CN116988362A - Independent-tower self-anchored suspension bridge with bridge deck width larger than 40m and construction method - Google Patents

Independent-tower self-anchored suspension bridge with bridge deck width larger than 40m and construction method Download PDF

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Publication number
CN116988362A
CN116988362A CN202311027787.6A CN202311027787A CN116988362A CN 116988362 A CN116988362 A CN 116988362A CN 202311027787 A CN202311027787 A CN 202311027787A CN 116988362 A CN116988362 A CN 116988362A
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cable
main
tower
bridge
saddle
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韩振勇
王秀艳
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Tianjin Urban Construction Design Institute Co ltd
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Tianjin Urban Construction Design Institute Co ltd
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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
    • E01D11/02—Suspension 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
    • E01D19/14—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
    • E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges

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  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

The invention discloses a single-tower self-anchored suspension bridge with the bridge deck width larger than 40m and a construction method thereof, wherein the single-tower self-anchored suspension bridge comprises a bridge deck main body, a cable tower and a cable saddle; the cable tower adopts a single-column cantilever structure, the bottom of the cable tower is fixedly connected with the ground, and the top of the cable tower is used for bearing a main cable; the main cable forms a space multi-cable-surface system; the cable saddle comprises an edge cable saddle and a middle cable saddle, wherein the two edge cable saddles are distributed on the outer side, the middle cable saddle is arranged between the two edge cable saddles, and the cable saddle plate is connected with the cable tower. The structural system greatly improves the width application range of bridges such as a single-tower self-anchored suspension bridge; the beam height of the large-width single-tower self-anchored suspension bridge is effectively reduced, the bridge deck rigidity is improved, the material index of each square meter of the bridge deck is reduced, and the structure crossing capacity and the economy are improved; the girder height of the large-width independent-tower self-anchored suspension bridge is effectively reduced, the approach length is greatly reduced, the engineering construction scale is reduced, and meanwhile, the structure is lighter and more attractive, and the landscape effect is better.

Description

Independent-tower self-anchored suspension bridge with bridge deck width larger than 40m and construction method
Technical Field
The invention belongs to the technical field of bridge construction, and particularly relates to a single-tower self-anchored suspension bridge with a bridge deck width of more than 40m and a construction method.
Background
Along with the growth of social economy and the rapid development of traffic volume, the super multi-lane and multifunctional channel are combined into a new trend of bridge construction, so that the bridge width requirement is larger and larger, bridges with the bridge width of more than 40m are more and more, ultra-wide bridges are generated, the width of some bridges reaches 70m, and the width of a typical bridge main body of a bridge for the gate highway and railway of western is 68m.
The structural stress of the ultra-wide bridge is mainly controlled by the bridge deck width, and for a large-span ultra-wide suspension bridge, the single-tower space cable-face self-anchored suspension bridge is a common structural type, has the main aesthetic characteristics of a traditional suspension bridge, is unique and attractive, has vivid and active space main cable, and can be used as a landscape bright spot of a city bridge, such as an Okland new bay bridge. The independent self-anchored suspension bridge remarkably improves the torsional rigidity of the bridge and the wind resistance stability through the arrangement of the space cable surface. However, for ultra-wide bridges, the bridge structure has large transverse span, and the bridge deck system beam has the characteristics of high height and large section size, so that the steel amount for the bridge deck system is increased sharply, and the construction cost is greatly increased. And because the bridge structure is large in transverse span, the vertical rigidity of the bridge deck is difficult to ensure, the vertical deflection is large, and the driving comfort of the bridge is reduced. On the other hand, as the bridge deck main body is high, the approach length is greatly increased, so that the bridge construction scale is increased, and meanwhile, the landscape effect of the bridge is influenced.
The main cable of the single-tower space cable-face self-anchored suspension bridge is generally in a three-dimensional space line shape, the structural stress is complex, the traditional design of the bridge is generally in a double-main-cable structural type, the stress of the main cable is symmetrical, the design difficulty is greatly reduced, and the applicability of the double main cables is restricted for ultra-wide bridges.
In some related technologies, the height and the section size of the bridge deck system cross beam are generally increased, so that the weight of the bridge deck system is further increased, the vicious circle of the increase of the constant load bending moment of the cross beam is caused, the cross beam is difficult to design, the rigidity of the bridge deck system is limited to be improved, and the engineering cost of the bridge is greatly increased. On the other hand, the number of the transverse tower columns is increased, the foundation engineering quantity is increased by adopting modes such as double-amplitude arrangement, the engineering cost of the bridge is greatly increased, and a good landscape effect is difficult to obtain.
The main cable of the suspension bridge is added, so that the increase of the height and the section size of a bridge deck system beam can be well avoided, the bridge deck rigidity is improved, and good economical efficiency is realized.
Disclosure of Invention
Aiming at the problems in the prior art, the invention provides a single-tower self-anchored suspension bridge with the bridge deck width larger than 40m and a construction method.
The invention is realized in such a way that a single-tower self-anchored suspension bridge with the bridge deck width larger than 40m comprises a bridge deck main body, a cable tower and a locking saddle arranged at the top of the cable tower and used for connecting a main cable, and is characterized in that: the bridge deck main body adopts a split structure and comprises stiffening girders and cross beams, and the cross beams and the stiffening girders are fixedly connected together to form the bridge deck main body;
the cable tower adopts a single-column cantilever structure, the bottom of the cable tower is fixedly connected with the ground, and the top of the cable tower is used for bearing a main cable;
the main cables form a space multi-cable-surface system, each main cable comprises three side main cables and middle main cables, the number of the side main cables is two, the side main cables are symmetrically arranged on two sides of the top of the cable tower through cable saddles, and the side main cables are connected with two ends of a cross beam in the bridge deck main body through side suspenders; the number of the middle main cables is one, and the middle main cables are arranged in the middle of the top of the cable tower through cable saddles and are connected with the middle part of a cross beam in the bridge deck main body through a middle suspender; the two ends of the main cable are anchored with the bridge deck main body or the ground;
the cable saddle comprises an edge cable saddle and a middle cable saddle, wherein the two edge cable saddles are distributed on the outer side, the middle cable saddle is arranged between the two edge cable saddles, and the cable saddle plate is connected with the cable tower.
Preferably, the bridge deck main body adopts a split steel box girder or a split steel truss girder.
Preferably, the plane projection of the side main cable is a symmetrical curve, the curve opening is towards the outer side, and the plane projection of the middle main cable is a straight line.
Preferably, the two side main cables and the middle main cable forming the main cable are arranged asymmetrically, the side main cable and the middle main cable are anchored on the bridge deck main body at the middle span end, and are fixedly connected with the ground at the side span.
Preferably, the two side cable saddles are of an integral structure, and the side cable saddle and the middle cable saddle are respectively and fixedly connected with the cable saddle plate in an adjustable mode.
Preferably, the two side main cables and the middle main cable forming the main cable are symmetrically arranged, two ends of the side main cable and the middle main cable are anchored on the bridge deck main body, the side cable saddle and the middle cable saddle forming the cable saddle are of an integral structure, and the top of the cable tower is fixedly connected at fixed points.
Preferably, the distances from the center of the middle cable saddle to the centers of the side cable saddles at the two sides are equal, so that the stressed balance is ensured.
The maximum stress of the cross beam is adjustable, and the specific design formula is as follows:
wherein W is the flexural modulus of the beam, Q (x) is the transverse load of the beam, M Δ1 M is as follows Δ2 The top surface and the bottom surface of the cross beam are respectively, and L is the transverse distance between the left main cable suspender and the right main cable suspender due to bending moment generated by vertical deformation of the middle suspender.
The invention also discloses a construction method based on the single-tower self-anchored suspension bridge, which is characterized in that: the method comprises the following steps:
step 1, constructing a cable tower;
step 2, erecting a bracket, wherein a temporary support is arranged at the bottom of the bridge deck main body;
step 3, erecting a main cable;
step 31: the method comprises the steps of respectively installing an edge cable saddle and a middle cable saddle at the top of a cable tower, determining the initial offset of the edge cable saddle, determining the unstressed length of an edge main cable, and erecting the edge main cable to enable the edge main cable to be in an empty cable state;
step 32: determining an initial offset of the middle cable saddle, determining the stress-free length of the middle main cable, and erecting the middle main cable so that the middle main cable is in an empty cable state;
step 4, installing a temporary suspender of the side main cable;
step 41, edge main cable linear conversion: temporary suspenders are arranged at intervals on two sides of the bridge deck main body, the temporary suspenders are used for connecting the cross beam and the side main cable, so that the side main cable is driven to temporarily turn, the side main cable is preliminarily converted from an empty cable state to a bridge forming state, the cable shape is checked, and the transverse deflection angle of the main cable are checked;
step 42, synchronous pushing and resetting of the side cable saddle: for the asymmetric main cable arrangement, according to design requirements, the side cable saddles are synchronously pushed, reset and slid;
step 5, installing a main cable permanent suspender and performing linear conversion;
step 51, installing and primarily tensioning a middle main cable suspender: the main cable suspender is installed, so that the connection between the main cable and the bridge deck main body is realized, and the main cable suspender is tensioned for the first time;
step 52, synchronous pushing and resetting of the middle cable saddle: for the asymmetric main cable arrangement, according to design requirements, the main cable suspender in the middle cable saddle synchronization is installed for pushing, resetting and sliding;
step 53, installing a side main cable permanent boom, and releasing the side main cable temporary boom: after the primary stretching of the middle main cable suspender is finished and the cable saddle is pushed into place, gradually releasing the side main cable temporary suspender, installing the side main cable permanent suspender, and further adjusting the main cable line shape to enable the main cable to achieve the target line shape;
and 6, dismantling the bracket, secondarily stretching the main cable suspender, optimizing the internal force of the bridge deck main body, and completing the construction of the ultra-wide independent-tower self-anchored suspension bridge main body structure.
Preferably, in step 31 and step 32, the balance equation of the main cable is:
ω(x)＝w
wherein H is the horizontal internal force of the main cable, z represents the vertical coordinate of the main cable, x represents the axial coordinate of the bridge, and w represents the mass per unit length of the main cable.
Preferably, in the step 31 and the step 32, the vertical coordinates of the main cable are determined by adopting a parabolic method:
where f is the sagittal height of the main cable and l is the calculated span.
Preferably, in step 41, the main cable balance equation is:
wherein T is i For the horizontal internal force of the main cable, y represents the transverse coordinate of the main cable, x represents the axial direction coordinate of the bridge, omega i Representing the mass per unit length of the main cable l i Representing the calculated length of the main cable segment along the bridge axis.
Preferably, in step 42, firstly, according to the principle that the stress-free length is unchanged, the offset delta 1 of the edge cable saddle is calculated, so that the balance conditions of the edge main cable at two sides of the edge cable saddle meet the unbalanced force of the balanced cable tower, and the influence of the middle cable saddle is considered, and the edge cable saddle is continuously reset in the temporary suspension rod installation process.
Preferably, in step 52, the offset Δ2 of the middle cable saddle is calculated according to the principle that the stress-free length is unchanged, and the offset Δ3 of the middle cable saddle is considered to change in the pushing and resetting process of the middle cable saddle, and the side cable saddle is reset continuously in the mounting process of the middle boom, wherein the reset offset is Δ2+Δ3.
The invention has the advantages and technical effects that:
(1) The structural system provided by the invention greatly improves the width application range of the bridge such as the single-tower self-anchored suspension bridge.
(2) The structural system provided by the invention effectively reduces the height of the cross beam of the large-width independent self-anchored suspension bridge, reduces the material index of each square meter of the bridge deck, and improves the structure crossing capacity and the economy.
(3) The structure system provided by the invention effectively reduces the beam height of the large-width independent-tower self-anchored suspension bridge, greatly reduces the approach length, reduces the engineering construction scale, and simultaneously ensures that the structure is lighter, more attractive and better in landscape effect.
(4) According to the invention, the main cable is additionally arranged, so that the elastic support is transversely increased, the rigidity of the bridge deck main body is effectively improved, and the travelling comfort is improved.
(5) The invention adopts a single-tower self-anchored space multi-cable-plane system, and improves the torsional rigidity of the full bridge.
(6) The invention ensures the line shape of the side and middle main cables after bridge formation by a reasonable construction method, reasonably distributes the bearing of the side and middle main cables, and increases the harmony and unification of bridge force and beauty.
Drawings
FIG. 1 is a schematic three-dimensional structure of an asymmetric ultra-wide single tower self-anchored suspension bridge;
FIG. 2 is an elevation view of an asymmetric ultra-wide single tower self-anchored suspension bridge;
FIG. 3 is a schematic view of a split cable saddle;
FIG. 4 is a schematic view of a three-dimensional structure of a symmetrical ultra-wide single tower self-anchored suspension bridge;
fig. 5 is an elevation view of a symmetrical ultra-wide single tower self-anchored suspension bridge.
In the figure, 1, an edge main cable; 2. a middle main cable; 3. a cable saddle; 3-1, a side cable saddle; 3-2, a middle cable saddle; 4. a boom; 5. a second anchor end; 6. a cable tower; 7. a stiffening beam; 8. a cross beam; 9. a first anchor end; 10. a contact surface; 11. a cable saddle plate.
Detailed Description
The present invention will be described in further detail with reference to the following examples in order to make the objects, technical solutions and advantages of the present invention 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 invention.
Referring to fig. 1 to 5, the invention provides a single-tower self-anchored suspension bridge with a bridge deck width of more than 40m based on the prior art, which comprises a bridge deck main body, a cable tower 6 and a lock saddle 3 arranged at the top of the cable tower and used for connecting a main cable, wherein the bridge deck main body adopts a split type structure and comprises stiffening girders 7 and cross beams 8, and the cross beams and the stiffening girders are fixedly connected together to form the bridge deck main body;
the cable tower adopts a single-column cantilever structure, the bottom of the cable tower is fixedly connected with the ground, and the top of the cable tower is used for bearing a main cable;
the main cables form a space multi-cable-surface system, the main cables comprise side main cables 1 and middle main cables 2, the number of the side main cables is two, the side main cables are symmetrically arranged on two sides of the top of a cable tower through cable saddles, and the side main cables are connected with two ends of a cross beam in a bridge deck main body through side suspenders; the number of the middle main cables is one, and the middle main cables are arranged in the middle of the top of the cable tower through cable saddles and are connected with the middle part of a cross beam in the bridge deck main body through a middle suspender; the two ends of the main cable are anchored with the bridge deck main body or the ground;
the cable saddle comprises an edge cable saddle 3-1 and a middle cable saddle 3-2, the two edge cable saddles are distributed on the outer side, the middle cable saddle is arranged between the two edge cable saddles, and the cable saddle plate is connected with the cable tower.
Preferably, the bridge deck main body adopts a split steel box girder or a split steel truss girder.
Preferably, the plane projection of the side main cable is a symmetrical curve, the curve opening is towards the outer side, the plane projection of the middle main cable is a straight line, and the main cable forms a space multi-cable-surface system, so that the torsional rigidity of the bridge is improved, and the wind resistance stability is improved.
Preferably, the two side main cables and the middle main cable forming the main cable are arranged asymmetrically, the side main cable and the middle main cable are anchored on the bridge deck main body at the middle span end, and are fixedly connected with the ground at the side span.
Preferably, the two side cable saddles are of an integral structure, and the side cable saddles and the middle cable saddle are respectively and fixedly connected with the cable saddle plate in an adjustable mode, so that the construction efficiency is improved, and the on-site adjustment is facilitated.
Preferably, the two side main cables and the middle main cable forming the main cable are symmetrically arranged, two ends of the side main cable and the middle main cable are anchored on the bridge deck main body, the side cable saddle and the middle cable saddle forming the cable saddle are of an integral structure, the top of the cable tower is fixedly connected at fixed points, and the construction efficiency and the integral strength of the cable saddle are improved.
Preferably, the distances from the center of the middle cable saddle to the centers of the side cable saddles at the two sides are equal, so that the stressed balance is ensured.
Application example 1:
please refer to fig. 1 and 2, a single-tower self-anchored suspension bridge with a deck width greater than 40m comprises a deck main body, a cable tower 6, a main cable, a cable saddle 3 and a suspension rod 4. The bridge deck main body adopts a split structure and comprises stiffening girders 7 and cross beams 8, wherein the stiffening girders 7 and the cross beams 8 are fixedly connected together to form the bridge deck main body which is used as a working surface of a bridge crane and the like; the cable tower 6 adopts a single-column cantilever structure, the bottom of the cable tower 6 is fixedly connected with the ground, and the top of the cable tower 6 is used for bearing a main cable; the main cables comprise three side main cables 1 and three middle main cables 2, wherein the number of the side main cables is two, the side main cables are symmetrically arranged on two sides of the top of a cable tower 6 through cable saddles 3, and the side main cables are connected with two ends of a cross beam 8 in the bridge deck main body through side suspenders 4-1; the number of the middle main cables 2 is one, and the middle main cables are arranged in the middle of the top of the cable tower 6 through cable saddles 3 and are connected with the middle part of a cross beam 8 in the bridge deck main body through middle suspenders 4-2; the main cable is connected with the bridge deck main body at a first anchoring end 9, and the second anchoring end 5 is anchored with the ground through the bridge deck main body and is asymmetrically arranged. At the main span position of the bridge (the right side of the cable tower 6 in fig. 1), the plane projection of the side main cable 1 is a symmetrical curve, the opening of the curve faces to the outside, and the plane projection of the middle main cable 2 is a straight line; at the bridge side span position (at the left side of the cable tower 6 in fig. 1), the side main cables 1 and the middle main cable 2 are arranged in parallel, and the plane projection is a straight line. The main cable forms a space multi-cable-surface system, so that the torsional rigidity of the bridge is improved, and the wind resistance stability is improved. The cable saddle 3 comprises two side cable saddles 3-1 and a middle cable saddle 3-2, wherein the number of the side cable saddles 3-1 is 3, the two side cable saddles 3-1 are distributed outside, and the two side cable saddles are integrally connected with a cable saddle plate 11; the middle cable saddle 3-2 is arranged in the middle, and can slide relative to the side cable saddle 3-1 and the cable saddle plate 11 along the contact surface 10 so as to realize different deviation adjustment construction of the side cable saddle 3-1 and the middle cable saddle 3-2; the saddle plate 11 is connected with the cable tower 6, and the top is respectively connected with the side main cable 1 and the middle main cable 2, and is used as a load-bearing conversion member between the main cable 1 and the cable tower 6. The suspension rod 4 is used for connecting a main cable with a bridge deck main body and is an important bearing force transmission component of the suspension bridge.
For the traditional double main cables, the transverse load uniform distribution of the cross beam is considered, and the maximum stress of the cross beam is as follows:
wherein Q (x) is the transverse load of the beam. The main cable adopted by the invention comprises an edge main cable 1 and a middle main cable 2, which are three in total
When three main cables are adopted, the maximum stress of the cross beam is as follows:
wherein W is the flexural modulus of the beam, Q (x) is the transverse load of the beam, M Δ1 M is as follows Δ2 The top surface and the bottom surface of the cross beam are respectively, and L is the transverse distance between the left main cable suspender and the right main cable suspender due to bending moment generated by vertical deformation of the middle suspender.
The effective adjustment of the bending moment of the cross beam can be realized by reasonably designing the vertical deformation of the suspender, and particularly, the suspender can be adjusted to M in the adjustment Δ1 M is as follows Δ2 To change the distribution of beam stress, to achieve stress adjustability and design flexibility. For comparison, the cross beam is uneconomical, and the bending modulus of the cross beam is 0.56 times that of the cross beam in the traditional design method under the condition of the same maximum stress of the cross beam without considering the vertical deformation of the middle suspender, so that the height of the cross beam can be obviously reduced. Preferably, the invention optimizes the beam stress by adjusting the cable saddle, the suspension rod and the like.
The invention also discloses a construction method of the single-tower self-anchored suspension bridge, which comprises the following steps:
step 1, constructing a cable tower; adopting climbing formwork or turning formwork to perform section-by-section cast-in-situ construction;
step 2, erecting a bracket, wherein a temporary support is arranged at the bottom of the bridge deck main body; the construction of the bridge deck main body section is completed in a factory, the construction sites are spliced into a whole, a bracket is erected, the bridge deck main body is pushed into position, and a temporary support is arranged at the bottom of the bridge deck main body, so that the construction of the bridge deck main body is completed;
step 3, erecting a main cable;
step 31: the top of the cable tower 6 is respectively provided with an edge cable saddle 3-1 and a middle cable saddle 3-2, the initial offset of the edge cable saddle is determined, the unstressed length of the edge main cable is determined, and the edge main cable is erected, so that the edge main cable is in an empty cable state;
step 32: determining an initial offset of the middle cable saddle, determining the stress-free length of the middle main cable, and erecting the middle main cable so that the middle main cable is in an empty cable state;
in the above step 31 and step 32, the balance equation of the main cable is:
ω(x)＝w
wherein H is the horizontal internal force of the main cable, z represents the vertical coordinate of the main cable, x represents the axial coordinate of the bridge, and w represents the mass per unit length of the main cable;
in the above steps 31 and 32, the vertical coordinates of the main cable are determined by adopting a parabolic method:
wherein f is the sagittal height of the main cable, and l is the calculation span;
step 4, installing a temporary suspender of the side main cable 1;
step 41, edge main cable linear conversion: temporary suspenders are arranged at intervals on two sides of the bridge deck main body, the temporary suspenders are used for connecting the cross beam 8 with the side main cable 1, the side main cable is driven to temporarily turn, the side main cable is preliminarily converted from an empty cable state to a bridge forming state, the cable shape is checked, and the transverse deflection angle of the main cable are checked; in step 41, the main cable balance equation is:
wherein T is i For the horizontal internal force of the main cable, y represents the transverse coordinate of the main cable, x represents the axial direction coordinate of the bridge, omega i Representing the mass per unit length of the main cable l i Representing the length of the main cable calculation section along the axle axis;
step 42, synchronous pushing and resetting of the side cable saddle: for the asymmetric main cable arrangement, according to the design requirement, the edge cable saddle 3-1 synchronously performs pushing, resetting and sliding; firstly, calculating the offset delta 1 of an edge cable saddle according to the principle that the stress-free length is unchanged, so that the balance conditions of the edge main cables at two sides of the edge cable saddle meet the unbalanced force of a balanced cable tower, and considering the influence of the middle cable saddle, the edge cable saddle is continuously reset in the temporary suspender installation process;
step 5, installing a main cable permanent suspender and performing linear conversion;
step 51, installing and primarily tensioning the middle main cable suspender 4-1: the main cable suspender is installed, so that the connection between the main cable and the bridge deck main body is realized, and the main cable suspender is tensioned for the first time;
step 52, synchronous pushing and resetting of the middle cable saddle: for the asymmetric main cable arrangement, according to design requirements, the main cable suspender in the middle cable saddle synchronization is installed for pushing, resetting and sliding; firstly, calculating the offset delta 2 of a middle cable saddle according to the principle that the stress-free length is unchanged, and considering that the offset delta 3 of the middle cable saddle changes in the pushing and resetting process of the side cable saddle, wherein the offset delta 2+delta 3 is reset continuously in the mounting process of a middle suspender;
step 53, installing a side main cable permanent boom, and releasing the side main cable temporary boom: after the primary stretching of the middle main cable suspender is finished and the cable saddle is pushed into place, gradually releasing the side main cable temporary suspender, installing the side main cable permanent suspender, and further adjusting the main cable line shape to enable the main cable to achieve the target line shape;
and 6, dismantling the bracket, secondarily stretching the main cable suspender, optimizing the internal force of the bridge deck main body, and completing the construction of the ultra-wide independent-tower self-anchored suspension bridge main body structure.
According to the construction method, a construction mode of firstly carrying out bridge deck main body and then carrying out cable tensioning on the side main cable and the middle main cable in batches is adopted, the problems that the main cable and the bridge deck line shape of the suspension bridge are difficult to control and the bridge deck main body sections are difficult to splice and fold are avoided, the problem of difficult design of the multi-main cable space cable surface suspension bridge is avoided, and the feasibility of design and construction is guaranteed.
Application example 2:
please refer to fig. 3 and 4, an ultra-wide independent tower self-anchored suspension bridge comprises a bridge deck main body, a cable tower 6, a main cable, a cable saddle 3 and a suspension rod 4. The bridge deck main body adopts a split structure and comprises stiffening girders 7 and cross beams 8, wherein the stiffening girders 7 and the cross beams 8 are fixedly connected together to form the bridge deck main body which is used as a working surface of a bridge crane and the like; the cable tower 6 adopts a single-column cantilever structure, the bottom of the cable tower 6 is fixedly connected with the ground, and the top of the cable tower 6 is used for bearing the main cable 1; the main cables comprise three side main cables 1 and middle main cables 2, wherein the number of the side main cables is 2, and the side main cables are symmetrically arranged on two sides of the top of a cable tower 6 through cable saddles 3 and are connected with two ends of a cross beam 8 in the bridge deck main body through side suspenders 4-1; the number of the middle main cables 2 is 1, and the middle main cables are arranged in the middle of the top of the cable tower 6 through cable saddles 3 and are connected with the middle part of a cross beam 8 in the bridge deck main body through side suspenders 4-2; the main cables are connected with the bridge deck main body at the anchoring ends 9 and are symmetrically arranged. The plane projection of the side main cable 1 is a symmetrical curve, the opening of the curve faces to the outer side, and the plane projection of the middle main cable 2 is a straight line. The main cable forms a space multi-cable-surface system, so that the torsional rigidity of the bridge is improved, and the wind resistance stability is improved. The cable saddle 3 comprises two side cable saddles 3-1 and a middle cable saddle 3-2, wherein the total number of the cable saddles 3 is 3, the bottom of the cable saddle 3 is connected with a cable tower 6, and the top of the cable saddle is respectively connected with the side main cable 1 and the middle main cable 2 and serves as a load-bearing conversion member between the main cable 1 and the cable tower 6. The suspension rod 4 is used for connecting a main cable with a bridge deck main body and is an important bearing force transmission component of the suspension bridge.
Taking a certain symmetrical ultra-wide single-tower self-anchored suspension bridge as an example, the span of the self-anchored suspension bridge is 150+150=300 m, the full width of the bridge deck is 50m, a conventional double main cable space cable plane suspension bridge is adopted, the span of the cross beam 8 is calculated to be 48.0m, and the design height of the cross beam is required to be 3.0m; the implementation isIn the three-main-cable space cable face suspension bridge, the span of the cross beam 8 is 24.0m, the design height of the cross beam is 1.5m in consideration of the same high span ratio, and the height of the cross beam is obviously reduced. Through design experience estimation, the steel consumption index of the bridge deck main body per square meter can be reduced by 350kg/m 2 The bridge deck main body of the full bridge can save about 7500 ten thousand yuan; the beam height is reduced by 1.5m, the guide path length at two sides is reduced by 120m according to the 2.5 percent gradient calculation of the conventional urban road, the engineering construction cost is saved by about 2400 ten thousand yuan, and the economic effect is obvious. Meanwhile, the cross beam 8 of the embodiment is of a continuous beam structure in the transverse direction, so that the vertical rigidity of the bridge deck main body can be remarkably improved.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the invention.

Claims (14)

1. The utility model provides a bridge floor width is greater than 40 m's single tower self-anchored suspension bridge, includes bridge floor main part, cable tower, and install the cable saddle that is used for connecting the main rope at cable tower top, its characterized in that: the bridge deck main body adopts a split structure and comprises stiffening girders and cross beams, wherein the cross beams and the stiffening girders are fixedly connected to form the bridge deck main body;
the cable tower adopts a single-column cantilever structure, the bottom of the cable tower is fixedly connected with the ground, and the top of the cable tower is used for bearing a main cable;
the main cables form a space multi-cable-surface system, each main cable comprises three side main cables and middle main cables, the number of the side main cables is two, the side main cables are symmetrically arranged on two sides of the top of the cable tower through cable saddles, and the side main cables are connected with two ends of a cross beam in the bridge deck main body through side suspenders; the number of the middle main cables is one, and the middle main cables are arranged in the middle of the top of the cable tower through cable saddles and are connected with the middle part of a cross beam in the bridge deck main body through a middle suspender; the two ends of the main cable are anchored with the bridge deck main body or the ground;
the cable saddle comprises an edge cable saddle and a middle cable saddle, wherein the two edge cable saddles are distributed on the outer side, the middle cable saddle is arranged between the two edge cable saddles, and the cable saddle plate is connected with the cable tower.
2. The single tower self-anchored suspension bridge of claim 1, having a deck width greater than 40m, wherein: the bridge deck main body adopts a split steel box girder or a split steel truss girder.
3. The single tower self-anchored suspension bridge of claim 1, having a deck width greater than 40m, wherein: the plane projection of the side main cable is a symmetrical curve, the curve opening faces to the inner side, and the plane projection of the middle main cable is a straight line.
4. A single-tower self-anchored suspension bridge with a deck width of greater than 40m according to claim 3, characterized in that: the two side main cables and the middle main cable which form the main cable are arranged asymmetrically, the side main cable and the middle main cable are anchored on the bridge deck main body at the middle span end, and are fixedly connected with the ground at the side span.
5. The single tower self-anchored suspension bridge of claim 4, having a deck width greater than 40m, wherein: the two side cable saddles are of an integral structure, and the side cable saddle and the middle cable saddle are respectively and fixedly connected with the cable saddle plate in an adjustable mode.
6. A single-tower self-anchored suspension bridge with a deck width of greater than 40m according to claim 3, characterized in that: the two side main cables and the middle main cable forming the main cable are symmetrically arranged, two ends of the side main cable and the middle main cable are anchored on the bridge deck main body, the side cable saddle and the middle cable saddle forming the cable saddle are of an integral structure, and the top of the cable tower is fixedly connected at fixed points.
7. The single tower self-anchored suspension bridge of greater than 40m deck width of claim 5 or 6, wherein: the distance from the center of the middle cable saddle to the centers of the side cable saddles at the two sides is equal.
8. The single tower self-anchored suspension bridge of greater than 40m deck width of claim 5 or 6, wherein: the maximum stress of the cross beam is adjustable, and the specific design formula is as follows:
wherein W is the flexural modulus of the beam, Q (x) is the transverse load of the beam, M Δ1 M is as follows Δ2 The top surface and the bottom surface of the cross beam are respectively, and L is the transverse distance between the left main cable suspender and the right main cable suspender due to bending moment generated by vertical deformation of the middle suspender.
9. A construction method based on the independent self-anchored suspension bridge of any one of claims 1 to 8, characterized in that: the method comprises the following steps:
step 1, constructing a cable tower;
step 2, erecting a bracket, wherein a temporary support is arranged at the bottom of the bridge deck main body;
step 3, erecting a main cable;
step 31: the method comprises the steps of respectively installing an edge cable saddle and a middle cable saddle at the top of a cable tower, determining the initial offset of the edge cable saddle, determining the unstressed length of an edge main cable, and erecting the edge main cable to enable the edge main cable to be in an empty cable state;
step 32: determining an initial offset of the middle cable saddle, determining the stress-free length of the middle main cable, and erecting the middle main cable so that the middle main cable is in an empty cable state;
step 4, installing a temporary suspender of the side main cable;
step 41, edge main cable linear conversion: temporary suspenders are arranged at intervals on two sides of the bridge deck main body, the temporary suspenders are used for connecting the cross beam and the side main cable, so that the side main cable is driven to temporarily turn, the side main cable is preliminarily converted from an empty cable state to a bridge forming state, the cable shape is checked, and the transverse deflection angle of the main cable are checked;
step 42, synchronous pushing and resetting of the side cable saddle: for the asymmetric main cable arrangement, according to design requirements, the side cable saddles are synchronously pushed, reset and slid;
step 5, installing a main cable permanent suspender and performing linear conversion;
step 51, installing and primarily tensioning a middle main cable suspender: the main cable suspender is installed, so that the connection between the main cable and the bridge deck main body is realized, and the main cable suspender is tensioned for the first time;
step 52, synchronous pushing and resetting of the middle cable saddle: for the asymmetric main cable arrangement, according to design requirements, the main cable suspender in the middle cable saddle synchronization is installed for pushing, resetting and sliding;
step 53, installing a side main cable permanent boom, and releasing the side main cable temporary boom: after the primary stretching of the middle main cable suspender is finished and the cable saddle is pushed into place, gradually releasing the side main cable temporary suspender, installing the side main cable permanent suspender, and further adjusting the main cable line shape to enable the main cable to achieve the target line shape;
and 6, dismantling the bracket, secondarily stretching the main cable suspender, optimizing the internal force of the bridge deck main body, and completing the construction of the ultra-wide independent-tower self-anchored suspension bridge main body structure.
10. The construction method of the independent self-anchored suspension bridge according to claim 9, wherein: in step 31 and step 32, the equilibrium equation of the main cable is:
ω(x)＝w
wherein H is the horizontal internal force of the main cable, z represents the vertical coordinate of the main cable, x represents the axial coordinate of the bridge, and w represents the mass per unit length of the main cable.
11. The construction method of the independent self-anchored suspension bridge according to claim 9, wherein: in the step 31 and the step 32, the vertical coordinates of the main cable are determined by adopting a parabolic method:
where f is the sagittal height of the main cable and l is the calculated span.
12. The construction method of the independent self-anchored suspension bridge according to claim 9, wherein: in step 41, the main cable balance equation is:
wherein T is i For the horizontal internal force of the main cable, y represents the transverse coordinate of the main cable, x represents the axial direction coordinate of the bridge, omega i Representing the mass per unit length of the main cable l i Representing the calculated length of the main cable segment along the bridge axis.
13. The construction method of the independent self-anchored suspension bridge according to claim 9, wherein: step 42, firstly, calculating the offset delta 1 of the edge cable saddle according to the principle that the stress-free length is unchanged, so that the balance conditions of the edge main cables at two sides of the edge cable saddle meet the unbalanced force of the balanced cable tower, and considering the influence of the middle cable saddle, the edge cable saddle is continuously reset in the temporary suspender installation process.
14. The construction method of the independent self-anchored suspension bridge according to claim 9, wherein: step 52, firstly, calculating the offset delta 2 of the middle cable saddle according to the principle that the stress-free length is unchanged, and considering that the offset delta 3 of the middle cable saddle changes in the pushing and resetting process of the side cable saddle, and the side cable saddle is reset continuously in the mounting process of the middle suspender, wherein the reset offset is delta 2+delta 3.
CN202311027787.6A 2023-08-15 2023-08-15 Independent-tower self-anchored suspension bridge with bridge deck width larger than 40m and construction method Pending CN116988362A (en)

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Application Number Priority Date Filing Date Title
CN202311027787.6A CN116988362A (en) 2023-08-15 2023-08-15 Independent-tower self-anchored suspension bridge with bridge deck width larger than 40m and construction method

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