a main tower 1, a lower cross beam 11, a main beam 2, a lower chord 21, a steel pull rod 3, a sleeve 4, a 5-temperature control system, a 6-support shaft, a 7-auxiliary pier, an 8-side pier, a 9-two-way movable support and a 10-one-way movable support.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and examples.
The embodiment of the invention provides a method for restraining a constant-temperature steel pull rod from a temperature self-adaptive tower Liang Shunqiao. The method is used in combination with a temperature self-adaptive tower Liang Shunqiao towards a constant temperature steel pull rod restraint system. Fig. 1 is an overall schematic diagram of a temperature adaptive tower Liang Shunqiao toward a constant temperature steel tie rod restraint system according to an embodiment of the present invention, and fig. 2 is a schematic diagram of a top view structure of a temperature adaptive tower Liang Shunqiao toward a constant temperature steel tie rod restraint system according to an embodiment of the present invention. The method is applied to the cable-stayed bridge shown in fig. 1 and 2, so that the stress condition of the main tower of the main girder under the windward load and the live load of the main girder can be improved at the same time, and the forward displacement of the girder end of the main girder can be greatly reduced; meanwhile, compared with the prior art, the change of temperature load does not cause unfavorable internal force and displacement of the bridge structure, and the system is self-adaptive to temperature.
The restraining method for the constant temperature steel pull rod from the temperature self-adaptive tower Liang Shunqiao comprises the following steps:
S1: the section area A of the steel pull rod is determined according to the stress analysis of the bridge structure, preparation is made for setting the forward-bridge constraint, and the concrete process is as follows:
s11: and calculating the control bending moment of the main tower under the most unfavorable load combination according to the section size and the material characteristics of the main tower. Specifically, the internal force of the main tower under the least favorable load combination is obtained through the stress analysis of the bridge structure, the section of the main tower is designed, and the maximum bending moment which the main tower is allowed to bear under the least favorable load combination is solved according to the section characteristics of the main tower and the allowable stress of materials, wherein the maximum bending moment is the control bending moment.
S12: and establishing a finite element model of the cable-stayed bridge structure with the steel pull rod, and applying an initial tensile force T to the steel pull rod. Initial parameters are provided for subsequent finite element calculations.
Specifically, a finite element model of the cable-stayed bridge structure containing the steel pull rod is established, static analysis is carried out, the maximum pulling force of the steel pull rod is obtained, and the initial pulling force T is updated by the difference delta T between the maximum pulling force and the initial pulling force.
S13: the steel pull rod in the model is composed of n strands of sub steel pull rods with the sectional area of a, n is a positive integer, the initial value of n is 1, n values are gradually increased in the finite element model, and the bottom bending moment of the main tower corresponding to each n value under the most unfavorable load combination is calculated.
The least favourable load combination requires consideration of the envelope of the main forces, including constant and live loads, and additional forces. Constant load includes the dead weight of the structural members and the attached equipment, the influence of shrinkage and creep of the concrete, the soil pressure, and the like. Live loads include train loads and car lane loads. The additional force is braking force, traction force, wind force, running water pressure, temperature force and the like.
S14: and according to the corresponding relation between the n value and the bending moment of the main tower, finding out the minimum value of n which meets the condition that the bending moment of the main tower is smaller than the control bending moment of the corresponding main tower.
S15: and obtaining the cross-sectional area A of the steel pull rod meeting the structural safety of the main tower according to the corresponding n value and the area a of the sub steel pull rod. In this example, each of the child steel tie rods is composed of 127 strands having a wire diameter of 7 mm.
Specifically, the step S1 is illustrated:
firstly, designing a main tower section according to the main tower bending moment under the action of the least favorable load combination, and solving the maximum bending moment which the main tower is allowed to bear under the least favorable load combination according to the main tower section and the allowable stress of materials, namely controlling the bending moment.
The finite element model of the cable-stayed bridge structure containing the steel pull rod is established, firstly, the initial tensile force of the steel pull rod is assumed to be 500 tons, static analysis is carried out on the bridge structure, the maximum tensile force 1250 of the steel pull rod under the least favorable load combination is obtained, and the difference value between the maximum tensile force and the initial tensile force is 750 tons and is used as the final initial tensile force of the steel pull rod.
The method comprises the steps that a steel pull rod in a model is composed of n strands of sub steel pull rods with the cross section of a, n is a positive integer, an initial value of n is 1, n values are gradually increased in a finite element model, and the bottom bending moment of a main tower corresponding to each n value under the most unfavorable load combination is calculated;
Fig. 3 is a graph showing the change in bending moment of the main tower when the value of n is changed. As can be seen from this fig. 3: ① Under the action of temperature load, the bending moment of the main tower is unchanged, and the forward constraint of the main tower can automatically adapt to the temperature effect; ② Along with the increase of the section area A of the steel pull rod, the forward-axle wind bending moment of the main tower gradually becomes smaller; ③ With the increase of the section area A of the steel pull rod, the live load bending moment of the main tower is firstly reduced and then basically unchanged.
When n is equal to 5, the bending moment of the main tower under the main force and the additional force is smaller than the control bending moment of the corresponding main tower.
In this embodiment, 7 strands of sub-steel tie rods are provided per steel tie rod, each of which consists of 127 strands 7mm in diameter. At this time, the cross-sectional area a=0.034m 2 of the steel tie rod corresponding to the n value is the cross-sectional area a of the steel tie rod 3.
Fig. 4 is a schematic structural view of a steel tie rod installed on a girder between two main towers according to an embodiment of the present invention, and fig. 5 is a schematic anchoring view of the steel tie rod on a cross section of the girder according to an embodiment of the present invention, as shown in fig. 4 and 5:
S2: two groups of steel pull rods 3 are arranged on two sides of the main beam 2 between the two main towers 1, an outer sleeve 4 is arranged outside the steel pull rods 3, a gap is reserved between the outer sleeve and the steel pull rods 3, one end of each group of steel pull rods 3 is connected with the lower cross beam 11 of the corresponding main tower 1, and the other end is connected with the center point of the lower chord member 21 of the main beam 2.
Fig. 6 is a schematic structural view of a main beam with a steel tie rod and a support shaft, as shown in fig. 6:
before the steel tie rod is installed, a support shaft 6 for supporting the steel tie rod 3 is provided on the lower chord 21 in the region where the steel tie rod 3 is provided.
In the embodiment, the supporting shafts 6 are arranged on the lower chord member at intervals of about 14m, the supporting shafts can provide vertical support for the steel pull rod, the sagging effect of the steel pull rod due to self gravity is reduced, the steel pull rod provides sufficient forward bridge rigidity, and the service life of the steel pull rod can be prolonged.
In addition, the roller type support shaft is adopted for the support shaft 6, so that when the steel pull rod 3 is stretched under the temperature or wind load, the friction force between the support shaft 6 and the steel pull rod 3 is reduced, and the service lives of the steel pull rod 3 and the support shaft 6 can be prolonged.
Fig. 7 is a schematic structural diagram of a steel tie rod and a temperature control system mounted on a main beam according to an embodiment of the present invention, as shown in fig. 7:
s3: a temperature control system 5 is arranged and communicated with the gap between the outer sleeve 4 and the steel pull rod 3.
The temperature control system 5 comprises a plurality of temperature control devices, the temperature control devices are distributed on the lower chord member of the lower beam at intervals of about 28m, and the distributed temperature control systems can provide a constant-temperature working environment for the steel pull rod and are not influenced by the temperature of the external environment.
The table below shows the tower bottom bending moment and the beam end forward displacement without the forward constraint technique and with the forward constraint technique. As can be seen from the table below, the bending moment at the bottom of the main force and additional force combined tower is reduced by 26%, the displacement of the beam end along the bridge is reduced by about 31%, and the effect is very obvious.
According to the invention, the girder is connected with the main tower by the steel pull rod, so that the longitudinal rigidity of the girder is improved. When the girder receives wind load along the bridge direction, the forward movement trend will be generated, and at this moment, the steel tie rod directly transmits the wind load received by the girder to the lower cross beam of the main tower, so that the force transmission path of the wind load of the girder to the top of the main tower through the stay cable is changed, the bending moment of the main tower is reduced, the size and the basic scale of the main tower are reduced, and the cost is saved. In addition, the steel pull rod is adopted to connect the center points of the main tower lower cross beam and the midspan main beam, and under the action of temperature load, the main beam deformation is not restrained because the center points of the main tower lower cross beam and the midspan main beam are all fixed points. Meanwhile, the temperature control system ensures that the steel pull rod is in a constant-temperature working environment and is not influenced by the environmental temperature. According to the stress characteristics of the two load modes, the invention not only greatly reduces the bending moment of the main tower caused by the longitudinal wind load, but also avoids the defects that the main beam and the main tower are connected at the lower beam in the prior art, the temperature deformation cannot be released, and the bending moment of the main tower is increased, and the invention can automatically adapt to the temperature change. For railway live load, the steel pull rod constraint system improves the longitudinal rigidity of the main beam, so that the main tower bending moment influence line moves towards a position close to the main tower, the influence line distribution tends to be uniform, the main tower bottom bending moment caused by live load is reduced, and meanwhile, the beam end forward-to-bridge displacement of the main beam under the wind load and live load effects is reduced.
In other embodiments, the steel tie rod 3 may also be made of a carbon fiber reinforced composite CFRP material. However, the material has high manufacturing cost, and the span between the two main towers 1 is large, and the steel pull rod is required to be highly advanced in implementing the scheme, so that the steel pull rod is difficult to manufacture by adopting the CFRP material of the carbon fiber reinforced composite material, and the manufacturing requirement can be met by adopting an advanced process.
Fig. 8 is a schematic structural view of a steel tie rod installed at a lower beam in an embodiment of the present invention, and is shown in conjunction with fig. 1,2,4, 7 and 8:
the invention also provides a temperature self-adaptive tower Liang Shunqiao constant temperature steel pull rod restraint system, and the temperature self-adaptive tower Liang Shunqiao constant temperature steel pull rod restraint system comprises:
two main towers 1, each main tower 1 is provided with a lower cross beam 11;
the main beams 2 penetrate through the two main towers 1 and are arranged on the lower cross beam 11, and lower chords 21 are arranged on two sides of the main beams 2;
Two groups of steel pull rods 3 are arranged on two sides of the main beam 2 between the two main towers 1,
One end of each group of steel tie rods 3 is connected with the lower cross beam 11 of the corresponding main tower 1, and the other end is connected with the center point of the lower chord member 21 on the main beam 2;
the outer sleeve 4 is sleeved outside the steel pull rod, and a gap is reserved between the outer sleeve and the steel pull rod;
and the temperature control system 5 is arranged on the main beam 2 and is communicated with the gap between the outer sleeve 4 and the steel pull rod 3.
In the embodiment, the temperature self-adaptive tower Liang Shunqiao is characterized in that the constant temperature steel pull rod constraint system also comprises two side piers 8, and each side pier 8 is transversely provided with a bidirectional movable support 9 and a unidirectional movable support 10; two auxiliary piers 7, each auxiliary pier 7 is respectively provided with a bidirectional movable support 9 and a unidirectional movable support 10 in the transverse direction, two ends of the main beam 2 are arranged on the bidirectional movable support 9 and the unidirectional movable support 10 of the side piers 8 and the auxiliary piers 7, and the movable supports 9 and 10 provide vertical supporting force for the main beam 2. The two main towers 1 are used for supporting the force of the main beam 2 in the vertical direction and do not fix the main beam 2. The two ends of the girder 2 are arranged on the side piers 8 and the auxiliary piers 7 for supporting the girder 2 but not fixing the girder 2. Such a design may reduce the forces exerted by the main beams 2 on the main tower 1.
The design of connecting the lower cross beam 11 with the central point between the two main towers 1 by adopting the steel pull rod 3 can simultaneously solve the stress condition of the main beam 2 to the main towers 1 under the action of temperature and wind load.
Referring again to fig. 6, preferably, the temperature adaptive tower Liang Shunqiao further includes a plurality of support shafts 6, the support shafts 6 are disposed on the lower chord 21 between the two main towers 1 along the extending direction of the main beam 2, and the steel tie rods 3 are mounted on the lower chord 21. The vertical support can be provided for the steel pull rod 3 by the support shaft 6, so that the sagging effect of the steel pull rod 3 caused by self gravity is reduced, the steel pull rod 3 provides sufficient forward-bridge rigidity, and the service life of the steel pull rod 3 can be prolonged.
Preferably, the carrier shaft 6 is a roller carrier shaft. The friction force between the supporting shaft 6 and the steel pull rod 3 can be reduced by adopting the roller type supporting shaft, and the service lives of the steel pull rod 3 and the supporting shaft 6 can be prolonged.
When each side is provided with a plurality of steel pull rods 3, a plurality of support shafts 6 are arranged to support the steel pull rods 3.
Preferably, the spacing of the spindles 6 is 14m. The spacing of 14m can meet the requirement of supporting the steel pull rod 3, and too dense waste materials are not arranged.
Preferably, the temperature control system 5 comprises a plurality of temperature control devices, each temperature control device being in communication with the gap between the outer casing 4 and the steel tie rod 3, the spacing between adjacent two temperature control devices being 28m. Such design provides constant temperature operational environment for steel pull rod 3, and does not receive external environment temperature's influence, has avoided steel pull rod 3 self to receive the adverse effect that temperature influenced produced main tower 1.
Preferably, both ends of the outer sheath 4 are hermetically connected to the steel tie rod 3, and at least one end of the outer sheath 4 is slidably connected to the steel tie rod 3. The design can prevent the outer sleeve 4 from influencing the stress of the steel pull rod 3 when being influenced by temperature, and avoid the adverse influence of the steel pull rod 3 on the main tower.
The invention is not limited to the embodiments described above, but a number of modifications and adaptations can be made by a person skilled in the art without departing from the principle of the invention, which modifications and adaptations are also considered to be within the scope of the invention. What is not described in detail in this specification is prior art known to those skilled in the art.
Claims (9)
1. A method for restraining a constant temperature steel pull rod from a temperature self-adaptive tower Liang Shunqiao, which is characterized in that the method for restraining the constant temperature steel pull rod from the temperature self-adaptive tower Liang Shunqiao comprises the following steps:
Determining the cross-sectional area A of the steel pull rod (3) according to the stress analysis of the bridge structure;
Two groups of steel pull rods (3) are arranged on two sides of a main beam (2) between two main towers (1), an outer sleeve (4) is arranged outside the steel pull rods (3) and a gap is reserved between the steel pull rods (3), one end of each group of steel pull rods (3) is connected with a lower cross beam (11) of the corresponding main tower (1), and the other end of each group of steel pull rods is connected with the center point of a lower chord member (21) of the main beam (2);
a temperature control system (5) is arranged and communicated with a gap between the outer sleeve (4) and the steel pull rod (3) and used for providing a constant-temperature working environment for the steel pull rod (3);
the two ends of the outer wrapping sleeve (4) are in sealing connection with the steel pull rod (3), and at least one end of the outer wrapping sleeve (4) is in sliding connection with the steel pull rod (3).
2. The method for restraining a constant temperature steel pull rod from a temperature adaptive tower Liang Shunqiao according to claim 1, wherein the cross-sectional area a of the steel pull rod is determined by the following steps:
calculating a control bending moment of the main tower (1) under the most unfavorable load combination according to the section size and the material characteristics of the main tower (1);
Establishing a finite element model of the cable-stayed bridge structure with the steel pull rod (3), applying an initial tensile force T to the steel pull rod (3),
Each group of steel pull rods (3) in the preset model consists of n strands of sub steel pull rods with the sectional area of a, n is a positive integer, the initial value of n is taken as 1, n values are gradually increased in the finite element model, and the tower bottom bending moment of the main tower (1) corresponding to each n value under the most unfavorable load combination is calculated;
Obtaining a number n of the sub steel pull rod as a n value when the calculated bending moment of the main tower (1) under the least favorable load combination is smaller than the control bending moment of the corresponding main tower (1);
And obtaining the cross section area A of the steel pull rod (3) meeting the structural safety of the main tower (1) according to the corresponding n value and the area a of the sub steel pull rod.
3. The method for restraining the temperature-adaptive tower Liang Shunqiao to the constant-temperature steel pull rod according to claim 2, wherein the control bending moment of the main tower (1) is obtained according to the section size and the material characteristics of the main tower (1), specifically:
The internal force of the main tower (1) under the least adverse load combined action is obtained through the stress analysis of the bridge structure, and the section of the main tower is designed;
And calculating the maximum bending moment allowed to be born by the main tower (1) under the least adverse load combination according to the section characteristics of the main tower (1) and the allowable stress of the material, namely controlling the bending moment.
4. The method for restraining a constant temperature steel pull rod from a temperature adaptive tower Liang Shunqiao according to claim 2, wherein the initial tension T is determined by: and (3) establishing a finite element model of the cable-stayed bridge structure containing the steel pull rod (3), performing static analysis to obtain the maximum tension of the steel pull rod (3), and updating the initial tension T by using the difference DeltaT between the maximum tension and the initial tension.
5. A temperature-adaptive tower Liang Shunqiao-to-thermostatic steel tie rod restraint system for use in the restraint method of claim 1, wherein the temperature-adaptive tower Liang Shunqiao-to-thermostatic steel tie rod restraint system comprises:
Two main towers (1), wherein each main tower (1) is provided with a lower cross beam (11);
the main beams (2) penetrate through the two main towers (1) and are arranged on the lower cross beams (11), and lower chords (21) are arranged on two sides of each main beam (2);
two groups of steel pull rods (3) are arranged on two sides of the main beam (2) between the two main towers (1),
One end of each group of steel pull rods (3) is connected with a lower cross beam (11) corresponding to the main tower (1), and the other end of each group of steel pull rods is connected with the center point of a lower chord member (21) on the main beam (2);
the outer sleeve (4) is sleeved outside the steel pull rod (3) and a gap is reserved between the outer sleeve and the steel pull rod;
the temperature control system (5) is arranged on the main beam (2) and is communicated with the gap between the outer sleeve (4) and the steel pull rod (3);
The support shafts (6) are arranged on the lower chords (21) between the two main towers (1) along the extending direction of the main beams (2), and the steel pull rods (3) are arranged on the support shafts (6).
6. The temperature adaptive tower Liang Shunqiao to constant temperature steel tie rod restraint system of claim 5, wherein: the supporting shaft (6) is a roller type supporting shaft.
7. The temperature adaptive tower Liang Shunqiao to constant temperature steel tie rod restraint system of claim 6, wherein: the distance between the support shafts (6) is 14m.
8. The temperature adaptive tower Liang Shunqiao to constant temperature steel tie rod restraint system of claim 5, wherein: the temperature control system (5) comprises a plurality of temperature control devices, each temperature control device is communicated with a gap between the outer sleeve (4) and the steel pull rod (3), and the distance between two adjacent temperature control devices is 28m.
9. The temperature adaptive tower Liang Shunqiao to constant temperature steel tie rod restraint system of claim 5, wherein: the two ends of the outer wrapping sleeve (4) are in sealing connection with the steel pull rod (3), and at least one end of the outer wrapping sleeve (4) is in sliding connection with the steel pull rod (3).
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| CN114960396A (en) * | 2022-04-26 | 2022-08-30 | 中铁第四勘察设计院集团有限公司 | Elasticity and locking limit constraint structure system of cable-stayed bridge |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109711041A (en) * | 2018-12-25 | 2019-05-03 | 中铁大桥勘测设计院集团有限公司 | Temperature self-adaptation tower Liang Shunqiao is to constrained procedure and system |
| CN109736207A (en) * | 2019-01-28 | 2019-05-10 | 秭归县交通运输局 | Intelligent Temperature Compensation Stay Cable Insulation System |
| CN210458909U (en) * | 2019-06-20 | 2020-05-05 | 中铁大桥勘测设计院集团有限公司 | Temperature self-adaptive tower beam forward-bridge constant-temperature steel pull rod restraint system |
Family Cites Families (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH076168B2 (en) * | 1990-04-12 | 1995-01-30 | 株式会社ピー・エス | Bridge construction method using cable rope |
| CN202989776U (en) * | 2012-11-19 | 2013-06-12 | 中铁大桥勘测设计院集团有限公司 | Inner sleeve type cable guide pipe of stayed cable main pylon |
| CN103966942B (en) * | 2013-01-24 | 2016-03-02 | 中交公路规划设计院有限公司 | A kind of structural system for controlling three pylon cable-stayed bridge girders and bridge tower vertical response |
| CN103696356A (en) * | 2013-12-16 | 2014-04-02 | 中交公路规划设计院有限公司 | Multi-tower diagonal cable bridge provided with double-row support system |
| CN103741587A (en) * | 2013-12-25 | 2014-04-23 | 中铁大桥勘测设计院集团有限公司 | Method for elastically restraining main beam displacement of ultrahigh-span cable-stayed bridge |
| CN105888080B (en) * | 2016-04-11 | 2018-01-19 | 青岛理工大学 | Assembled steel pipe sleeve reinforced concrete combined node and mounting method |
| CN106192723B (en) * | 2016-07-01 | 2017-12-22 | 中铁大桥勘测设计院集团有限公司 | A kind of rigidity combines restraining structure and method with viscosity |
| CN106049257A (en) * | 2016-08-02 | 2016-10-26 | 大连海事大学 | Seismic structure of long-span cable-stayed bridge with anti-buckling braces |
| US10280575B2 (en) * | 2017-04-07 | 2019-05-07 | Cccc Second Highway Consultant Co. Ltd. | Cable-stayed suspension bridge structure suitable for super long spans |
| CN208023412U (en) * | 2018-03-21 | 2018-10-30 | 中铁大桥科学研究院有限公司 | A kind of bridge cable with anti-condensation ice structure |
| CN109778666B (en) * | 2019-01-28 | 2020-09-18 | 中铁大桥局第七工程有限公司 | Stay cable force sensing and temperature linear control compensation device and construction method |
-
2019
- 2019-06-20 CN CN201910539148.5A patent/CN110219234B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109711041A (en) * | 2018-12-25 | 2019-05-03 | 中铁大桥勘测设计院集团有限公司 | Temperature self-adaptation tower Liang Shunqiao is to constrained procedure and system |
| CN109736207A (en) * | 2019-01-28 | 2019-05-10 | 秭归县交通运输局 | Intelligent Temperature Compensation Stay Cable Insulation System |
| CN210458909U (en) * | 2019-06-20 | 2020-05-05 | 中铁大桥勘测设计院集团有限公司 | Temperature self-adaptive tower beam forward-bridge constant-temperature steel pull rod restraint system |
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