CN111560854A - Single-point buckling and hanging construction method and single-point buckling and hanging construction system for steel truss arch bridge - Google Patents
Single-point buckling and hanging construction method and single-point buckling and hanging construction system for steel truss arch bridge Download PDFInfo
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- CN111560854A CN111560854A CN202010448811.3A CN202010448811A CN111560854A CN 111560854 A CN111560854 A CN 111560854A CN 202010448811 A CN202010448811 A CN 202010448811A CN 111560854 A CN111560854 A CN 111560854A
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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
- E01D4/00—Arch-type bridges
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Abstract
The invention discloses a single-point buckling and hanging construction method and a single-point buckling and hanging construction system for a steel truss arch bridge, wherein the construction method comprises the following steps: assembling the segments of the side span arch rib, then installing the mid-span truss arch rib in a suspended manner to a set position, wherein the set position is a position at which the downward deflection and/or the internal stress of the front end point of the mid-span truss arch rib reach a set upper limit in a cantilever state; assembling sections of the sling tower, installing a front buckling rope and a rear anchor rope, and completing primary tensioning construction when a buckling point of the front buckling rope is located at a set position; continuously installing mid-span truss arch ribs in a suspended manner to a closure opening, completing second tensioning construction, then hoisting closure sections, and closing the mid-span truss arch ribs; and (5) constructing a closure from the main beam of the bridge deck to the main beam. The invention adopts single-point buckling construction, can obviously shorten the construction period of the steel truss arch bridge and reduce the construction cost. The buckling point of the front buckling rope is arranged at a specific position of the arch rib in a cantilever state, so that the internal force control and linear adjustment of the truss arch rib by single-point buckling are realized.
Description
Technical Field
The application belongs to the technical field of bridge construction, and particularly relates to a steel truss arch bridge single-point buckling and hanging construction method and a single-point buckling and hanging construction system.
Background
The steel truss arch bridge generally adopts a construction method of arch-first and girder-second suspension splicing installation, and the monitoring and adjustment of arch rib internal stress and line shape are generally realized by obliquely pulling and buckling when an arch rib truss steel structure is constructed.
During installation construction of conventional steel structure arch bridge by suspension assembly, according to structural characteristics of an arch rib, the construction control system is buckled at multiple points, namely, a plurality of buckling points (at least 3 points) are arranged on the arch rib, a sling tower frame and the arch rib are connected through a plurality of front buckling cables, a plurality of anchoring points are usually arranged, traction counter-force is provided for the sling tower frame through a plurality of rear anchor cables, and therefore the internal stress of the arch rib and the linear monitoring and adjustment are ensured in the installation construction process. In the prior art, when multi-point buckling construction is carried out, the construction period is long, and a large amount of construction funds are consumed.
Disclosure of Invention
In order to solve the technical problems, the invention provides a single-point buckling and hanging construction method and a single-point buckling and hanging construction system for a steel truss arch bridge, which adopt single-point buckling and hanging construction to shorten the construction period and reduce the construction cost.
The technical scheme adopted for achieving the aim of the invention is that the construction method for single-point buckling and hanging of the steel truss arch bridge comprises the following steps:
assembling side span arch ribs at two ends along the bridge direction;
installing a mid-span truss arch rib on the assembled side-span arch rib in a suspended manner to a set position, wherein the set position is a position at which the deflection amount and/or the internal stress of the front end point of the mid-span truss arch rib reach a set upper limit in a cantilever state of the mid-span truss arch rib;
assembling a sling tower frame, installing a front buckling cable and a rear anchor cable, installing the front buckling cable between the mid-span truss arch rib and the sling tower frame, locating a buckling point of the front buckling cable at the set position, connecting the rear anchor cable with the sling tower frame, and adjusting cable force of the front buckling cable and the rear anchor cable so that the internal stress and the linear shape of the mid-span truss arch rib both meet the design requirements;
continuing to assemble and install the mid-span truss arch rib in a suspended mode until the mid-span truss arch ribs on the two side-span arch ribs reach closure openings, adjusting the cable force of the front buckling cable and the rear anchor cable again, and monitoring and adjusting the line shape of the mid-span truss arch rib to meet the closure requirement;
hoisting a closure section between the mid-span truss arch ribs on the two side-span arch ribs, wherein the mid-span truss arch ribs are closed;
and (5) constructing a closure from the main beam of the bridge deck to the main beam.
Further, the spliced sling tower comprises: and assembling a sling tower on the side span arch rib.
Further, the assembling a sling tower on the side span arch rib comprises: and installing a sling tower hinged support on the side span arch rib, and completing the segment assembly of the sling tower on the sling tower hinged support.
Further, the installing a sling tower anchor on the side span arch rib comprises: and installing a sling tower hinged support at the position of the side span arch rib opposite to the pier close to the mid-span truss arch rib.
Further, said connecting said rear anchor line with said cable tower comprises: and arranging anchoring points on the side span arch ribs, and respectively connecting two ends of the rear anchor cable with the sling tower and the anchoring points.
Further, the setting of an anchoring point on the side span arch rib comprises: the anchoring points are provided at positions of the side span arch rib opposite to piers far from the mid-span truss arch rib.
Further, the installation is detained cable and back anchor rope before, still includes: and arranging anchor boxes at the buckling and hanging points and the anchoring points, wherein the front buckling cable and the rear anchor cable are respectively connected with the mid-span truss arch rib and the side-span arch rib through the anchor boxes.
Further, assemble along the side span arch rib at bridge to both ends, include: arranging temporary side span supports, and assembling side span arch ribs at two ends in the bridge direction on the temporary side span supports;
construction bridge floor girder closes dragon to the girder, includes: and after the mid-span truss arch ribs are closed, installing a horizontal tie bar on the mid-span truss arch ribs, and then constructing a bridge deck girder to girder closed.
Based on the same inventive concept, the invention also provides a single-point buckling construction system applied to the steel truss arch bridge, which comprises a sling tower frame, a front buckling rope and a rear anchor rope, wherein: the sling tower is arranged on the side span arch rib of the steel truss arch bridge;
the front buckling cable is connected with the sling tower and a mid-span truss arch rib of the steel truss arch bridge, a buckling point of the front buckling cable is located at a set position of the mid-span truss arch rib, and the set position is a position where the deflection amount and/or the internal stress of the front end point of the mid-span truss arch rib reach a set upper limit in a cantilever state of the mid-span truss arch rib;
the rear anchor cable connects the sling tower with the side span arch rib to provide a pulling counter force to the sling tower.
Optionally, the sling tower is mounted on a sling tower hinged support, and the sling tower hinged support is disposed at a position of the side-span arch rib opposite to a pier close to the mid-span truss arch rib;
and the anchoring point of the rear anchor cable is positioned at the position of the side span arch rib opposite to the pier far away from the mid-span truss arch rib.
According to the technical scheme, the construction is suspended when the mid-span truss arch rib is installed to a certain specific position (set position) in a suspension mode, and the single-point buckling construction system is installed. In the construction process, the specific meaning of the specific position is that the arch rib is always in a cantilever state in the construction process before closure, the internal stress and deflection of the cantilever beam (mid-span truss arch rib) are increasingly large along with the construction, when the construction is carried out to a certain position, at least one index in the internal stress and deflection of the cantilever beam (mid-span truss arch rib) reaches the design upper limit of the construction, if the construction is continued, the cantilever beam can be deformed due to the overlarge stress or the front end is seriously deformed, and the critical position is the set position of the invention.
The single-point buckling construction system is only provided with one buckling point and one anchoring point, namely the sling tower frame is jointly pulled through a front buckling rope and a rear anchor rope, the front buckling rope is used for pulling the arch rib in the cantilever state in the construction process, the buckling point of the front buckling rope is located at the set position, the arch rib can be guaranteed to be always installed to the closure position in the cantilever state in a suspended and spliced mode, the rear anchor rope provides pulling counter force for the sling tower frame through single-point buckling, the internal force control and linear adjustment of the truss arch rib are achieved, and the internal stress and the linear shape of the truss arch rib meet the design requirements.
In the prior art, in order to realize the internal force control and linear adjustment of the truss arch rib, multi-point buckling is adopted, each buckling point needs to stop hoisting construction operation, a front buckling rope is installed and tensioning operation is completed, the internal force of the arch rib and the linear shape of the arch rib are measured again, and the traction construction of a single buckling point usually needs 3-5 days. The construction material cost is greatly increased due to the multi-point buckling, and because the sling tower frame is jointly drawn by the front buckling ropes and the rear anchor ropes, when the cable force of one front buckling rope is adjusted, the stress condition of other front buckling ropes can be changed, the cable force of other front buckling ropes needs to be adjusted correspondingly sometimes, so that the integral stress of the multi-point buckling construction system is stable, the repeated installation buckling ropes and tensioning adjustment construction are realized, and the tensioning construction generated by the synergistic effect of the front buckling ropes consumes a large number of construction periods. The sling tower disclosed by the invention is pulled together by the front buckling rope and the rear anchor rope, so that the construction period is short, and the tension construction caused by the synergistic action of the front buckling ropes can not be introduced.
Compared with the prior art, the single-point buckling construction method and the single-point buckling construction system for the steel truss arch bridge provided by the invention adopt single-point buckling construction, have short construction period due to less buckling points, do not introduce tensioning construction generated by the synergistic action of a plurality of front buckling cables, can obviously shorten the construction period of the steel truss arch bridge and reduce the construction cost. The buckling point of the front buckling rope is arranged at a specific position of the arch rib in a cantilever state, so that the internal force control and linear adjustment of the truss arch rib by single-point buckling are realized.
Drawings
Fig. 1 is a first implementation schematic diagram of a steel truss arch bridge single-point buckling construction method in embodiment 1 of the present invention;
fig. 2 is a second schematic view of an implementation of the steel truss arch bridge single-point buckling construction method in embodiment 1 of the present invention;
fig. 3 is a third schematic view of an implementation of the steel truss arch bridge single-point buckling construction method in embodiment 1 of the present invention;
fig. 4 is a fourth schematic view of the implementation of the steel truss arch bridge single-point buckling construction method in embodiment 1 of the present invention;
fig. 5 is a fifth implementation schematic diagram of the steel truss arch bridge single-point buckling construction method in embodiment 1 of the present invention;
fig. 6 is a sixth implementation schematic diagram of the steel truss arch bridge single-point buckling construction method in embodiment 1 of the present invention;
fig. 7 is a schematic structural view of a single-point buckling construction system in embodiment 2 of the present invention.
Description of reference numerals: 1-side span arch rib; 2-temporary support of the side span; 3-main bridge pier; 4-auxiliary bridge pier; 5-sling tower hinged support; 6-anchor point; 7-a mid-span truss arch rib, 7 a-a first mid-span truss arch rib section, 7 b-a second mid-span truss arch rib section, and 7 a-a closure section; 8-buckling hanging points; 9-sling tower, 91-auxiliary cable; 10-front buckle cable; 11-rear anchor cable; 12-a cable crane; 13-bridge deck girder.
Detailed Description
In order to make the present application more clearly understood by those skilled in the art to which the present application pertains, the following detailed description of the present application is made with reference to the accompanying drawings by way of specific embodiments.
Example 1:
the embodiment of the invention provides a single-point buckling and hanging construction method for a steel truss arch bridge, which is used for construction of the steel truss arch bridge, the construction method integrally adopts a construction strategy of firstly arching and then girder, and the construction method specifically comprises the following steps with reference to the following figures 1 to 7:
(1) as shown in fig. 1, the segmental assembling of the side span arch rib 1 at both ends in the bridge direction is performed.
The installation of the arch rib is performed after the construction of the bridge pier is completed, and related construction equipment, including a cable crane 12 for performing the erection of the suspended assembly, temporary supports, and the like, should be installed in place before the construction of the arch rib. In this embodiment, the temporary side span supports 2 are arranged beside the side span design position, and the segment assembly of the side span arch rib 1 is completed on the temporary side span supports 2, as shown in fig. 1. The side span temporary support 2 can be arranged in water or on the ground according to actual needs.
(2) As shown in fig. 2, the mid-span truss arch rib 7(7a) is installed in a suspended manner on the assembled side-span arch rib 1 to a set position, where the mid-span truss arch rib 7 is in a cantilever state, and the lower deflection amount and/or the internal stress of the front end point of the mid-span truss arch rib 7(7a) reach a set upper limit.
The side span arch rib 1 and the mid-span truss arch rib 7 both belong to a part of the steel truss arch bridge arch rib, the specific division is determined by the position of a pier, and after the construction of the side span arch rib 1 is completed, the construction operation of the mid-span truss arch rib 7 is continued until the construction is carried out to the set position of the mid-span truss arch rib 7, as shown in fig. 2.
The steel truss arch bridge is generally modeled by a computer before construction and subjected to stress analysis, so that the overall stress analysis and the local stress analysis are ensured, the acceptance condition of each truss is refined, and the stress condition and the deformation of the steel truss arch bridge under different structural systems in the construction process can be estimated according to the material selection condition of the steel truss arch bridge and the specific structure of the steel truss arch bridge.
In the stage of installing the mid-span truss arch rib 7(7a) in a suspended assembly mode, the arch rib is a cantilever beam system, the downward deflection of the front end of the cantilever and the internal stress of the cantilever are indexes which need to be closely monitored in the construction process, the set position selected in the embodiment is calculated by simulating a steel truss arch bridge, the downward deflection and/or the internal stress of the front end point of the mid-span truss arch rib 7 reach the position with the set upper limit in the cantilever state, in the construction process, the specific meaning of the set position is that the arch rib is always in the cantilever state in the construction process before closure, the internal stress and the deflection of the cantilever beam (the mid-span truss arch rib) are increasingly large along with the construction, when the construction reaches a certain position, at least one index in the internal stress and the deflection of the cantilever beam (the mid-span truss arch rib) reaches the design upper limit of the construction, and if the construction is continued, the cantilever beam can be deformed due, or the front end deflection deformation is serious, and the critical position is the set position of the invention.
Of course, the set position can also be determined by monitoring the downward deflection of the front end of the cantilever and the internal stress of the cantilever on site, when at least one index of the downward deflection of the front end of the cantilever and the internal stress of the cantilever reaches the allowable upper limit, the suspension installation of the mid-span truss arch rib 7(7a) is suspended, and the suspension installation of the mid-span truss arch rib 7 is continued after the buckling construction.
In a preferred embodiment, during construction of the mid-span truss ribs 7, a wind brace is typically provided between the two side mid-span truss ribs 7 to reinforce the two side mid-span truss ribs 7. The selected set position is used for buckling the front buckling rope, so that the wind brace is arranged at the set position.
(3) As shown in fig. 3 and 4, segment assembly of the sling tower 9 is completed, a front buckle cable 10 and a rear anchor cable 11 are installed, the front buckle cable 10 is installed between the mid-span truss arch rib 7 and the sling tower 9, a buckle point of the front buckle cable 10 is located at a set position, the rear anchor cable 11 is connected with the sling tower 9, cable forces of the front buckle cable 10 and the rear anchor cable 11 are adjusted, the front buckle cable 10 pulls the mid-span truss arch rib 7, the rear anchor cable 11 provides a pulling counter force for the sling tower 9, and therefore the internal stress and the line shape of the mid-span truss arch rib 7(7a) meet design requirements.
The sling tower 9 is a key structure for buckling and hanging construction, and before buckling and hanging construction, buckling and hanging construction of the mounting seat is carried out. In this embodiment, the buckling and hanging construction is performed by using an arch construction, and in the step (1), the step (2) or after the step (2), the sling tower hinged support 5, the anchoring point 6 and the buckling and hanging point 8 need to be constructed, and then the buckling and hanging construction is performed. Preferably, anchor boxes are arranged at the anchoring points 6 and the buckling points 8 and are used for connecting the front buckling cables 10 and the rear anchor cables 11 with the arch rib. The anchor box is prior art, and specific structure here is not repeated.
Specifically, referring to fig. 3, in the present embodiment, the sling tower hinge base 5 is disposed at the transition between the side-span arch rib 1 and the mid-span truss arch rib 7, and as a preferable mode, the sling tower hinge base 5 is installed at a position of the side-span arch rib 1 opposite to a pier close to the mid-span truss arch rib 7, specifically, at a position of the side-span arch rib 1 opposite to the main pier 3, and provides stable support through the main pier 3; the anchoring points 6 are arranged on the side span arch rib 1, and preferably, the anchoring points 6 are arranged at the position, opposite to the pier far away from the mid-span truss arch rib 7, of the side span arch rib 1, particularly at the position, opposite to the auxiliary pier 4, of the side span arch rib 1, and provide stable support through the auxiliary pier 4; the buckling points 8 are provided on the mid-span truss arch rib 7, specifically at the above-mentioned set positions on the mid-span truss arch rib 7.
Referring to fig. 3, after the construction of the sling tower hinged support 5, the anchoring point 6 and the buckling point 8 is completed, the segment assembly of the sling tower 9 is completed on the sling tower hinged support 5 on the side span arch rib 1, and in the segment assembly process of the sling tower 9, the stability of the assembled sling tower 9 is ensured through the auxiliary stay 91. After the construction of the tower hinged support 5 is completed, a front buckling rope 10 and a rear anchor rope 11 are installed, the mid-span truss arch rib 7 is connected with the sling tower 9 through the front buckling rope 10, a buckling point 8 of the front buckling rope 10 is located at the set position, the rear anchor rope 11 is connected with the sling tower 9, and the rear anchor rope 11 provides a drawing counter force for the sling tower 9. The front buckle cable 10 and the rear anchor cable 11 are connected to the top of the sling tower 9, and the auxiliary stay 91 can be detached after the front buckle cable 10 and the rear anchor cable 11 are installed. Because the invention is single-point buckling, only one anchoring point 6, buckling point 8, front buckling cable 10 and rear anchoring cable 11 are arranged in the same cantilever beam system.
After the front buckle cable 10 and the rear anchor cable 11 are installed, the cable force of the front buckle cable 10 and the cable force of the rear anchor cable 11 are adjusted, so that the internal stress and the line shape of the mid-span truss arch rib 7 meet the design requirements.
(4) Referring to fig. 4, the mid-span truss arch ribs 7(7b) are continuously installed in a suspended manner until the mid-span truss arch ribs 7 on the two side-span arch ribs 1 reach closure openings, the cable force of the front buckling cables 10 and the rear anchor cables 11 is adjusted again, and the line shape of the mid-span truss arch ribs 7 is monitored and adjusted to meet the closure requirement.
(5) Referring to fig. 5, the mid-span truss arch rib 7 is closed by hoisting the closed section between the mid-span truss arch ribs 7 on both side-span arch ribs 1 by the cable crane 12.
(6) Construction of the deck girders 13 to 13 closure, as shown in fig. 6.
Specifically, after the mid-span truss arch rib 7 is closed, at this time, because the bridge deck main beam is not installed yet, the arch rib still has a deformation risk due to the effect of internal stress, in this embodiment, after the mid-span truss arch rib 7 is closed, a horizontal tie bar (not shown in the figure) is installed on the mid-span truss arch rib 7, the horizontal tie bar is parallel to the bridge deck main beam and is a horizontal posture, and in order to avoid influencing the construction of the subsequent bridge deck main beam, the installation position of the horizontal tie bar should be above the design position of the bridge deck main beam.
And then constructing a bridge deck main beam 13 to a main beam 13 to close, after the main beam 13 closes, combining the cantilever beam structures on two sides of the steel truss arch bridge into a whole, converting the cantilever beam system into a stable simply supported beam system, unloading the cable force of the front buckle cable 10 and the rear anchor cable 11, and dismantling the sling tower hinged support 5, the sling tower 9, the front buckle cable 10 and the rear anchor cable 11.
Example 2:
based on the same inventive concept, the present embodiment provides a single point buckling construction system applied to a steel truss arch bridge, referring to fig. 7, the single point buckling construction system includes a sling tower 9, a front buckling rope 10 and a rear anchor rope 11, wherein:
the sling tower 9 is arranged on the side span arch rib 1 of the steel truss arch bridge, the sling tower 9 is a key structure for buckling construction, in the embodiment, the sling tower 9 is arranged at the transition part of the side span arch rib 1 and the mid-span truss arch rib 7, as a preferable mode, the sling tower 9 is arranged at the position of the side span arch rib 1 opposite to a pier close to the mid-span truss arch rib 7, specifically at the position of the side span arch rib 1 opposite to the main pier 3, and stable support is provided through the main pier 3.
Specifically, in the present embodiment, a sling tower anchor 5 is installed on the side-span arch rib 1 at a position opposite to a pier near the mid-span truss arch rib 7, and the sling tower 9 and the sling tower anchor 5 are connected to the side-span arch rib 1.
The front buckling cable 10 is used for connecting the sling tower 9 with the mid-span truss arch rib 7 of the steel truss arch bridge, the buckling point 8 of the front buckling cable 10 is located at the set position of the mid-span truss arch rib 7, and the set position is the position where the deflection amount and/or the internal stress of the front end point of the mid-span truss arch rib 7 reach the set upper limit under the cantilever state of the mid-span truss arch rib 7. The set position can be calculated by simulating a steel truss arch bridge by a computer, and can also be determined by monitoring the downward deflection quantity of the front end of the cantilever and the internal stress of the cantilever on site, and when the downward deflection quantity of the front end of the cantilever and the internal stress of the cantilever reach the allowable upper limit, the current front end of the cantilever is determined to be the set position.
During construction, the specific meanings of the set positions are as follows: the arch rib is always in a cantilever state in the construction process before closure, the internal stress and deflection of the cantilever beam (mid-span truss arch rib) are larger and larger along with the construction, when the construction is carried out to a certain position, the internal stress and/or deflection of the cantilever beam (mid-span truss arch rib) reach the design upper limit of the construction, if the construction is continued, the cantilever beam can be deformed due to overlarge stress or the front end is seriously deflected and deformed, and the critical position is the set position of the embodiment of the invention.
The buckling point 8 of the front buckling cable 10 is positioned at the set position of the mid-span truss arch rib 7, so that the internal force control and linear adjustment of the truss arch rib by single-point buckling can be realized. In this embodiment, an anchor box is arranged at the buckling point 8, and the front buckling rope 10 is connected with the mid-span truss arch rib 7 through the anchor box.
Rear anchor lines 11 connect the cable towers 9 with the side span ribs 1 to provide a pulling reaction to the cable towers 9. The anchor points 6 of the rear anchor lines 11 may be provided either on the rib or on the temporary support or on the ground.
In the present embodiment, the anchoring points 6 of the rear anchor cables 11 are provided on the side span arch rib 1, and preferably, the anchoring points 6 are installed at positions of the side span arch rib 1 opposite to the bridge pier far from the mid-span truss arch rib 7, specifically, at positions of the side span arch rib 1 opposite to the auxiliary bridge pier 4, and provide stable support by the auxiliary bridge pier 4. The anchoring point 6 is also provided with an anchor box, and the rear anchor cable 11 is connected with the side span arch rib 1 through the anchor box.
The structures of the sling tower hinged support 5, the anchor box, the sling tower 9, the front buckle cable 10 and the rear anchor cable 11 are the same as the prior art, and detailed description is omitted here.
Application example:
a truss structure system is selected for the design of a certain steel structure arch bridge, the span is arranged to be 70 meters +240 meters +70 meters, wherein the midspan is a main navigation hole, and the navigation transportation cannot be influenced during construction. The design and the model selection of the project are steel truss arch structures, the vertical rigidity of the self structure is high, the internal stress of the truss arch rib is small under the action of the dead weight in the suspension splicing construction process, but the deflection of the front end point is large under the state of a large cantilever, and the control of main arch closure construction is not facilitated.
When the project is installed and erected on site, the two side spans are spliced by adopting the temporary supports, the mid-span arch rib is constructed by adopting a construction method of arch first and beam second and single-point inclined pulling buckle hanging and splicing, and the construction method of the embodiment 1 is particularly adopted, so that the internal stress and the line shape of the arch rib in the whole construction period meet the design requirements.
Through the embodiment, the invention has the following beneficial effects or advantages:
1) the single-point buckling construction method and the single-point buckling construction system for the steel truss arch bridge provided by the embodiment of the invention adopt single-point buckling construction, have short construction period due to less buckling points, do not introduce tensioning construction generated by the synergistic action of a plurality of front buckling cables, can obviously shorten the construction period of the steel truss arch bridge and reduce the construction cost. The buckling point of the front buckling rope is arranged at a specific position of the arch rib in a cantilever state, so that the internal force control and linear adjustment of the truss arch rib by single-point buckling are realized.
2) The steel truss arch bridge single-point buckling construction method and the single-point buckling construction system provided by the embodiment of the invention are provided with the arch suspension cable tower frame, so that the construction cost and the construction time of an independent cable tower frame foundation are reduced.
While the preferred embodiments of the present application have been described, additional variations and modifications in those embodiments may occur to those skilled in the art once they learn of the basic inventive concepts. Therefore, it is intended that the appended claims be interpreted as including preferred embodiments and all alterations and modifications as fall within the scope of the application.
It will be apparent to those skilled in the art that various changes and modifications may be made in the present application without departing from the spirit and scope of the application. Thus, if such modifications and variations of the present application fall within the scope of the claims of the present application and their equivalents, the present application is intended to include such modifications and variations as well.
Claims (10)
1. A construction method for single-point buckling and hanging of a steel truss arch bridge is characterized by comprising the following steps:
assembling side span arch ribs at two ends along the bridge direction;
installing a mid-span truss arch rib on the assembled side-span arch rib in a suspended manner to a set position, wherein the set position is a position at which the deflection amount and/or the internal stress of the front end point of the mid-span truss arch rib reach a set upper limit in a cantilever state of the mid-span truss arch rib;
assembling a sling tower frame, installing a front buckling cable and a rear anchor cable, installing the front buckling cable between the mid-span truss arch rib and the sling tower frame, locating a buckling point of the front buckling cable at the set position, connecting the rear anchor cable with the sling tower frame, and adjusting cable force of the front buckling cable and the rear anchor cable so that the internal stress and the linear shape of the mid-span truss arch rib both meet the design requirements;
continuing to assemble and install the mid-span truss arch rib in a suspended mode until the mid-span truss arch ribs on the two side-span arch ribs reach closure openings, adjusting the cable force of the front buckling cable and the rear anchor cable again, and monitoring and adjusting the line shape of the mid-span truss arch rib to meet the closure requirement;
hoisting a closure section between the mid-span truss arch ribs on the two side-span arch ribs, wherein the mid-span truss arch ribs are closed;
and (5) constructing a closure from the main beam of the bridge deck to the main beam.
2. The single-point buckling construction method of the steel truss arch bridge as claimed in claim 1, wherein: the assembly sling tower comprises: and assembling a sling tower on the side span arch rib.
3. The single-point buckling construction method of the steel truss arch bridge as claimed in claim 2, wherein: the assembling sling tower on the side span arch rib comprises: and installing a sling tower hinged support on the side span arch rib, and completing the segment assembly of the sling tower on the sling tower hinged support.
4. The single-point buckling construction method of the steel truss arch bridge as claimed in claim 3, wherein: the installation hoist cable tower free bearing on the side span arch rib includes: and installing a sling tower hinged support at the position of the side span arch rib opposite to the pier close to the mid-span truss arch rib.
5. The single-point buckling construction method of the steel truss arch bridge as claimed in any one of claims 1 to 4, wherein: said connecting said rear anchor cable with said cable tower, comprising: and arranging anchoring points on the side span arch ribs, and respectively connecting two ends of the rear anchor cable with the sling tower and the anchoring points.
6. The single-point buckling construction method of the steel truss arch bridge as claimed in claim 5, wherein: the setting of an anchoring point on the side span arch rib comprises: the anchoring points are provided at positions of the side span arch rib opposite to piers far from the mid-span truss arch rib.
7. The single-point buckling construction method of the steel truss arch bridge as claimed in claim 6, wherein: detain cable and back anchor rope before the installation still includes: and arranging anchor boxes at the buckling and hanging points and the anchoring points, wherein the front buckling cable and the rear anchor cable are respectively connected with the mid-span truss arch rib and the side-span arch rib through the anchor boxes.
8. The single-point buckling construction method of the steel truss arch bridge as claimed in claim 1, wherein: assemble along the side span arch rib at bridge to both ends, include: arranging temporary side span supports, and assembling side span arch ribs at two ends in the bridge direction on the temporary side span supports;
construction bridge floor girder closes dragon to the girder, includes: and after the mid-span truss arch ribs are closed, installing a horizontal tie bar on the mid-span truss arch ribs, and then constructing a bridge deck girder to girder closed.
9. The utility model provides a be applied to single-point knot of steel purlin arched bridge and hang construction system which characterized in that: including hoist cable pylon, preceding knot cable and back anchor rope, wherein: the sling tower is arranged on the side span arch rib of the steel truss arch bridge;
the front buckling cable is connected with the sling tower and a mid-span truss arch rib of the steel truss arch bridge, a buckling point of the front buckling cable is located at a set position of the mid-span truss arch rib, and the set position is a position where the deflection amount and/or the internal stress of the front end point of the mid-span truss arch rib reach a set upper limit in a cantilever state of the mid-span truss arch rib;
the rear anchor cable connects the sling tower with the side span arch rib to provide a pulling counter force to the sling tower.
10. The single point buckling construction system applied to the steel truss arch bridge as claimed in claim 9, wherein: the sling tower is arranged on a sling tower hinged support which is arranged at the position of the side span arch rib opposite to a pier close to the mid-span truss arch rib;
and the anchoring point of the rear anchor cable is positioned at the position of the side span arch rib opposite to the pier far away from the mid-span truss arch rib.
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