CN109137739B - Tower anchor-pier anchor combined rapid construction method of self-anchored suspension bridge - Google Patents
Tower anchor-pier anchor combined rapid construction method of self-anchored suspension bridge Download PDFInfo
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- CN109137739B CN109137739B CN201811060774.8A CN201811060774A CN109137739B CN 109137739 B CN109137739 B CN 109137739B CN 201811060774 A CN201811060774 A CN 201811060774A CN 109137739 B CN109137739 B CN 109137739B
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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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Abstract
The invention provides a tower anchor-pier anchor combined rapid construction method of a self-anchored suspension bridge, which comprises the following steps: step one, synchronously constructing a side span main beam and a bridge tower; step two, mounting a tower beam thrust connecting device to temporarily connect the side span main beam with the bridge tower; erecting main cables, and hoisting 60% of midspan girder sections, so that horizontal component force applied to the side-span girder by the main cables is shared by the bridge tower; step four, installing the pier beam anti-thrust connecting device according to the method in the step two, and temporarily connecting the side span main beam with the pier; step five, hoisting the rest amount of midspan girder sections according to the method in the step three, so that the horizontal component force applied to the side span girder by the main cable is jointly borne by the bridge tower and the bridge piers; and fifthly, removing the pier beam thrust connecting device and the tower beam thrust connecting device in sequence to complete system conversion. And step six, tensioning the suspender, and removing the bracket to finish construction.
Description
Technical Field
The invention belongs to the field of road bridges, relates to a self-anchored suspension bridge, and particularly relates to a tower anchor-pier anchor combined rapid construction method of the self-anchored suspension bridge.
Background
The self-anchored suspension bridge is different from a common ground anchored suspension bridge, a huge anchorage is not needed, the main cable is anchored at the end part of the side span main beam, and the main beam bears the horizontal component force and the vertical component force of the main cable, so that the problem that the construction of the suspension bridge is not allowed by the anchorage under geological conditions is solved, and the elegant appearance of the traditional suspension bridge is reserved.
The main cable of the self-anchored suspension bridge is directly anchored on the main beam, and the main cable generates huge horizontal component force in the construction process, so the construction method generally adopts the construction scheme that the construction of the main beam is completed by firstly building temporary supports, and then the main cable is erected. However, the temporary support process of 'beam first and cable second' will inevitably interfere with the channel or road traffic, and meanwhile, the temporary support is high in erection and dismantling cost, long in construction period and high in potential safety hazard.
In order to reduce adverse effects on existing traffic, accelerate construction speed and reduce engineering risks, rapid construction technology is beginning to be widely regarded by various social circles. The proposed rapid construction techniques are summarized as follows:
(A) a temporary ground anchoring method: and the main cable force is transmitted to the temporary ground anchor by using a inhaul cable connection. The defects relate to the installation and the removal of the large-volume temporary anchorage, the construction cost is high, and the construction period is long;
(B) a pier beam temporary consolidation method: and (3) temporarily solidifying the main cable anchoring block and the bridge pier thereof, and transmitting the main cable force to the main bridge side span buttress. The bridge has the defects of small thrust rigidity of the bridge pier, limited horizontal force bearing and unsuitability for a self-anchoring suspension bridge with large span.
(C) Temporary diagonal drawing method: and symmetrically erecting stiffening beams by using temporary stay cable cantilevers to form a cable-stayed bridge system, then erecting a main cable, and gradually replacing the stay cables by using hanging rods to form the self-anchored suspension bridge. The defects are that the installation and the removal of the temporary inhaul cable are involved, the construction cost is high, the construction period is long, and the technical risk exists.
Although a temporary tower beam anchoring device is disclosed in the prior art, one end surface of a first grid frame and one end surface of a second grid frame are arranged oppositely to form an acting surface of a force transmission support; the two opposite end surfaces of the first grid frame and the second grid frame support force transmission through a force transmission support, and horizontal force borne by the side span main beam is transmitted to the bridge tower in the construction process; a jack is installed in a telescopic sleeve composed of an inner cylinder and an outer cylinder, one end of the jack is fixedly connected to a steel frame arranged at the end part, far away from the inner cylinder, of the outer cylinder, and an oil pipe of the jack enters the inner part of the outer cylinder through an oil pipe inlet and an oil pipe outlet arranged on the side wall of the outer cylinder. However, the existing temporary tower beam anchoring device has the following problems:
(A) the hydraulic transmission is extremely sensitive to the change of oil temperature, and the environment and the progress change of a construction site are large, so that the practical application shows that oil leakage is easy to occur in the prior art, and the oil is difficult to keep clean all the time, so that the stability of a force transmission process is seriously influenced;
(B) in the face of rapid construction of a temporary tower anchor type self-anchored suspension bridge, the hydraulic transmission bears huge pressure in the process of energy conversion, the flow loss is large, and the working efficiency of the system is low;
(C) in the existing temporary support, no matter the screw rotation between the inner cylinder and the outer cylinder or the hydraulic transmission of a jack, the strict requirements on the material strength and the manufacturing precision of element manufacturing are provided, so that the process of a temporary component is complex and the cost is high;
(D) the rotating structure of the inner cylinder and the outer cylinder in the existing temporary support and the hydraulic transmission structure of the jack have strict requirements on precision, and the joint of the inner cylinder and the outer cylinder often has small deformation which cannot be recovered after the temporary support is used for the first time, so that repeated use for many times cannot be realized.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a tower anchor-pier anchor combined rapid construction method of a self-anchored suspension bridge, and solve the technical problems of large traffic interference of a main span and long construction period in the self-anchored suspension bridge construction in the prior art.
In order to solve the technical problem, the application adopts the following technical scheme:
a tower anchor-pier anchor combined quick construction method of a self-anchored suspension bridge adopts the combination of a tower beam thrust connecting device and a pier beam thrust connecting device to construct the self-anchored suspension bridge;
the structure of the tower beam thrust connecting device is the same as that of the pier beam thrust connecting device;
the method comprises the following steps:
step one, synchronously constructing a side span main beam and a bridge tower;
step two, mounting a tower beam thrust connecting device to temporarily connect the side span main beam with the bridge tower;
erecting main cables, and hoisting 60% of midspan girder sections, so that horizontal component force applied to the side-span girder by the main cables is shared by the bridge tower;
step four, installing the pier beam anti-thrust connecting device according to the method in the step two, and temporarily connecting the side span main beam with the pier;
step five, hoisting the rest amount of midspan girder sections according to the method in the step three, so that the horizontal component force applied to the side span girder by the main cable is jointly borne by the bridge tower and the bridge piers;
and step six, removing the pier beam thrust connecting device and the tower beam thrust connecting device in sequence to complete system conversion.
And step seven, tensioning the suspender, and removing the bracket to finish construction.
The invention also has the following distinguishing technical characteristics:
the tower beam thrust connecting device comprises a beam end reserved steel plate and a tower end bearing steel plate, wherein the beam end reserved steel plate and the tower end bearing steel plate are arranged vertically, a beam end thrust stopper is fixedly installed on the beam end reserved steel plate, a tower end thrust stopper is fixedly installed on the tower end bearing steel plate, and a thrust transmitter is arranged between the beam end thrust stopper and the tower end thrust stopper;
the thrust transducer comprises an outer cylinder and an inner cylinder, one end of the outer cylinder is open, two ends of the inner cylinder are closed, the closed end of the outer cylinder is installed on the tower end pushing stopper, one end of the inner cylinder is installed on the beam end pushing stopper, the other end of the inner cylinder is inserted into the open end of the outer cylinder to form a sand cavity in the outer cylinder, and sand grains are filled in the sand cavity; a rubber sealing layer is arranged between the other end of the inner cylinder and the inner wall of the outer cylinder;
and the outer barrel is provided with a sand inlet valve and a sand discharge valve which are communicated with the sand cavity.
The closed end of the outer cylinder is arranged on the tower end pushing stopper through a first end bearing plate, and one end of the inner cylinder is propped against the beam end pushing stopper through a second end bearing plate; the first end bearing plate is provided with a reserved connecting hole.
And a circumferential reinforcing plate is arranged on the outer wall of the outer barrel and is close to the open end.
And cement concrete is poured in the inner cylinder.
The size of a gap between the inner wall of the outer barrel and the outer wall of the inner barrel is controlled within the range of 1-2 mm.
The end part of the beam end reserved steel plate of the tower beam anti-thrust connecting device is pre-provided with anti-thrust steel sections which penetrate through the side span main beam in the transverse bridge direction.
The horizontal clearance between the inner side of a tower column of a bridge tower of the self-anchored suspension bridge and the outer side of a web plate of a side span main beam is less than 150 cm.
The specific process of the step one is as follows:
step 1.1, performing foundation treatment on the foundation of the bridge tower and the bridge pier, and constructing the foundation of the bridge tower, the foundation of the bridge pier, the bridge tower and the bridge pier;
step 1.2, arranging a side span support, and constructing a side span main beam on the support to finish the construction of the side span main beam;
and 1.3, pouring a main beam steel-concrete joint section on the support, and tensioning a prestressed steel bundle of the joint section.
The specific process of the second step is as follows:
step 2.1, fixedly mounting a tower end thrust preventer on a tower end pressure-bearing steel plate on the side span side of the front face of a tower column of the bridge tower;
and 2.2, installing a thrust transmitter, respectively welding a circumferential reinforcing plate, a first end bearing plate and a second end bearing plate on the outer wall of the outer barrel and the end faces of the outer barrel and the inner barrel, filling dried sand grains in the sand cavity, installing the inner barrel in the sand cavity after vibrating compaction and pressing the inner barrel on the sand grains, ensuring that no gap exists in the sand cavity and the sand grains are tightly pre-pressed, and then sealing the gap between the side walls of the outer barrel and the inner barrel by using a rubber sealing layer. After assembly is completed, the thrust transducer is horizontally and fixedly installed, namely, the first end bearing plate of the outer barrel is fixedly connected with the end face of the tower end thrust block through a reserved connecting hole and a bolt, and if sand grains in the sand cavity are not densely filled, a sand inlet valve can be opened for filling sand;
and 2.3, fixedly mounting a beam end pushing stopper on the beam end reserved plate on the outer side of the side span main beam web plate, and ensuring that the second end bearing plate of the inner cylinder completely pushes against the end face of the beam end pushing stopper to form a thrust transmission support and realize temporary anchoring of the tower beam.
The concrete process of the third step is as follows:
step 3.1, erecting a catwalk, installing a main cable saddle and a rotating cable saddle and adjusting pre-deviation; erecting a main cable on the catwalk, and mounting a suspender on the main cable;
step 3.2, hoisting the mid-span main beam, and transmitting the horizontal component force applied to the side-span main beam by the main cable to a bridge tower for bearing through a tower beam thrust connecting device; synchronously tensioning a suspender on the side span main beam section for the first time, and controlling the pushing amount of a main cable saddle according to a target so as to balance the horizontal tension of the main cables in the middle span and the side span; hoisting 60% of midspan girder sections.
The concrete process of the step six is as follows:
step 6.1, dismantling the pier beam thrust connecting device:
opening a sand discharge valve and a sand inlet valve, if sand cannot automatically flow out under the action of gravity, stabbing the sand from the upper sand inlet valve to the lower sand discharge valve by using a steel bar, so that the sand can be smoothly discharged from the sand discharge valve, and meanwhile, slowly retracting the inner cylinder under the action of longitudinal thrust;
when sand particles stop flowing out, loosening the bolts at the reserved connecting holes, removing the thrust transmitter, and dismantling the beam-end thrust preventer and the tower-end thrust preventer, wherein the beam-end thrust preventer is used as a sling anchor box to be reused in the subsequent construction process;
step 6.2, dismantling the tower beam thrust connecting device:
and (4) removing the tower beam thrust connecting device by adopting the same method as the step 6.1.
The concrete process of the seventh step is as follows:
7.1, performing main cable anticorrosion construction, dismantling the catwalk, and performing second tensioning on the suspender of the side-span main beam;
and 7.2, removing the side span support to complete full-bridge construction.
Compared with the prior art, the invention has the beneficial technical effects that:
the tower-beam thrust connecting device can transmit the horizontal force generated by the main cable in the empty cable state to the bridge tower to be borne, and simply and effectively solves the problem of balancing the horizontal force of the main cable before the construction of the main beam is finished. The structure is simple, the installation and the disassembly are convenient, the traditional large-scale temporary anchorage is avoided, and the construction risk is reduced. The thrust connecting device is economical in manufacturing cost, a temporary bearing component is not required to be built, only a low-cost temporary connecting component is required to be used for thrust conduction, and part of components can be repeatedly used as a permanent component in the subsequent construction process after being dismantled, so that the construction cost is obviously reduced.
The method of the invention has simple construction, avoids the installation and the removal of the temporary bearing component and has quick construction progress on the premise of not influencing the existing traffic to the maximum extent.
The construction method is safe and reliable, the main tower has high thrust resistance rigidity, and the main tower and the side span pier are combined to be used as a temporary thrust bearing member together, so that the horizontal component force of the main cable in the hoisting process of the main beam can be balanced, and the method can be suitable for the self-anchored suspension bridge with larger span.
Drawings
Fig. 1 is a schematic view showing the overall structure of the tower thrust coupling device of the present invention.
Fig. 2 is a schematic view of the external structure of the thrust transmitter of the present invention.
Fig. 3 is a schematic view of the internal structure of the thrust transmitter of the present invention.
Fig. 4 is a schematic view of the internal structure of the beam end stopper of the present invention.
Fig. 5 is a schematic view of the internal structure of the tower end thrust unit of the present invention.
FIG. 6 is a schematic view showing the installation position of the push-resistant steel of the present invention.
FIG. 7 is a schematic illustration of the installation process of the step two installation tower beam thrust coupling of the present invention.
FIG. 8 is a process schematic of the installation of the step four installation tower beam thrust coupling of the present invention.
Fig. 9 is a schematic structural view of a self-anchored suspension bridge constructed according to the present invention.
The meaning of the individual reference symbols in the figures is: 1-reserved steel plate at beam end, 2-bearing steel plate at tower end, 3-beam end thrust stopper, 4-tower end thrust stopper, 5-thrust conductor, 6-side span main beam, 7-bridge tower, 8-main cable, 9-mid span main beam, 10-suspender, 11-bracket, 12-pier, 13-anti-thrust connecting device of tower beam, 14-anti-thrust connecting device of pier beam, and 15-anti-thrust steel;
301-anchoring front plate, 302-anchoring rear plate, 303-top plate, 304-bottom plate, 305-horizontal stiffening plate, 306-outer web, 307-inner web, 308-longitudinal stiffening rib, 309-over-welding hole;
401-transverse plate, 402-longitudinal plate, 403-diagonal plate;
501-outer cylinder, 502-inner cylinder, 503-sand chamber, 504-sand, 505-rubber sealing layer, 506-sand inlet valve, 507-sand discharge valve, 508-first end bearing plate, 509-second end bearing plate, 510-reserved connecting hole, 511-annular reinforcing plate and 512-cement concrete.
The details of the present invention are explained in further detail below with reference to the drawings and examples.
Detailed Description
The following embodiments of the present invention are provided, and it should be noted that the present invention is not limited to the following embodiments, and all equivalent changes based on the technical solutions of the present invention are within the protection scope of the present invention.
Example 1:
this embodiment provides a tower anchor-pier anchor combined rapid construction method for a self-anchored suspension bridge, which, as shown in fig. 1 to 9, uses a combination of a tower beam thrust connector 13 and a pier beam thrust connector 14 to construct the self-anchored suspension bridge;
the structure of the tower beam thrust connecting device 13 is the same as that of the pier beam thrust connecting device 14;
the method comprises the following steps:
step one, synchronously constructing a side span main beam 6 and a bridge tower 7;
step 1.1, performing foundation treatment on the foundation of the bridge tower 7 and the bridge pier 12, and constructing the foundation of the bridge tower 7, the foundation of the bridge pier 12, the bridge tower 7 and the bridge pier 12;
step 1.2, setting a side span support 11, and constructing a side span main beam 6 on the support 11 to complete the construction of the side span main beam 6;
step 1.3, a main beam steel-concrete joint section is poured on the support 11, and a prestress steel beam of the joint section is tensioned.
Step two, mounting a tower beam thrust connecting device 13 to temporarily connect the side span main beam 6 with the bridge tower 7;
step 2.1, fixedly mounting a tower end thrust preventer 4 on a tower end pressure-bearing steel plate 2 on the side span side of the front face of a tower column of the bridge tower 7;
step 2.2, installing a thrust transmitter 5, respectively welding a circumferential reinforcing plate 511, a first end bearing plate 508 and a second end bearing plate 509 on the outer wall of the outer cylinder 501 and the end faces of the outer cylinder 501 and the inner cylinder 502, then filling dried sand 504 in the sand cavity 503, installing the inner cylinder 502 in the sand cavity 503 after vibrating and compacting, pressing the inner cylinder on the sand 504, ensuring that no gap exists in the sand cavity 503 and the sand 504 is pre-pressed tightly, and then sealing the gap between the side walls of the outer cylinder 501 and the inner cylinder 502 by using a rubber sealing layer 505; after assembly, the thrust transducer 5 is horizontally and fixedly mounted, that is, the first end bearing plate 508 of the outer cylinder is fixedly connected with the end face of the tower end thrust resistor 4 through the reserved connecting hole 510 and the bolt, and if sand grains 504 in the sand cavity 503 are not densely filled, the sand inlet valve 506 can be opened for sand filling;
and 2.3, fixedly mounting a beam end pushing stopper 3 on the beam end reserved plate 1 on the outer side of the web of the side span main beam 6, and ensuring that the second end bearing plate 509 of the inner cylinder 502 completely pushes against the end surface of the beam end pushing stopper 3 to form a thrust conduction support so as to realize temporary anchoring of the tower beam.
Step three, erecting a main cable 8, and hoisting 60% of midspan girder 9 beam sections, so that horizontal component force applied to the side span girder 6 by the main cable 8 is jointly borne by the bridge tower 7;
the concrete process of the third step is as follows:
step 3.1, erecting a catwalk, installing a main cable saddle and a rotating cable saddle and adjusting pre-deviation; erecting a main cable 8 on the catwalk, and installing a suspender 10 on the main cable 8;
step 3.2, hoisting the mid-span main beam 9, and transmitting the horizontal component force applied to the side-span main beam 6 by the main cable 8 to the bridge tower 7 through the tower beam thrust connecting device 13 for bearing; synchronously tensioning a suspender 10 on the main span girder 6 section for the first time, and controlling the pushing amount of a main cable saddle according to a target to balance the horizontal tension of a main cable 8 in the midspan and the side span; hoisting 60% of the midspan girder 9 beam sections.
Step four, installing the pier beam anti-thrust connecting device 14 according to the method in the step two, and temporarily connecting the side span main beam 6 with the pier 12;
step five, hoisting the rest number of beam sections of the mid-span main beam 9 according to the method in the step three, so that the horizontal component force applied to the side-span main beam 6 by the main cable 8 is jointly borne by the bridge tower 7 and the bridge pier 12;
and step six, removing the pier beam thrust connecting device and the tower beam thrust connecting device in sequence to complete system conversion.
Step 6.1, removing the pier beam thrust connecting device 14:
opening a sand discharge valve 507 and a sand inlet valve 506, if sand grains 504 can not automatically flow out under the action of gravity, poking the sand discharge valve 507 at the lower side from the sand inlet valve 506 at the upper side by using steel bars, so that the sand grains can be smoothly discharged from the sand discharge valve 507, and meanwhile, slowly retracting the inner cylinder 502 under the action of longitudinal thrust;
when the sand grains 504 stop flowing out, loosening the bolts at the reserved connecting holes 510, removing the thrust transmitter 5, and dismantling the beam-end thrust preventer 3 and the tower-end thrust preventer 4, wherein the beam-end thrust preventer 3 is used as a sling anchor box to be reused in the subsequent construction process;
step 6.2, dismantling the tower beam thrust connecting device 13:
the tower beam thrust connection 13 is removed in the same way as in step 6.1.
In this embodiment, the system conversion means that after the hoisting construction of the mid-span girder is completed, the gap between the closure openings is adjusted to complete the circular weld welding operation, and the thrust transmitters in the pier-girder thrust connection device and the tower-girder thrust connection device are sequentially and slowly unloaded, so that the horizontal forces of the main cables borne by the pier and the bridge tower are all transferred to the mid-span girder, and the system conversion is completed.
And step seven, tensioning the suspender 10, and removing the bracket 11 to finish construction.
The concrete process of the seventh step is as follows:
7.1, performing anticorrosion construction on the main cable 8, dismantling the catwalk, and performing second tensioning on the suspender 10 of the side-span main beam 6;
and 7.2, removing the side span support 11 to complete full-bridge construction.
Specifically, the tower beam thrust connecting device 13 comprises a beam end reserved steel plate 1 and a tower end pressure-bearing steel plate 2, wherein the beam end reserved steel plate 1 and the tower end pressure-bearing steel plate 2 are arranged in a mutually perpendicular manner, a beam end thrust stopper 3 is fixedly arranged on the beam end reserved steel plate 1, a tower end thrust stopper 4 is fixedly arranged on the tower end pressure-bearing steel plate 2, and a thrust transmitter 5 is arranged between the beam end thrust stopper 3 and the tower end thrust stopper 4;
the thrust transducer 5 comprises an outer cylinder 501 and an inner cylinder 502, wherein one end of the outer cylinder 501 is open, two ends of the inner cylinder 502 are closed, the closed end of the outer cylinder 501 is installed on the tower end thrust resistor 4, one end of the inner cylinder 502 is installed on the beam end thrust resistor 3, the other end of the inner cylinder 502 is inserted into the open end of the outer cylinder 501, so that a sand cavity 503 is formed in the outer cylinder 501, and sand grains 504 are filled in the sand cavity 503; a rubber sealing layer 505 is arranged between the other end of the inner cylinder 502 and the inner wall of the outer cylinder 501;
the outer cylinder 501 is provided with a sand inlet valve 506 and a sand discharge valve 507 which are communicated with the sand cavity 503.
As a preferable scheme of this embodiment, the closed end of the outer cylinder 501 is mounted on the tower end stopper 4 through a first end bearing plate 508, and one end of the inner cylinder 502 is supported on the beam end stopper 3 through a second end bearing plate 509; the first end bearing plate 508 is provided with a reserved connecting hole 510. Through the end face fixed connection of bolt and tower end resistance pusher, restrict the vertical displacement of thrust conduction ware 5, convenient construction.
As a preferable mode of this embodiment, a circumferential reinforcing plate 511 is provided on the outer wall of the outer cylinder 501 at a position near the open end. The safety and stability of the outer cylinder 501 in the force transmission process are ensured.
In a preferred embodiment of the present invention, cement concrete 512 is poured into the inner cylinder 502. Such that the inner barrel 502 has a strong axial compression resistance.
As a preferable proposal of the embodiment, the size of the gap between the inner wall of the outer cylinder 501 and the outer wall of the inner cylinder 502 is controlled within the range of 1 to 2 mm. Avoid the phenomenon of 'blocking' caused by too small clearance or the phenomenon of 'sand overflow' caused by too large clearance.
As a preferable scheme of the embodiment, the end part of the beam-end reserved steel plate 1 of the tower beam thrust connecting device 13 is preset with anti-push steel sections 15 penetrating through the side span main beam 6 in the transverse bridge direction. The anti-pushing capacity is enhanced.
In this embodiment, the beam-end stopper 3 includes an anchor front plate 301 and an anchor rear plate 302, a parallel top plate 303 and a parallel bottom plate 304 are horizontally disposed between the anchor front plate 301 and the anchor rear plate 302, and a horizontal stiffener 305 parallel to the top plate 303 is disposed between the top plate 303 and the bottom plate 304; a pair of parallel outer webs 306 are vertically arranged between the anchoring front plate 301 and the anchoring rear plate 302, an inner web 307 parallel to the outer webs 306 is arranged between the pair of outer webs 306, and the outer webs 306 and the inner web 307 are horizontally staggered with the top plate 303, the bottom plate 304 and the horizontal stiffening plate 305; continuous longitudinal stiffening ribs 308 are arranged between the anchoring front plate 301 and the anchoring rear plate 302, so that smooth transmission of axial force is ensured; quarter-circle overweld holes 309 are reserved on the inner web 307, the outer web 306 and the longitudinal stiffening ribs 308 on the side close to the anchoring back plate 302, so that the welding quality is ensured, and the stress concentration is reduced. The beam end pushing stopper 3 is in a sling steel anchor box form and is of an all-welded structure.
In this embodiment, the cross-sectional profile of the tower-end pushing stopper 4 is a right trapezoid structure, and includes a plurality of transverse plates 401 and a plurality of longitudinal plates 402 that are perpendicular to each other and staggered, the transverse plates 401 are located at the top and bottom edges of the right trapezoid and at the positions parallel to the top edge, and the oblique side of the right trapezoid is provided with an oblique plate 403 that is fixedly connected to the transverse plates 401. The preferred transverse plates 401 are 4 and the longitudinal plates 402 are 5.
In this embodiment, the beam-end reserved steel plate 1 and the tower-end pressure-bearing steel plate 2 are arranged perpendicular to each other, the beam-end push stopper 3 is installed on the side surface of the beam-end reserved steel plate 1, and the tower-end push stopper 4 is fixed on the front surface of the tower-end pressure-bearing steel plate 2.
It should be noted that, besides different structures of the force transmission support, the overall structure design of the tower beam thrust connector of the invention is obviously changed on the basis of the prior art, and is in a bracket structure, and particularly, for the tower anchor part, the tower end thrust stopper is fixedly arranged on the front surface of the tower column, so that the tower end thrust stopper is prevented from sliding under the action of huge thrust, the stability and the safety of the whole temporary connector in the force transmission process are improved, and the local stress condition of the tower column is also obviously improved.
In this embodiment, the horizontal gap between the inner side of the tower column of the bridge tower 7 of the self-anchored suspension bridge and the outer side of the web of the side span main beam 6 is less than 150 cm.
Claims (9)
1. A tower anchor-pier anchor combined rapid construction method of a self-anchored suspension bridge is characterized in that the method adopts the combination of a tower beam thrust connecting device (13) and a pier beam thrust connecting device (14) to construct the self-anchored suspension bridge;
the structure of the tower beam thrust connecting device (13) is the same as that of the pier beam thrust connecting device (14);
the method comprises the following steps:
firstly, synchronously constructing a side span main beam (6) and a bridge tower (7);
step two, installing a tower beam thrust connecting device (13) to temporarily connect the side span main beam (6) with the bridge tower (7);
thirdly, erecting a main cable (8), and hoisting 60% of the beam sections of the mid-span main beams (9) so that the horizontal component force applied to the side-span main beams (6) by the main cable (8) is jointly borne by the bridge tower (7);
step four, installing the pier beam anti-thrust connecting device (14) according to the method in the step two, and temporarily connecting the side span main beam (6) with the pier (12);
step five, hoisting the rest midspan girder (9) sections according to the method in the step three, so that the horizontal component force applied to the side span girder (6) by the main cable (8) is jointly borne by the bridge tower (7) and the bridge pier (12);
step six, dismantling the pier beam thrust connecting device and the tower beam thrust connecting device in sequence to complete system conversion;
tensioning the hanger rod (10), and removing the bracket (11) to finish construction;
the tower beam thrust connecting device (13) comprises a beam end reserved steel plate (1) and a tower end pressure-bearing steel plate (2), wherein the beam end reserved steel plate (1) and the tower end pressure-bearing steel plate (2) are arranged perpendicularly to each other, a beam end thrust stopper (3) is fixedly installed on the beam end reserved steel plate (1), a tower end thrust stopper (4) is fixedly installed on the tower end pressure-bearing steel plate (2), and a thrust transmitter (5) is arranged between the beam end thrust stopper (3) and the tower end thrust stopper (4);
the thrust transducer (5) comprises an outer cylinder (501) and an inner cylinder (502), one end of the outer cylinder (501) is open, two ends of the inner cylinder (502) are closed, the closed end of the outer cylinder (501) is installed on the tower end thrust resistor (4), one end of the inner cylinder (502) is installed on the beam end thrust resistor (3), the other end of the inner cylinder (502) is inserted into the open end of the outer cylinder (501) to form a sand cavity (503) in the outer cylinder (501), and sand grains (504) are filled in the sand cavity (503); a rubber sealing layer (505) is arranged between the other end of the inner cylinder (502) and the inner wall of the outer cylinder (501);
the outer barrel (501) is provided with a sand inlet valve (506) and a sand discharge valve (507) which are communicated with the sand cavity (503).
2. The combined tower anchor-pier anchor rapid construction method of the self-anchored suspension bridge as claimed in claim 1, wherein the closed end of the outer cylinder (501) is mounted on the tower end thrust brake (4) through the first end bearing plate (508), and one end of the inner cylinder (502) is supported on the beam end thrust brake (3) through the second end bearing plate (509); a reserved connecting hole (510) is formed in the first end bearing plate (508);
and a circumferential reinforcing plate (511) is arranged on the outer wall of the outer cylinder (501) and is close to the open end.
3. The combined tower anchor-pier anchor rapid construction method of the self-anchored suspension bridge according to claim 1, characterized in that the end of the beam-end reserved steel plate (1) of the tower beam thrust connection device (13) is preset with anti-push steel sections (15) which penetrate through the side span main beam (6) in the transverse direction.
4. The combined rapid construction method of tower anchor and pier anchor of self-anchored suspension bridge as claimed in claim 1, wherein the horizontal clearance between the inside of tower column of bridge tower (7) and the outside of web of side span main beam (6) of self-anchored suspension bridge is less than 150 cm.
5. The combined rapid construction method of the anchor tower and the anchor pier of the self-anchored suspension bridge as claimed in claim 1, wherein the specific process of the step one is as follows:
step 1.1, performing foundation treatment on the foundation of the bridge tower (7) and the bridge pier (12), and constructing the foundation of the bridge tower (7), the foundation of the bridge pier (12), the bridge tower (7) and the bridge pier (12);
step 1.2, setting a side span support (11), constructing a side span main beam (6) on the support (11), and finishing the construction of the side span main beam (6);
step 1.3, a main beam steel-concrete joint section is poured on the support (11), and a prestress steel beam of the joint section is tensioned.
6. The tower anchor-pier anchor combined rapid construction method of the self-anchored suspension bridge as claimed in claim 1, wherein the specific process of the second step is as follows:
step 2.1, fixedly mounting a tower end thrust stopper (4) on a tower end pressure-bearing steel plate (2) on the side span side of the front face of a tower column of the bridge tower (7);
step 2.2, installing a thrust transmitter (5), firstly welding a circumferential reinforcing plate (511), a first end bearing plate (508) and a second end bearing plate (509) on the outer wall of the outer barrel (501) and the end faces of the outer barrel (501) and the inner barrel (502) respectively, then filling dried sand grains (504) in the sand cavity (503), installing the inner barrel (502) in the sand cavity (503) to be pressed on the sand grains (504) after vibrating compaction, ensuring that no gap exists in the sand cavity (503) and the sand grains (504) are tightly pre-compacted, and then sealing the gap between the outer barrel (501) and the side wall of the inner barrel (502) by using a rubber sealing layer (505); after assembly is completed, horizontally and fixedly mounting the thrust transmitter (5), namely fixedly connecting a first end bearing plate (508) of the outer barrel with the end surface of the tower end thrust stopper (4) through a reserved connecting hole (510) and a bolt, and opening a sand inlet valve (506) to fill sand and compact if sand grains (504) in a sand cavity (503) are not densely filled;
and 2.3, fixedly mounting a beam end pushing stopper (3) on the beam end reserved plate (1) on the outer side of the web of the side span main beam (6), and ensuring that the second end bearing plate (509) of the inner cylinder (502) is completely propped against the end face of the beam end pushing stopper (3) to form a thrust transmission support and realize temporary anchoring of the tower beam.
7. The combined tower anchor-pier anchor rapid construction method of the self-anchored suspension bridge as claimed in claim 1, wherein the concrete process of step three is:
step 3.1, erecting a catwalk, installing a main cable saddle and a rotating cable saddle and adjusting pre-deviation; erecting a main cable (8) on the catwalk, and installing a suspender (10) on the main cable (8);
step 3.2, hoisting the mid-span main beam (9), and transmitting the horizontal component force applied to the side-span main beam (6) by the main cable (8) to the bridge tower (7) through the tower beam thrust connecting device (13) for bearing; synchronously tensioning a suspender (10) on the side span main beam (6) for the first time, and controlling the pushing amount of a main cable saddle according to a target to balance the horizontal tension of a middle span main cable (8) and a side span main cable (8); hoisting 60% of the beam sections of the midspan main beams (9).
8. The combined rapid construction method of the tower anchor and pier anchor of the self-anchored suspension bridge as claimed in claim 2, wherein the concrete process of the step six is:
step 6.1, dismantling the pier beam thrust connecting device (14):
opening a sand discharge valve (507) and a sand inlet valve (506), if sand grains (504) cannot automatically flow out under the action of gravity, poking the sand discharge valve (507) at the lower side from the sand inlet valve (506) at the upper side by using steel bars, so that the sand grains can be smoothly discharged from the sand discharge valve (507), and meanwhile, slowly retracting the inner cylinder (502) under the action of longitudinal thrust;
when the sand grains (504) stop flowing out, loosening bolts at the reserved connecting holes (510), removing the thrust transmitter (5), and dismantling the beam-end thrust preventer (3) and the tower-end thrust preventer (4), wherein the beam-end thrust preventer (3) is used as a sling anchor box to be reused in the subsequent construction process;
step 6.2, dismantling the tower beam thrust connecting device (13):
and (4) removing the tower beam thrust connection device (13) by adopting the same method as the step 6.1.
9. The combined rapid construction method of the tower anchor and pier anchor of the self-anchored suspension bridge as claimed in claim 1, wherein the concrete process of step seven is:
7.1, performing anticorrosion construction on the main cable (8), dismantling the catwalk, and tensioning the suspender (10) of the side-span main beam (6) for the second time;
and 7.2, dismantling the side span support (11) to complete full-bridge construction.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201811060774.8A CN109137739B (en) | 2018-09-12 | 2018-09-12 | Tower anchor-pier anchor combined rapid construction method of self-anchored suspension bridge |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201811060774.8A CN109137739B (en) | 2018-09-12 | 2018-09-12 | Tower anchor-pier anchor combined rapid construction method of self-anchored suspension bridge |
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| CN109137739B true CN109137739B (en) | 2020-02-07 |
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| CN109972493A (en) * | 2019-03-15 | 2019-07-05 | 浙江省交通规划设计研究院有限公司 | A kind of self-anchored suspension bridge design and construction method of First cable later girder |
| CN109972494B (en) * | 2019-04-01 | 2021-01-08 | 浙江省交通规划设计研究院有限公司 | Design and construction method of large-segment hoisting self-anchored suspension bridge with hinges between segments |
| CN110067183A (en) * | 2019-05-31 | 2019-07-30 | 中交一公局第三工程有限公司 | Fixed assembly and cable beam method for synchronously constructing |
| CN110644351A (en) * | 2019-09-26 | 2020-01-03 | 贵州桥梁建设集团有限责任公司 | Assembled combined stop block of cable-stayed bridge and use method thereof |
| CN112962455B (en) * | 2021-01-31 | 2023-01-24 | 浙江交通职业技术学院 | Cable-first-beam-second segment hoisting self-anchored suspension bridge construction method |
| CN113202025A (en) * | 2021-03-24 | 2021-08-03 | 中交第二航务工程局有限公司 | Multi-station installation method for main beam of steel truss girder suspension bridge |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102021887A (en) * | 2010-09-16 | 2011-04-20 | 长沙理工大学 | Suspender tensioning method of double-tower single-span self-anchored suspension bridge with high-cross dip and spatial cable |
| CN102296525B (en) * | 2011-05-31 | 2013-09-11 | 中铁大桥勘测设计院有限公司 | Support system mixed combined beam cable-stayed bridge and construction method thereof |
| CN102392416A (en) * | 2011-11-01 | 2012-03-28 | 中铁六局集团有限公司 | Pier-beam temporary consolidation post-installed fastening system construction method |
| CN103233427B (en) * | 2013-04-27 | 2015-04-22 | 长沙理工大学 | Sling tensioning and system conversion method for double-tower three-span plane main cable self-anchorage type suspension bridge |
| CN104652285B (en) * | 2015-01-21 | 2016-02-10 | 长安大学 | Large span self-anchored suspension bridge construction method for hanging and tower beam temporary anchoring device |
| US9714490B2 (en) * | 2015-06-09 | 2017-07-25 | 1910623 Alberta Ltd. | Bridge |
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