CN116815614A - Constraint system of inclined single-tower cable-stayed bridge and design application method thereof - Google Patents

Constraint system of inclined single-tower cable-stayed bridge and design application method thereof Download PDF

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Publication number
CN116815614A
CN116815614A CN202310825019.9A CN202310825019A CN116815614A CN 116815614 A CN116815614 A CN 116815614A CN 202310825019 A CN202310825019 A CN 202310825019A CN 116815614 A CN116815614 A CN 116815614A
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China
Prior art keywords
cable
tower
main
force
stayed bridge
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CN202310825019.9A
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Chinese (zh)
Inventor
李少骏
周昌栋
代明净
王碧波
周银东
李先金
吴繁
董宇
李俊阳
李奇
张晶
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Yichang Yangtze River Bridge Construction And Operation Group Co ltd
China Railway Major Bridge Reconnaissance and Design Institute Co Ltd
Original Assignee
Yichang Yangtze River Bridge Construction And Operation Group Co ltd
China Railway Major Bridge Reconnaissance and Design Institute Co Ltd
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Application filed by Yichang Yangtze River Bridge Construction And Operation Group Co ltd, China Railway Major Bridge Reconnaissance and Design Institute Co Ltd filed Critical Yichang Yangtze River Bridge Construction And Operation Group Co ltd
Priority to CN202310825019.9A priority Critical patent/CN116815614A/en
Publication of CN116815614A publication Critical patent/CN116815614A/en
Pending legal-status Critical Current

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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
    • 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
    • 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
    • E01D19/06—Arrangement, construction or bridging of expansion joints
    • 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
    • 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
    • E01D19/16—Suspension cables; Cable clamps for suspension cables ; Pre- or post-stressed cables
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2111/00—Details relating to CAD techniques
    • G06F2111/04—Constraint-based CAD
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces

Abstract

The application discloses a constraint system of an oblique single-tower cable-stayed bridge and a design application method thereof, and relates to the technical field of bridges, wherein the constraint system of the oblique single-tower cable-stayed bridge comprises: a guy cable structure which is tensioned between the tower beam consolidation position and the foundation of the main span end part of the main beam by pretension, a thrust structure which is arranged between the tower beam consolidation position and the foundation of the main beam side span end part by pretension, or a longitudinal elastic expansion device which is arranged between the main beam side span end part and the foundation of the main beam side span end part by pretension; the cable structure, the thrust structure or the longitudinal elastic telescopic device is used for at least partially counteracting unbalanced horizontal force of the inclined cable of the inclined single-tower cable-stayed bridge. The constraint system of the inclined single-tower cable-stayed bridge and the design application method thereof can at least partially offset unbalanced horizontal force of the inclined stay cable, further effectively reduce bending moment of a lower tower column of the main tower, reduce the section size of the lower tower column, optimize the landscape effect of the bridge, facilitate the design of the bridge and increase the applicability of the bridge type.

Description

Constraint system of inclined single-tower cable-stayed bridge and design application method thereof
Technical Field
The application relates to the technical field of bridges, in particular to a constraint system of an oblique single-tower cable-stayed bridge and a design and application method thereof.
Background
At present, the cable-stayed bridge transmits the dead weight of the main girder and the external load born by the dead weight to the main tower through the stay cable, and then the main tower transmits the load to the foundation. The inclined single-tower cable-stayed bridge is a bridge structure with attractive modeling, and is widely applied to municipal bridges in recent years. By analyzing the stress system of the inclined single-tower cable-stayed bridge, whether the side span is arranged or not, the horizontal component force of the inclined stay cable cannot be balanced in the main girder. Because the horizontal force value is great, and girder limit support vertical force is little, consequently, can't pass through and set up the fixed bolster at girder limit fulcrum and come the unbalanced horizontal force.
In the related art, unbalanced horizontal force is transmitted to a lower tower column through tower beam consolidation and then is continuously transmitted to a foundation. However, unbalanced horizontal force can generate a large bending moment in the lower tower column, so that the section size of the lower tower column is huge, the bridge landscape is affected, even the bridge cannot be designed, and the applicability of the bridge type to large span and heavy load is affected.
Disclosure of Invention
Aiming at the defects in the prior art, the application aims to provide a constraint system of an inclined single-tower cable-stayed bridge and a design application method thereof, so as to solve the problem that a horizontal component force of a stay cable cannot be balanced in a main beam to cause a large bending moment in a lower tower column in the related art.
The first aspect of the application provides an inclined single-tower cable-stayed bridge constraint system, which is used for an inclined single-tower cable-stayed bridge of a tower girder consolidation system, and comprises the following steps:
a guy cable structure which is tensioned between the tower beam consolidation position and the foundation of the main span end part of the main beam by pretension, a thrust structure which is arranged between the tower beam consolidation position and the foundation of the main beam side span end part by pretension, or a longitudinal elastic expansion device which is arranged between the main beam side span end part and the foundation of the main beam side span end part by pretension;
the cable structure, the thrust structure or the longitudinal elastic telescopic device is used for at least partially counteracting unbalanced horizontal force of the inclined cable of the inclined single-tower cable-stayed bridge.
In some embodiments, the cable structure includes an external cable and a first vertical supporting portion for supporting the external cable, where the external cable is located inside a main beam of the cable-stayed bridge of the oblique independent tower, and two ends of the external cable are respectively connected with a foundation of a tower beam consolidation portion and a main span end portion of the main beam.
In some embodiments, the thrust structure includes a thrust rod and a second vertical supporting portion for supporting the thrust rod, where the thrust rod is located inside a main beam of the cable-stayed bridge of the oblique independent tower, and two ends of the thrust rod are respectively connected to a tower beam joint and a foundation of a side span end portion of the main beam.
In some embodiments, the longitudinal elastic expansion device comprises a plurality of disc springs in a stacked relationship, the plurality of disc springs being disposed along the longitudinal bridge.
The second aspect of the application provides a design application method of the constraint system of the oblique single-tower cable-stayed bridge, which comprises the following steps:
the method comprises the steps of obtaining pre-tension of a inhaul cable structure, pre-thrust of a thrust structure or pre-tension and elastic rigidity of a longitudinal elastic expansion device;
a pre-tensioning cable structure is arranged between a tower beam consolidation position and a foundation of a main span end part of a main girder, a thrust structure is arranged between the tower beam consolidation position and the foundation of a main girder side span end part by pre-pushing force, or a longitudinal elastic telescopic device pre-stored with pre-pressing force is arranged between the main girder side span end part and the foundation of the main girder side span end part so as to at least partially offset unbalanced horizontal force of a stay cable of the inclined single-tower cable-stayed bridge.
In some embodiments, obtaining the pretension, or the pretension, specifically includes:
obtaining the maximum in-plane bending moment Mmax and the corresponding axial force N1 of the main tower bottom and the minimum in-plane bending moment Mmin and the corresponding axial force N2 of the main tower bottom under the standard combination of the oblique single-tower cable-stayed bridge; wherein the bending moment is positive by the main span tension and the axial force is positive by the compression;
acquiring the vertical height H1 from a guy cable structure anchoring point or a thrust structure fixing point at the tower beam consolidation position to the main tower bottom;
according to the maximum in-plane bending moment Mmax and the corresponding axial force N1 of the main tower bottom, the minimum in-plane bending moment Mmin and the corresponding axial force N2 of the main tower bottom and the vertical height H1, calculating pretension force or pretension force through a first formula;
the first formula is as follows:
in some embodiments, after calculating the pretension or the pretension, the method further includes:
simulating a inhaul cable structure by using a rod unit or a cable unit or simulating a thrust structure by using the rod unit, establishing a finite element model of the cable-stayed bridge provided with the rod unit or the cable unit, and applying the pre-tensioning force or the pre-thrust obtained by calculation;
carrying out structural stress analysis on the finite element model of the cable-stayed bridge to obtain new Mmax and corresponding N1, new Mmin and corresponding N2, and further calculating to obtain a correction difference of pretension or pre-thrust according to a first formula;
the sum of the calculated value and the correction difference is used as the corrected pretension or the corrected pretension.
In some embodiments, the method for obtaining the pre-compression force and the elastic rigidity of the longitudinal elastic expansion device specifically comprises the following steps:
under the state of separating the tower beams, constant load is applied to the main tower, and the horizontal component force difference of the side span cable force of each stay cable is obtained when the bending moment in the bottom surface of the main tower is zero;
taking the sum of horizontal component differences of span cable force in the sides of each stay cable as the upper limit value Fmax of horizontal force provided by the longitudinal elastic expansion device;
taking the value calculated by the second formula as a lower limit value Fmin of the horizontal force provided by the longitudinal elastic expansion device;
acquiring longitudinal displacement delta of the side span beam end under a designed live load and a temperature load;
calculating the pre-pressure and the elastic rigidity according to the upper horizontal force limit value Fmax, the lower horizontal force limit value Fmin and the longitudinal displacement delta;
the second formula is:
wherein Mmax is the maximum in-plane bending moment of the main tower bottom; n1 is the axial force corresponding to Mmax; mmin is the minimum in-plane bending moment of the main tower bottom; n2 is the axial force corresponding to Mmin; h2 is the vertical height from the longitudinal elastic telescoping device to the bottom of the main tower.
In some embodiments, the above-mentioned pre-pressure F Precompression of The method comprises the following steps:
the elastic rigidity K is as follows:
in some embodiments, after calculating the pre-stress and the elastic stiffness, the method further comprises:
simulating a longitudinal elastic expansion device by using a spring unit, establishing a cable-stayed bridge finite element model provided with the longitudinal elastic expansion device, and applying calculated pre-compression force on the end part of the side span of the main girder;
and carrying out structural stress analysis on the cable-stayed bridge finite element model to obtain a new longitudinal displacement delta, and further calculating to obtain the corrected elastic rigidity.
The technical scheme provided by the application has the beneficial effects that:
the application relates to a constraint system of an oblique single-tower cable-stayed bridge and a design application method thereof, wherein the constraint system of the oblique single-tower cable-stayed bridge is as follows: the cable structure, the thrust structure or the longitudinal elastic telescopic device is used for at least partially counteracting unbalanced horizontal force of the inclined cable of the inclined single-tower cable-stayed bridge. Therefore, the inclined single-tower cable-stayed bridge constraint system can at least partially offset unbalanced horizontal force of the inclined stay cable, so that bending moment of a lower tower column of the main tower is effectively reduced, section size of the lower tower column is reduced, not only can the bridge landscape effect be optimized, but also bridge design is facilitated, and applicability of the bridge type is improved.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings required for the description of the embodiments will be briefly described below, and it is apparent that the drawings in the following description are only some embodiments of the present application, and other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a layout of a constraint system of a first angled independent tower cable-stayed bridge in an embodiment of the application;
FIG. 2 is a schematic diagram of a second exemplary embodiment of a constraint system for a single-pylon cable-stayed bridge;
fig. 3 is a layout of a constraint system of a third oblique independent tower cable-stayed bridge according to an embodiment of the present application.
Reference numerals:
1. a main beam; 2. a main tower; 3. stay cables; 4. a foundation at the end of the main beam main span; 5. a foundation at the end of the main beam side span; 6. an external guy cable; 7. a thrust rod; 8. a longitudinal elastic telescopic device.
Detailed Description
The present application will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present application more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the application. In addition, the technical features of the embodiments of the present application described below may be combined with each other as long as they do not collide with each other.
As shown in fig. 1-3 (the framed part in fig. 3 is an enlarged part of the installation place of the longitudinal elastic expansion device), the embodiment of the application provides a constraint system of an oblique single-tower cable-stayed bridge, which is used for an oblique single-tower cable-stayed bridge of a tower girder consolidation system. In this embodiment, the oblique single-tower cable-stayed bridge comprises a main beam 1, an oblique single tower, an oblique stay cable 3, a foundation 4 at the main span end part of the main beam and a foundation 5 at the side span end part of the main beam. The main beam can be a steel box beam, the inclined independent tower is a main tower 2, the foundation of the main span end part of the main beam is the foundation of the end part of the main beam, which is far away from the main tower, and the foundation of the main beam side span end part is the foundation of the end part of the main beam, which is far away from the main tower.
The constraint system of the oblique single-tower cable-stayed bridge is as follows: the longitudinal elastic expansion device is characterized by comprising a guy cable structure which is tensioned between a tower beam consolidation position and a foundation of a main span end part of the main beam by pretension, a thrust structure which is arranged between the tower beam consolidation position and the foundation of the main span end part of the main beam by pretension, or a longitudinal elastic expansion device which is arranged between the main span end part of the main beam and the foundation of the main span end part of the main beam by pretension.
The cable structure, the thrust structure or the longitudinal elastic telescopic device is used for at least partially counteracting unbalanced horizontal force of the inclined cable of the inclined single-tower cable-stayed bridge.
The constraint system of the oblique single-tower cable-stayed bridge of the embodiment is a cable structure which is tensioned between a tower beam consolidation position and a foundation of a main span end part of a main girder by pretension, a thrust structure which is arranged between the tower beam consolidation position and the foundation of a main girder side span end part by pretension, or a longitudinal elastic expansion device which is arranged between the main girder side span end part and the foundation of the main girder side span end part by pretension, wherein the cable structure, the thrust structure or the longitudinal elastic expansion device is used for at least partially counteracting unbalanced horizontal force of an oblique single-tower cable-stayed bridge cable-stayed cable. By adopting the constraint system of the inclined single-tower cable-stayed bridge, unbalanced horizontal force of the inclined stay cable can be at least partially counteracted, so that bending moment of a lower tower column of the main tower is effectively reduced, section size of the lower tower column is reduced, not only can the bridge landscape effect be optimized, but also bridge design is facilitated, and applicability of the bridge type is improved.
Further, the cable structure comprises an external cable 6 and a first vertical supporting part for supporting the external cable, the external cable 6 is positioned inside the main beam 1 of the oblique single-tower cable-stayed bridge, and two ends of the external cable 6 are respectively connected with the foundation 4 of the tower-beam consolidation position and the main span end part of the main beam.
The first vertical supporting parts are arranged in a plurality of mode and are sequentially arranged inside the main beam. Alternatively, the external pull cable may be a parallel wire cable or a steel twisted cable.
Optionally, the thrust structure comprises a thrust rod 7 and a second vertical supporting part for supporting the thrust rod, wherein the thrust rod 7 is positioned inside the main beam 1 of the oblique single-tower cable-stayed bridge, and two ends of the thrust rod 7 are respectively connected with the foundation 5 of the tower beam consolidation position and the side span end part of the main beam.
The second vertical supporting parts are arranged in a plurality of mode, and the plurality of second vertical supporting parts are sequentially arranged inside the main beam.
Optionally, the end of the longitudinal elastic expansion device close to the end foundation of the main beam side span is fixed on the foundation of the end of the main beam side span, and the end of the longitudinal elastic expansion device far away from the end foundation of the main beam side span is fixed at the beam bottom of the end of the main beam side span.
Preferably, the longitudinal elastic telescopic means 8 comprise a plurality of disc springs in a stacked relationship, the plurality of disc springs being arranged in succession along the longitudinal bridge.
The disc springs close to the foundation at the end part of the main beam side span are fixed on the foundation at the end part of the main beam side span through fixing pieces, and the disc springs far away from the foundation at the end part of the main beam side span are fixed at the beam bottom at the end part of the main beam side span through fixing pieces.
Alternatively, the longitudinal elastic expansion device 8 may be of other expansion structure.
Preferably, the cable structure is suitable for the situation that the main span end part of the main beam can be provided with a foundation with strong bearing capacity, the thrust structure and the longitudinal elastic expansion device are suitable for the situation that the side span end part of the main beam can be provided with the foundation with strong bearing capacity, and the thrust rod is stable for keeping the thrust rod, so that a strong vertical support is required to be arranged in the main beam, and when the vertical support is inconvenient to arrange, the longitudinal elastic expansion device is adopted.
The embodiment of the application also provides a design application method of the constraint system of the oblique single-tower cable-stayed bridge, which comprises the following steps:
s1, obtaining pre-tension force of a inhaul cable structure, pre-thrust force of a thrust structure or pre-tension force and elastic rigidity of a longitudinal elastic expansion device.
S2, tensioning a cable structure by pretension between a tower beam consolidation position and a foundation of a main span end part of the main beam, installing a thrust structure by pretension between the tower beam consolidation position and the foundation of a main beam side span end part, or installing a longitudinal elastic telescopic device pre-stored with pre-tension between the main beam side span end part and the foundation of the main beam side span end part so as to at least partially offset unbalanced horizontal force of a cable-stayed cable of the cable-stayed bridge of the oblique single tower.
In this embodiment, when the constraint system of the cable-stayed bridge with an oblique independent tower is a cable structure that is pretensioned between the tower beam consolidation portion and the foundation of the main span end portion of the main beam, the design application method includes the steps of:
firstly, the pretension force of the inhaul cable structure, namely the pretension force of the inhaul cable outside the body is obtained.
And then, stretching the cable structure by pretension between the tower beam consolidation position and the foundation of the main span end part of the main girder so as to at least partially offset unbalanced horizontal force of the stay cable of the inclined single-tower cable-stayed bridge.
Alternatively, when it is inconvenient to connect an external guy cable between the tower-beam consolidation and the foundation of the main-beam-side-span end, a thrust rod may be provided between the tower-beam consolidation and the foundation of the main-beam-side-span end.
Optionally, when the constraint system of the oblique single-tower cable-stayed bridge is a thrust structure installed between a tower beam consolidation position and a foundation of a main beam side span end part in a pre-thrust manner, the design application method comprises the following steps:
firstly, the pre-thrust of the thrust structure, namely the pre-thrust of the thrust rod, is obtained.
And then, a thrust structure is arranged between the tower beam consolidation position and the foundation of the side span end part of the main beam by a pre-thrust force so as to at least partially offset the unbalanced horizontal force of the stay cable of the inclined single-tower cable-stayed bridge.
On the basis of the above embodiment, in this embodiment, the pre-pulling force and the pre-pulling force have the same value, and thus, the pre-pulling force, or the pre-pulling force, is obtained, specifically including:
firstly, obtaining the maximum in-plane bending moment Mmax of the main tower bottom and the corresponding axial force N1, and the minimum in-plane bending moment Mmin of the main tower bottom and the corresponding axial force N2 of the main tower bottom under the standard combination of the inclined single-tower cable-stayed bridge; wherein the bending moment is positive by the main span tension and the axial force is positive by the compression.
And then, obtaining the vertical height H1 from the guy cable structure anchoring point or the thrust structure fixing point at the tower beam consolidation position to the main tower bottom.
When the pretension is obtained, calculating the vertical height from an external stay cable anchoring point of the tower beam junction to the bottom of the main tower; when the pre-thrust is obtained, the vertical height from the fixed point of the thrust rod at the junction of the tower beams to the bottom of the main tower is required to be calculated.
Finally, according to the maximum in-plane bending moment Mmax and the corresponding axial force N1 of the main tower bottom, the minimum in-plane bending moment Mmin and the corresponding axial force N2 of the main tower bottom and the vertical height H1, calculating pretension force or pretension force through a first formula;
the first formula is:
alternatively, the external guy cable tensioning can be directly performed with the calculated pretension force, or the thrust rod installation can be performed with the calculated pretension force.
Optionally, after calculating the pretension or the pretension, updating and correcting the calculated pretension or the calculated pretension.
In this embodiment, the structural stress analysis may be performed by using finite elements, and the calculated pretension or pre-thrust is used as a calculated value to update and correct the calculated pretension or pre-thrust, which specifically includes:
firstly, a stay rope structure is simulated by a rod unit or a cable unit between a tower beam consolidation position and a foundation of a main span end part of a main beam, or a thrust structure is simulated by the rod unit between the tower beam consolidation position and the foundation of a main beam side span end part, a cable-stayed bridge finite element model provided with the rod unit or the cable unit is built, and the calculated pre-tension or pre-thrust is applied to the rod unit or the cable unit.
And then, carrying out structural stress analysis on the cable-stayed bridge finite element model to obtain new Mmax and corresponding N1, new Mmin and corresponding N2, and further recalculating to obtain a correction difference of the pre-tension or the pre-thrust according to a first formula.
Finally, the sum of the calculated value and the correction difference is used as the pretension or the pretension after correction.
At this time, the finite element calculation can be performed again by the corrected pretension or the pretension to obtain the internal force of the main tower, and then the main tower structural design is performed.
In the embodiment, the foundation of the tower beam consolidation part and the main span end part of the main beam is two displacement fixed points, and the displacement is negligible under the action of loads such as temperature, wind, live load and the like, so that the external stay cable force is unchanged under the action of the loads, the main beam structure deflection and stress are not influenced, and the applicability is strong. The external inhaul cable can be a parallel steel wire rope or a steel twisted rope, etc. The scheme can be adopted no matter whether the back cables are arranged or not in the inclined single-tower cable-stayed bridge.
Alternatively, the pretension or the pretension force may be determined in other ways depending on the actual situation.
Preferably, when the constraint system of the oblique single-tower cable-stayed bridge is a longitudinal elastic telescopic device which is installed between the girder side span end part and the foundation of the girder side span end part under the pre-pressure, the design application method comprises the following steps:
first, the pre-compression force and the elastic rigidity of the longitudinal elastic expansion device are obtained.
And then, a longitudinal elastic telescopic device pre-storing pre-stress is arranged between the end part of the main beam side span and the foundation of the main beam side span end part so as to at least partially offset unbalanced horizontal force of the stay cable of the inclined single-tower cable-stayed bridge.
Alternatively, the longitudinal elastic expansion device is an expansion device using a disc spring as a main material. After the construction of the bridge superstructure is completed, the installation of the longitudinal elastic expansion device is carried out between the beam bottom and the foundation, and the pre-compression force is pre-stored. In the bridge operation process, the longitudinal pressure of the longitudinal elastic expansion device is changed within the range of [ Fmin, fmax ].
Further, the method for obtaining the pre-pressure and the elastic rigidity of the longitudinal elastic expansion device specifically comprises the following steps:
A1. under the state of separating the tower beams, constant load is applied to the main tower, and the horizontal component force difference of the side span cable force of each stay cable is obtained when the bending moment in the bottom surface of the main tower is zero; wherein the difference between the horizontal component of the side span cable force and the horizontal component of the side span cable force is the difference between the horizontal component of the side span cable force and the horizontal component of the middle span cable force;
A2. taking the sum of horizontal component differences of span cable force in the sides of each stay cable as the upper limit value Fmax of horizontal force provided by the longitudinal elastic expansion device;
A3. taking the value calculated by the second formula as a lower limit value Fmin of the horizontal force provided by the longitudinal elastic expansion device;
A4. acquiring longitudinal displacement delta of the side span beam end under a designed live load and a temperature load;
A5. the above-mentioned precompression and elastic rigidity are calculated from the horizontal force upper limit Fmax, the horizontal force lower limit Fmin, and the longitudinal displacement Δ.
The second formula is:
wherein Mmax is the maximum in-plane bending moment of the main tower bottom under the standard combination of the inclined single-tower cable-stayed bridge; n1 is the axial force corresponding to Mmax; mmin is the minimum in-plane bending moment of the main tower bottom of the inclined single-tower cable-stayed bridge under the standard combination; n2 is the axial force corresponding to Mmin; h2 is the vertical height from the longitudinal elastic telescoping device to the bottom of the main tower.
In the embodiment, assuming that the main tower and the main beam are in a separated state, determining the horizontal component difference of the side-to-middle cable force of each stay cable by using the fact that the bending moment in the bottom surface of the main tower is zero under the constant load working condition, wherein the sum of the horizontal component differences of the side-to-middle cable force of all the stay cables is the upper limit value Fmax of the horizontal force provided by the longitudinal elastic expansion device.
Preferably, the constant load, the design live load and the temperature load are all designed fixed values. Alternatively, the constant load, as well as the design live load and the temperature load, may be valued according to design specifications.
Preferably, the above-mentioned precompression force F Precompression of The method comprises the following steps:
the elastic rigidity K is as follows:
alternatively, the longitudinal elastic expansion device can be installed directly with the calculated pre-pressure and elastic stiffness.
Optionally, after calculating the pre-pressure and the elastic stiffness, updating and correcting the calculated elastic stiffness are further included.
In this embodiment, finite elements may be used to perform structural stress analysis to update and correct the calculated elastic stiffness, and specifically includes the steps of:
firstly, a longitudinal elastic expansion device is simulated by a spring unit between a tower girder joint and a foundation of a girder side span end part, a cable-stayed bridge finite element model provided with the longitudinal elastic expansion device is built, and a longitudinal concentrated force is applied to the girder side span end part, wherein the longitudinal concentrated force is the same as the pre-pressure. The spring rate of the spring unit is the elastic rate calculated as described above.
And then, carrying out structural stress analysis on the cable-stayed bridge finite element model to obtain a new longitudinal displacement delta, and further, recalculating according to a formula to obtain the corrected elastic rigidity.
At this time, the finite element calculation can be performed again through the pre-compression force and the corrected elastic rigidity, so as to obtain the internal force of the main tower, and then the main tower structural design is performed.
In the embodiment, the longitudinal elastic expansion device is pressed, but the length is smaller, and the problem of pressed stability is avoided. The longitudinal elastic expansion device can adapt to the longitudinal displacement of the beam end, so that the longitudinal pressure is changed within the range of [ Fmin, fmax ]. By setting the elastic rigidity, when the longitudinal pressure of the elastic expansion device changes within the range, the stress safety of the main tower meets the requirement. The scheme can be adopted for oblique single tower cable-stayed no matter whether a back cable is arranged or not.
Optionally, the pre-pressure and the elastic rigidity can be determined in other ways according to the actual situation on the premise of ensuring the stress safety of the main tower.
In the description of the present application, it should be noted that the azimuth or positional relationship indicated by the terms "upper", "lower", etc. are based on the azimuth or positional relationship shown in the drawings, and are merely for convenience of describing the present application and simplifying the description, and are not indicative or implying that the apparatus or element in question must have a specific azimuth, be constructed and operated in a specific azimuth, and thus should not be construed as limiting the present application. Unless specifically stated or limited otherwise, the terms "mounted," "connected," and "coupled" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art according to the specific circumstances.
It should be noted that in the present application, relational terms such as "first" and "second" and the like are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Moreover, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises an element.
The foregoing is merely exemplary of embodiments of the present application to enable those skilled in the art to understand or practice the application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims (10)

1. The utility model provides a diagonal single-tower cable-stayed bridge restraint system for tower girder concretion system's diagonal single-tower cable-stayed bridge which characterized in that, diagonal single-tower cable-stayed bridge restraint system is:
a guy cable structure which is tensioned between the tower beam consolidation position and the foundation of the main span end part of the main beam by pretension, a thrust structure which is arranged between the tower beam consolidation position and the foundation of the main beam side span end part by pretension, or a longitudinal elastic expansion device which is arranged between the main beam side span end part and the foundation of the main beam side span end part by pretension;
the cable structure, the thrust structure or the longitudinal elastic expansion device is used for at least partially counteracting unbalanced horizontal force of the inclined cable of the inclined single-tower cable-stayed bridge.
2. The oblique single tower cable-stayed bridge constraint system according to claim 1, wherein: the cable structure comprises an external cable and a first vertical supporting part for supporting the external cable, wherein the external cable is positioned inside a main beam of the inclined single-tower cable-stayed bridge, and two ends of the external cable are respectively connected with a foundation of a tower beam consolidation position and a main span end part of the main beam.
3. The oblique single tower cable-stayed bridge constraint system according to claim 1, wherein: the thrust structure comprises a thrust rod and a second vertical supporting part for supporting the thrust rod, wherein the thrust rod is positioned inside a main beam of the inclined single-tower cable-stayed bridge, and two ends of the thrust rod are respectively connected with a tower beam consolidation position and a foundation of the end part of the main beam side span.
4. The oblique single tower cable-stayed bridge constraint system according to claim 1, wherein: the longitudinal elastic expansion device comprises a plurality of disc springs in a laminated relation, and the plurality of disc springs are arranged along the longitudinal bridge direction.
5. A method of designing and applying the constraint system of the cable-stayed bridge of the inclined independent tower according to claim 1, comprising the steps of:
the method comprises the steps of obtaining pre-tension of a inhaul cable structure, pre-thrust of a thrust structure or pre-tension and elastic rigidity of a longitudinal elastic expansion device;
a pre-tensioning cable structure is arranged between a tower beam consolidation position and a foundation of a main span end part of a main girder, a thrust structure is arranged between the tower beam consolidation position and the foundation of a main girder side span end part by pre-pushing force, or a longitudinal elastic telescopic device pre-stored with pre-pressing force is arranged between the main girder side span end part and the foundation of the main girder side span end part so as to at least partially offset unbalanced horizontal force of a stay cable of the inclined single-tower cable-stayed bridge.
6. The design application method of claim 5, wherein the obtaining of the pretension force, or the pretension force, specifically comprises:
obtaining the maximum in-plane bending moment Mmax and the corresponding axial force N1 of the main tower bottom and the minimum in-plane bending moment Mmin and the corresponding axial force N2 of the main tower bottom under the standard combination of the oblique single-tower cable-stayed bridge; wherein the bending moment is positive by the main span tension and the axial force is positive by the compression;
acquiring the vertical height H1 from a guy cable structure anchoring point or a thrust structure fixing point at the tower beam consolidation position to the main tower bottom;
according to the maximum in-plane bending moment Mmax and the corresponding axial force N1 of the main tower bottom, the minimum in-plane bending moment Mmin and the corresponding axial force N2 of the main tower bottom and the vertical height H1, calculating pretension force or pretension force through a first formula;
the first formula is:
7. the design application method according to claim 6, wherein after calculating the pretension or the pretension by using the calculated pretension or the pretension as the calculated value, further comprising:
simulating a inhaul cable structure by using a rod unit or a cable unit or simulating a thrust structure by using the rod unit, establishing a finite element model of a cable-stayed bridge provided with the rod unit or the cable unit, and applying the pre-tensioning force or the pre-thrust obtained by calculation;
carrying out structural stress analysis on the cable-stayed bridge finite element model to obtain new Mmax and corresponding N1, new Mmin and corresponding N2, and further calculating to obtain a correction difference of pretension or pre-thrust according to a first formula;
the sum of the calculated value and the correction difference is used as the corrected pretension or the corrected pretension.
8. The method for designing and applying according to claim 5, wherein the obtaining of the pre-compression and the elastic rigidity of the longitudinal elastic expansion device specifically includes:
under the state of separating the tower beams, constant load is applied to the main tower, and the horizontal component force difference of the side span cable force of each stay cable is obtained when the bending moment in the bottom surface of the main tower is zero;
taking the sum of horizontal component differences of span cable force in the sides of each stay cable as the upper limit value Fmax of horizontal force provided by the longitudinal elastic expansion device;
taking the value calculated by the second formula as a lower limit value Fmin of the horizontal force provided by the longitudinal elastic expansion device;
acquiring longitudinal displacement delta of the side span beam end under a designed live load and a temperature load;
calculating the pre-pressure and the elastic rigidity according to the upper horizontal force limit Fmax, the lower horizontal force limit Fmin and the longitudinal displacement delta;
the second formula is:
wherein Mmax is the maximum in-plane bending moment of the main tower bottom; n1 is the axial force corresponding to Mmax; mmin is the minimum in-plane bending moment of the main tower bottom; n2 is the axial force corresponding to Mmin; h2 is the vertical height from the longitudinal elastic telescoping device to the bottom of the main tower.
9. The design application method of claim 8, wherein,
said pre-compression force F Precompression of The method comprises the following steps:
the elastic rigidity K is as follows:
10. the design application method of claim 8, further comprising, after calculating the pre-compression force and the elastic stiffness:
simulating a longitudinal elastic expansion device by using a spring unit, establishing a cable-stayed bridge finite element model provided with the longitudinal elastic expansion device, and applying calculated pre-compression force on the end part of the side span of the main girder;
and carrying out structural stress analysis on the cable-stayed bridge finite element model to obtain new longitudinal displacement delta, and further calculating to obtain the corrected elastic rigidity.
CN202310825019.9A 2023-07-06 2023-07-06 Constraint system of inclined single-tower cable-stayed bridge and design application method thereof Pending CN116815614A (en)

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CN202310825019.9A CN116815614A (en) 2023-07-06 2023-07-06 Constraint system of inclined single-tower cable-stayed bridge and design application method thereof

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Application Number Priority Date Filing Date Title
CN202310825019.9A CN116815614A (en) 2023-07-06 2023-07-06 Constraint system of inclined single-tower cable-stayed bridge and design application method thereof

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