CN114717961B - Independent-tower self-anchored suspension bridge structure without lower cross beam and construction method thereof - Google Patents
Independent-tower self-anchored suspension bridge structure without lower cross beam and construction method thereof Download PDFInfo
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- CN114717961B CN114717961B CN202210428843.6A CN202210428843A CN114717961B CN 114717961 B CN114717961 B CN 114717961B CN 202210428843 A CN202210428843 A CN 202210428843A CN 114717961 B CN114717961 B CN 114717961B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- 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
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/16—Suspension cables; Cable clamps for suspension cables ; Pre- or post-stressed cables
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/72—Wind turbines with rotation axis in wind direction
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/728—Onshore wind turbines
Abstract
The invention discloses a single-tower self-anchored suspension bridge structure without a lower cross beam and a construction method thereof, wherein the single-tower self-anchored suspension bridge structure without a lower cross beam comprises the following steps: the pier columns are arranged at intervals along the length direction of the bridge; the stiffening beam sections are arranged continuously along the length direction of the bridge and supported on the pier columns; the bridge tower is positioned at the middle part of the bridge and comprises two tower columns which are symmetrically arranged; the upper cross beam is positioned at the top of the bridge tower; a main cable supported at the saddle on the upper beam and having both ends anchored to both ends of the bridge, respectively; the stiffening girder sections positioned at the bridge tower are fixed between the two tower columns, and the two ends of the stiffening girder sections are respectively connected with the upper cross beam above through the cross beam slings. The bridge tower structure without the lower cross beam is adopted, and the cross beam slings are additionally arranged to support and stabilize the stiffening girder in the bridge tower area, so that the hogging moment of the stiffening girder in the bridge tower area is greatly reduced, the permeability and the attractiveness of the whole bridge structure are enhanced, the safety and the stability of the bridge are ensured, and the construction efficiency is improved.
Description
Technical Field
The invention relates to the technical field of suspension bridge construction. More particularly, the present invention relates to a single tower self-anchored suspension bridge structure without a lower cross beam and a construction method thereof.
Background
In recent years, with the continuous development of new bridge structural materials, new construction technologies and new equipment, the construction technology of a suspension bridge is rapidly developed, and a great breakthrough is also made on the main span. The independent self-anchored suspension bridge has the advantages of attractive appearance, economy, light structure and strong adaptability, and is widely applied to urban bridges because the main cable is anchored on the stiffening girder section of the independent self-anchored suspension bridge, and a huge anchoring structure is not needed.
The stiffening girder sections in the bridge tower area of the traditional independent self-anchored suspension bridge are usually supported on the lower cross beam of the bridge tower, so that on one hand, the stiffening girder sections can bear larger negative bending moment at the bridge tower position, the cross section size of the stiffening girder sections in the bridge tower area needs to be increased, or measures such as pouring concrete into the stiffening girder sections at the bridge tower position are adopted to ensure that the stiffening girder sections at the bridge tower position are always in a safe and stable state; on the other hand, the lower cross beam of the single-tower self-anchored suspension bridge is large in cross section size due to the comprehensive effects of vehicle load bearing, stiffening girder section dead weight and self weight, so that the clearance under the bridge is limited, the permeability is insufficient, and the attractiveness of the single-tower self-anchored suspension bridge is greatly reduced.
In order to solve the above problems, it is necessary to design a single-tower self-anchored suspension bridge structure without a lower beam and a construction method thereof, and optimize the bridge tower structure while ensuring the lower clearance height of the single-tower self-anchored suspension bridge, thereby improving the construction efficiency and economy of the suspension bridge.
Disclosure of Invention
The invention aims to provide a single-tower self-anchored suspension bridge structure without a lower beam and a construction method thereof, wherein the single-tower self-anchored suspension bridge structure without the lower beam is adopted, and a beam sling is additionally arranged to support and stabilize a stiffening beam in a bridge tower area, so that the hogging moment of the stiffening beam in the bridge tower area is greatly reduced, the permeability and the attractiveness of the whole bridge structure are enhanced, the safety and the stability of the bridge are ensured, and the construction efficiency is improved.
To achieve these objects and other advantages and in accordance with the purpose of the invention, there is provided a single tower self-anchored suspension bridge structure without a lower cross member, comprising:
the pier columns are arranged at intervals along the length direction of the bridge;
a plurality of stiffener beam sections disposed continuously along the bridge length direction and supported on the plurality of pier columns;
bridge decks laid on the plurality of stiffener girder segments along the bridge length direction;
the bridge tower is positioned at the middle part of the bridge and comprises two tower columns which are symmetrically arranged at two sides of the bridge; the upper cross beam is positioned at the top of the bridge tower and is fixed between the two tower columns; a saddle fixed to the upper cross member;
a main cable supported on the saddle, wherein two ends of the main cable are anchored at two ends of the bridge respectively;
the stiffening girder segments positioned at the bridge tower positions are arranged at the lower parts of the bridge towers and fixed between the two tower columns, and two sides of the stiffening girder segments positioned at the bridge tower positions are respectively connected with the upper cross beam through cross beam slings.
Preferably, the independent tower self-anchored suspension bridge structure without the lower cross beam, wherein the pier columns comprise two transition piers which are respectively positioned at two ends of the bridge; the two auxiliary piers are respectively arranged between the two transition piers and the bridge tower, and two ends of the main cable are respectively fixed on stiffening girder sections positioned at the positions of the two auxiliary piers.
Preferably, the independent tower self-anchored suspension bridge structure without the lower cross beam further comprises a plurality of slings, wherein the slings are arranged at intervals along the length direction of the main cable and correspond to the stiffening beam sections one by one, one end of any sling is fixed on the main cable, and the other end of any sling is anchored on the corresponding stiffening beam section downwards.
Preferably, the independent tower self-anchored suspension bridge structure without the lower cross beam further comprises two wind-resistant supports, wherein the wind-resistant supports are symmetrically arranged on the inner sides of the two tower columns, any wind-resistant support is connected with the tower column on the same side and the side wall of the stiffening girder section positioned at the position of the bridge tower, and the wind-resistant supports are used for limiting the displacement of the stiffening girder section along the width direction of the bridge.
Preferably, the independent tower self-anchored suspension bridge structure without the lower cross beam is characterized in that the two tower columns are obliquely arranged on the opposite inner sides, and the upper cross beam is fixedly connected with the top ends of the two tower columns and jointly forms a portal structure.
Preferably, in the independent-tower self-anchored suspension bridge structure without the lower cross beam, the projection of the cross beam slings on the horizontal plane along the vertical direction coincides with the longitudinal center line of the bridge tower, and two cross beam slings are symmetrically arranged relative to the transverse center line of the bridge tower.
The invention also provides a construction method of the independent self-anchored suspension bridge structure without the lower cross beam, which comprises the following steps:
s1, constructing a plurality of pier columns and bridge towers according to a design drawing;
s2, erecting a plurality of stiffening girder segments based on the pier columns and the bridge tower, and installing two wind-resistant supports on the inner side of the tower column of the bridge tower;
s3, erecting catwalk and main cable;
s4, firstly installing a plurality of slings between the main cable and the stiffening girder sections, finishing system conversion through cable force adjustment, and fixedly connecting an upper cross beam of the bridge tower with the stiffening girder sections right below the upper cross beam by using two cross beam slings;
and S5, finishing the paving of the bridge deck and the construction of the auxiliary engineering of the bridge.
In the construction method of the independent tower self-anchored suspension bridge structure without the lower cross beam, in the S1, when the bridge tower construction is carried out, two tower columns of the bridge tower are firstly constructed, a plurality of temporary cross braces are arranged between the two tower columns at intervals, and when the upper cross beam is installed, the temporary cross braces are removed.
Preferably, in the construction method of the independent self-anchored suspension bridge structure without a lower beam, in S4, the order of installing the plurality of slings is as follows: two slings adjacent to the bridge tower are firstly installed, then the two slings are taken as starting points respectively, the rest slings are sequentially installed to the adjacent side spans, and the two slings symmetrically arranged relative to the bridge tower are synchronously installed.
The invention at least comprises the following beneficial effects:
aiming at the construction of the self-anchored suspension bridge, the invention adopts the bridge tower structure without the lower cross beam and is matched with the stiffening girder additionally provided with the cross beam sling and the transverse wind-resistant support to support and stabilize the bridge tower area, thereby effectively solving the problems of complicated measures for ensuring the structural safety, insufficient under-bridge clearance, heavy structural redundancy and poor aesthetic property caused by larger section size of the lower cross beam of the bridge tower due to larger hogging moment of the stiffening girder in the bridge tower area of the traditional self-anchored suspension bridge. Through canceling the bottom end rail in the bridge tower region, make bridge tower structure succinct more, the lines are graceful more, the hogging moment of bridge tower region stiffening beam has been reduced by a wide margin, avoid adopting the loaded down with trivial details measures such as increase cross-section size or pouring concrete to the stiffening beam in bridge tower region to resist great hogging moment, avoid the application of self-anchored suspension bridge to receive the restriction of clearance factor under the bridge, the permeability and the aesthetic property of whole structure have been strengthened, the efficiency of construction of overall structure has been improved greatly, construction period has been shortened, security and economic nature in the course of construction have been guaranteed.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
FIG. 1 is a schematic illustration of a single tower self-anchored suspension bridge without a bottom rail according to one embodiment of the present invention;
fig. 2 is a schematic side view of the bridge tower according to the above embodiment.
Reference numerals illustrate:
1. a bridge tower; 2. an auxiliary pier; 3. a transition pier; 4. a main span; 5. a side span; 6. a saddle; 7. a beam end anchoring zone; 8. a main cable; 9. a sling; 10. a cross beam sling; 11. a wind-resistant support; 12. a stiffener beam section; 13. an upper cross beam; 14. a tower column; 15. a saddle cover; 16. and (5) tower top decoration.
Detailed Description
The present invention is described in further detail below with reference to the drawings to enable those skilled in the art to practice the invention by referring to the description.
It should be noted that the experimental methods described in the following embodiments, unless otherwise specified, are all conventional methods, and the reagents and materials, unless otherwise specified, are all commercially available; in the description of the present invention, the terms "transverse", "longitudinal", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus are not to be construed as limiting the present invention.
As shown in fig. 1-2, the present invention provides a single tower self-anchored suspension bridge structure without a lower beam, comprising:
the pier columns are arranged at intervals along the length direction of the bridge;
a plurality of stiffener beam sections disposed continuously along the bridge length direction and supported on the plurality of pier columns;
a bridge deck plate laid on the stiffener girder section in the bridge length direction;
the bridge tower 1 is positioned at the middle position of the bridge, and the bridge tower 1 comprises two tower columns 14 which are symmetrically arranged at two sides of the bridge; an upper cross beam 13 located at the top of the pylon 1 and fixed between the two pylons 14; a saddle 6 fixed to the upper cross member 13;
a main cable 8 supported on the saddle 6, both ends of the main cable 8 being anchored to both ends of the bridge, respectively;
wherein, the stiffening girder section 12 that is located in the bridge tower position department sets up the lower part of bridge tower 1 and fix between two tower columns 14, the both sides of the stiffening girder section 12 that is located in bridge tower position department are connected through crossbeam hoist cable 10 respectively with entablature 13.
According to the technical scheme, the plurality of pier columns are arranged at intervals along the length direction of the bridge, the whole stiffening girder of the suspension bridge consists of the plurality of stiffening girder sections, the whole stiffening girder is continuously arranged along the length direction of the bridge to form a girder structure, the whole stiffening girder is erected on the pier columns as a whole, and any pier column is connected with the stiffening girder section right above the pier column through the bridge support and forms a supporting structure. The bridge tower 1 is positioned in the middle of a bridge and comprises members such as a pile foundation, a bearing platform, tower columns 14, an upper beam 13 and the like, a stiffening girder section 12 positioned at the position of the bridge tower penetrates through between and is fixedly connected with two tower columns 14 of the bridge tower, the stiffening girder section 12 is positioned below the upper beam 13 of the bridge tower, and the stiffening girder section 12 and the upper beam are connected through beam slings 10 respectively arranged at two sides of the bridge. The main cables 8 comprise two main cables which are respectively arranged at two sides of the bridge, two ends of any main cable 8 are respectively anchored at two ends of the bridge, the saddle 6 of the main cable is arranged at the middle part of the upper cross beam 13 of the bridge tower, the saddle corresponds to the two main cables, and two saddles 6 are arranged at the middle part of the upper cross beam 13 at intervals. The bridge tower 1 adopts a portal structure, and unlike the traditional bridge tower, an upper beam 13 is arranged at the top between two tower columns 14 of the bridge tower 1, and the conventional lower beam and middle beam structures are omitted, so that the hogging moment of a stiffening beam section in a bridge tower area is effectively reduced, and the clearance under the bridge and the overall permeability of the bridge are powerfully ensured. Unlike conventional self-anchored suspension bridge, the stiffening girder section 12 of the suspension bridge structure at the position of the bridge tower is supported on the upper beam 13 of the bridge tower through two beam slings 10, one end of the beam slings 10 is connected with the stiffening girder section, and the other end is anchored on the upper beam 13 of the bridge tower, so that the supporting stability of the stiffening girder section at the position is further ensured.
The invention effectively solves the problems of insufficient clearance under the bridge and insufficient structural redundancy and aesthetic property caused by larger cross section size of the lower cross beam of the bridge tower of the traditional self-anchored suspension bridge by adopting the bridge tower structure without the lower cross beam in the single-tower self-anchored suspension bridge; meanwhile, the stiffening girder in the bridge tower area is further supported and stabilized by additionally arranging the cross beam slings, so that the problem that the stiffening girder in the bridge tower area needs to adopt complicated measures such as increasing the section size or pouring concrete to resist a large hogging moment is avoided. Above-mentioned no bottom end rail's single tower self-anchored suspension bridge structure can make suspension bridge structure succinct more, and the lines are graceful more, have reduced the hogging moment of bridge tower regional stiffening beam by a wide margin, have avoided the application of self-anchored suspension bridge to receive the restriction of underbridge headroom factor, have strengthened the permeability and the aesthetic property of whole structure, have improved overall structure's efficiency of construction greatly, have guaranteed security and economic nature in the work progress.
In another technical scheme, the independent self-anchored suspension bridge structure without the lower cross beam comprises a plurality of pier columns, wherein the plurality of pier columns comprise two transition piers 3 which are respectively positioned at two ends of the bridge; two auxiliary piers 2 are respectively arranged between the two transition piers 3 and the bridge tower, and two ends of the main cable 8 are respectively fixed on stiffening girder sections positioned at the positions of the two auxiliary piers 2. In this embodiment, the single-tower self-anchored suspension bridge structure without the lower cross beam is divided into two main spans 4 and two side spans 5 in span, two main spans 4 are arranged between the bridge tower 1 and the two auxiliary piers 2, and side spans 5 are arranged between the adjacent auxiliary piers 2 and the transition piers 3. Wherein, auxiliary mound 2 department is equipped with beam end anchor district 7, and the stiffening beam girder section rigidity in this region is big, and atress stable in structure, the main rope 8 anchor of suspension bridge is on the stiffening beam girder section of beam end anchor district 7 to ensure the anchor effect at main rope both ends.
In another technical scheme, the independent tower self-anchored suspension bridge structure without the lower cross beam further comprises a plurality of slings 9 which are arranged at intervals along the length direction of the main cable 8 and correspond to the stiffening beam sections one by one, one end of any sling 9 is fixed on the main cable 8, and the other end of the sling 9 is anchored on the corresponding stiffening beam section downwards. Specifically, the main cables are arranged in a space cable structure mode, two main cables 8 are respectively arranged on two sides of a bridge, a plurality of slings 9 are arranged on any main cable 8, one ends of the slings 9 are connected to corresponding stiffening girder sections, and the other ends of the slings 9 are connected to the main cables 8 through cable clamps. The slings 9 are in one-to-one correspondence with the stiffening girder sections, and connect the main cable and the stiffening girder into a whole, so that the overall stability of the suspension bridge structure is ensured, and the suspension bridge system conversion is convenient in construction.
In another technical scheme, the independent tower self-anchored suspension bridge structure without the lower cross beam further comprises two wind-resistant supports 11, wherein the wind-resistant supports are symmetrically arranged on the inner sides of the two tower columns 14, any wind-resistant support 11 is connected with the tower column 14 on the same side and the side wall of the stiffening girder section 12 positioned at the position of the bridge tower, and the wind-resistant supports 11 are used for limiting the displacement of the stiffening girder section along the width direction of the bridge. The function of setting the wind-resistant support is to restrict the transverse displacement of the stiffening girder section at the bridge tower position, and the two wind-resistant supports 11 are symmetrically arranged relative to the transverse center line of the bridge tower 1 (the center line along the bridge length direction), and because the two tower columns 14 are symmetrically arranged at two sides of the bridge, the two wind-resistant supports 11 are fixed on the inner side of the tower column 14 and then positioned on the longitudinal center line of the bridge tower 1 (the center line along the bridge width direction). Two sides of the stiffening girder section (namely two sides in the width direction of the bridge) at the bridge tower position are respectively connected with the tower columns at the same side through wind-resistant supports, one end of each wind-resistant support 11 is anchored at the inner side of each tower column 14, and the other end of each wind-resistant support is tightly attached to the side wall of the stiffening girder section. The wind-resistant support 11 can be selected from wind-resistant supports commonly used in the wind-resistant and shock-absorbing field, such as a wind-resistant basin-type rubber support, a wind-resistant spherical support, a wind-resistant plate-type rubber support, a speed-related wind-resistant support and the like, and in the embodiment, a vibration-isolating rubber support is adopted, and steel plates are connected up and down on the basis of a plate-type rubber support structure to form the composite wind-resistant rubber support. Because the rubber support itself has elasticity, can satisfy the needs that the bridge absorbed energy under wind-force effect, above-mentioned shock insulation rubber support vertical setting, two connection steel plates are hugged closely the stiffening beam section 12 lateral wall of the inboard and bridge tower position department of tower column 14 respectively and are set up to furthest absorbs the energy of the transverse position of stiffening beam section, guarantees the continuous security and the stability that stiffening beam section and bridge tower are connected.
In another technical scheme, in the independent self-anchored suspension bridge structure without the lower beam, the two tower columns 14 are inclined inwards relative to each other, and the upper beam 13 is fixedly connected with the top ends of the two tower columns 14 and jointly forms a portal structure. The top ends of the two tower columns 14 incline toward each other (incline toward the center line along the length direction of the bridge), the upper cross beam 13 is fixed at the top ends of the tower columns 14, in this embodiment, the upper cross beam 13 and the two tower columns 14 form a trapezoid structure with a narrow top and a wide bottom, and the top of the trapezoid structure is provided with a tower top decoration 16 which extends obliquely upwards along the extension line of the tower columns 14 and is fixed at the junction. The saddle 6 is also correspondingly provided with a saddle cover 15 outside to protect the connecting section of the saddle 6 and the main cable 8.
In another aspect, in the independent self-anchored suspension bridge structure without a lower beam, the projection of the beam slings 10 on a horizontal plane along a vertical direction coincides with the longitudinal center line of the bridge tower 1, and two beam slings 10 are symmetrically arranged relative to the transverse center line of the bridge tower 1. Specifically, the upper end of the beam slings 10 is anchored to the bottom plate of the upper beam 13, and the lower end is anchored to the sling 9 anchoring region at both ends (both ends in the bridge width direction) of the stiffener girder section 12 at the bridge tower position. Both beam slings 10 lie in a vertical plane in which the longitudinal centre line of the pylon 1 (centre line in the bridge width direction) lies, and both beam slings 10 are symmetrical with respect to the transverse centre line of the pylon 1 (centre line in the bridge length direction). Therefore, the stress structure of the stiffening girder section at the position of the bridge tower is more stable and reasonable, partial external stress of the stiffening girder section is balanced to the position of the upper cross beam 13 at the top of the bridge tower through the cross beam sling 10, and the integrity of the connection of the stiffening girder section and the bridge tower is improved.
The invention also provides a construction method of the independent self-anchored suspension bridge structure without the lower cross beam, which comprises the following steps:
s1, constructing a plurality of pier columns and bridge towers 1 according to a design drawing; the bridge tower 1, the auxiliary pier 2, the transition pier 3 and temporary piers required in other construction are constructed synchronously;
s2, erecting a plurality of stiffening girder segments based on the pier columns and the bridge tower 1, and installing two wind-resistant supports 11 on the inner side of a tower column 14 of the bridge tower; specific:
s21, comparing two construction methods (a pushing method and a supporting method) of the stiffening girder section according to site conditions at a bridge site and the size of a single-tower self-anchored suspension bridge structure without a lower cross beam, and completing the construction of the stiffening girder section by adopting an optimal method;
s22, respectively installing wind-resistant supports 11 on the inner sides of two tower columns 14 of the bridge tower;
s3, erecting a catwalk and a main cable 8, wherein the catwalk comprises the following concrete steps:
s31, mounting a saddle 6 on an upper beam 13 of the bridge tower, and erecting a catwalk;
s32, finishing the erection of the main cable 8 strands by using a catwalk, and installing a cable clamping device after tightening the cable;
s4, firstly installing a plurality of slings 9 between the main cable 8 and the stiffening girder sections, finishing system conversion through cable force adjustment, and fixedly connecting an upper cross beam 13 of the bridge tower with the stiffening girder sections right below the upper cross beam by using two cross beam slings 10;
s5, finishing bridge deck pavement and construction of bridge auxiliary engineering;
s51, winding the main cable 8 by using a winding machine, and installing a saddle cover 15 at the saddle 6 of the upper beam 13 of the bridge tower 1;
s52, finishing bridge deck pavement and construction of auxiliary engineering on the bridge.
In another technical scheme, in the construction method of the independent tower self-anchored suspension bridge structure without the lower beam, in S1, when the bridge tower construction is performed, two tower columns 14 of the bridge tower 1 are firstly constructed, a plurality of temporary cross braces are arranged between the two tower columns 14 at intervals, and when the upper beam 13 is installed, the plurality of temporary cross braces are removed. Because the bridge tower 1 structure is only provided with the entablature 13 at the top and carries out the tower column 14 connection, when the construction of tower column 14, set up the interim stull of multichannel along the direction of height interval in order to assist in connecting two tower columns 14, after accomplishing entablature 13 construction, rationally demolish again according to certain order interim stull, guarantee construction safety.
In another technical scheme, in the construction method of the independent self-anchored suspension bridge structure without the lower beam, S4, the installation sequence of the plurality of slings 9 is as follows: two slings 9 adjacent to the bridge tower 1 are firstly installed, the two slings 9 are respectively taken as starting points, the rest slings 9 are sequentially installed to the adjacent side spans 5, and the two slings 9 symmetrically arranged relative to the bridge tower 1 are synchronously installed. Therefore, the slings 9 with the same height on the two main spans 4 are guaranteed to be constructed simultaneously, the connection stability of the slings is guaranteed, and the subsequent cable force adjustment is facilitated.
Although embodiments of the present invention have been disclosed above, it is not limited to the details and embodiments shown and described, it is well suited to various fields of use for which the invention would be readily apparent to those skilled in the art, and accordingly, the invention is not limited to the specific details and illustrations shown and described herein, without departing from the general concepts defined in the claims and their equivalents.
Claims (9)
1. A single tower self-anchored suspension bridge structure without a lower cross beam, comprising:
the pier columns are arranged at intervals along the length direction of the bridge;
a plurality of stiffener beam sections disposed continuously along the bridge length direction and supported on the plurality of pier columns;
bridge decks laid on the plurality of stiffener girder segments along the bridge length direction;
the bridge tower is positioned at the middle part of the bridge and comprises two tower columns which are symmetrically arranged at two sides of the bridge; the upper cross beam is positioned at the top of the bridge tower and is fixed between the two tower columns; a saddle fixed to the upper cross member;
a main cable supported on the saddle, wherein two ends of the main cable are anchored at two ends of the bridge respectively;
the stiffening girder segments positioned at the bridge tower positions are arranged at the lower parts of the bridge towers and fixed between the two tower columns, and two sides of the stiffening girder segments positioned at the bridge tower positions are respectively connected with the upper cross beam through cross beam slings.
2. The single tower self-anchored suspension bridge structure without bottom rail of claim 1, wherein said plurality of pier studs comprises two transition piers, one at each end of the bridge; the two auxiliary piers are respectively arranged between the two transition piers and the bridge tower, and two ends of the main cable are respectively fixed on stiffening girder sections positioned at the positions of the two auxiliary piers.
3. The single tower self-anchored suspension bridge structure without bottom rail of claim 1, further comprising a plurality of slings spaced along the length of said main cable and in one-to-one correspondence with said plurality of stiffener beam segments, one end of either sling being secured to said main cable and the other end being anchored downwardly to the corresponding stiffener beam segment.
4. The single tower self-anchored suspension bridge structure without bottom rail of claim 1, further comprising two wind-resistant supports symmetrically disposed inside said two towers, any wind-resistant support connecting the same side tower with the side wall of the stiffener section at the position of said bridge tower, said wind-resistant support being configured to limit displacement of said stiffener section in the bridge width direction.
5. The free-standing self-anchored suspension bridge structure as claimed in claim 1, wherein said two tower columns are disposed obliquely to the opposite inner sides, and said upper beam is fixedly connected to the top ends of said two tower columns and forms a portal structure together.
6. The single tower self-anchored suspension bridge structure without bottom rail of claim 1, wherein the projection of said rail slings on the horizontal plane in the vertical direction coincides with the longitudinal centerline of said pylon, and wherein two of said rail slings are symmetrically disposed with respect to the transverse centerline of said pylon.
7. The construction method of the independent self-anchored suspension bridge structure without the lower cross beam is characterized by comprising the following steps of:
s1, constructing a plurality of pier columns and bridge towers according to a design drawing;
s2, erecting a plurality of stiffening girder segments based on the pier columns and the bridge tower, and installing two wind-resistant supports on the inner side of the tower column of the bridge tower;
s3, erecting catwalk and main cable;
s4, firstly installing a plurality of slings between the main cable and the stiffening girder sections, finishing system conversion through cable force adjustment, and fixedly connecting an upper cross beam of the bridge tower with the stiffening girder sections right below the upper cross beam by using two cross beam slings;
and S5, finishing the paving of the bridge deck and the construction of the auxiliary engineering of the bridge.
8. The construction method of a single tower self-anchored suspension bridge structure without a lower beam as claimed in claim 7, wherein in S1, two tower columns of said bridge tower are constructed first and a plurality of temporary cross braces are disposed between said two tower columns at intervals when the bridge tower construction is performed, and said plurality of temporary cross braces are removed after the installation of said upper beam is completed.
9. The construction method of a single tower self-anchored suspension bridge structure without a lower beam as claimed in claim 7, wherein in S4, the order of installation of said plurality of slings is: two slings adjacent to the bridge tower are firstly installed, then the two slings are taken as starting points respectively, the rest slings are sequentially installed to the adjacent side spans, and the two slings symmetrically arranged relative to the bridge tower are synchronously installed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105220609A (en) * | 2015-10-09 | 2016-01-06 | 上海市政工程设计研究总院（集团）有限公司 | Compound beam self-anchored suspension bridge and construction technology thereof |
| CN108342975A (en) * | 2018-04-04 | 2018-07-31 | 中铁第四勘察设计院集团有限公司 | The arch of crossbeam holds Cable-Stayed Bridge Structure between a kind of no tower |
| DE102017206789A1 (en) * | 2017-04-21 | 2018-10-25 | Schmid Mobility Solutions GmbH | Bridge construction, especially for a residential bridge |
| CN208201645U (en) * | 2018-04-04 | 2018-12-07 | 中铁第四勘察设计院集团有限公司 | A kind of cable-stayed bridge or Construction of Pylon of Long Span Suspension Bridge of no lower beam |
| CN109653077A (en) * | 2019-02-02 | 2019-04-19 | 中交公路长大桥建设国家工程研究中心有限公司 | A kind of three main push-towing rope double tower column suspension bridges |
| CN212270710U (en) * | 2020-01-10 | 2021-01-01 | 中铁第四勘察设计院集团有限公司 | Crossbeam vertical rotation system for arch tower cable-stayed bridge |
| CN113863114A (en) * | 2021-10-15 | 2021-12-31 | 中铁大桥勘测设计院集团有限公司 | Cable-stayed bridge with roads and railways in asymmetrical arrangement on same floor |
-
2022
- 2022-04-22 CN CN202210428843.6A patent/CN114717961B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105220609A (en) * | 2015-10-09 | 2016-01-06 | 上海市政工程设计研究总院（集团）有限公司 | Compound beam self-anchored suspension bridge and construction technology thereof |
| DE102017206789A1 (en) * | 2017-04-21 | 2018-10-25 | Schmid Mobility Solutions GmbH | Bridge construction, especially for a residential bridge |
| CN108342975A (en) * | 2018-04-04 | 2018-07-31 | 中铁第四勘察设计院集团有限公司 | The arch of crossbeam holds Cable-Stayed Bridge Structure between a kind of no tower |
| CN208201645U (en) * | 2018-04-04 | 2018-12-07 | 中铁第四勘察设计院集团有限公司 | A kind of cable-stayed bridge or Construction of Pylon of Long Span Suspension Bridge of no lower beam |
| CN109653077A (en) * | 2019-02-02 | 2019-04-19 | 中交公路长大桥建设国家工程研究中心有限公司 | A kind of three main push-towing rope double tower column suspension bridges |
| CN212270710U (en) * | 2020-01-10 | 2021-01-01 | 中铁第四勘察设计院集团有限公司 | Crossbeam vertical rotation system for arch tower cable-stayed bridge |
| CN113863114A (en) * | 2021-10-15 | 2021-12-31 | 中铁大桥勘测设计院集团有限公司 | Cable-stayed bridge with roads and railways in asymmetrical arrangement on same floor |
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| CN114717961A (en) | 2022-07-08 |
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