CN111395186A - Method for erecting temporary pier of large-span steel-concrete composite beam cable-stayed bridge - Google Patents
Method for erecting temporary pier of large-span steel-concrete composite beam cable-stayed bridge Download PDFInfo
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- CN111395186A CN111395186A CN202010251099.8A CN202010251099A CN111395186A CN 111395186 A CN111395186 A CN 111395186A CN 202010251099 A CN202010251099 A CN 202010251099A CN 111395186 A CN111395186 A CN 111395186A
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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
- E01D11/04—Cable-stayed 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
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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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
- E01D2101/00—Material constitution of bridges
- E01D2101/30—Metal
Abstract
The invention discloses a method for erecting a temporary pier of a large-span steel-concrete composite beam cable-stayed bridge, which comprises the following steps of: firstly, determining a temporary pier erecting position; secondly, setting boundary constraint conditions; thirdly, determining the installation time of the temporary pier; fourthly, determining the temporary pier dismantling time; and fifthly, erecting the temporary pier. The optimal supporting position of the temporary pier on the side span is determined through wind resistance performance detection, site topography, geological conditions, construction difficulty and construction safety, boundary constraint conditions are set, the mounting time and the dismounting time of the temporary pier are determined, sufficient preparation is made for subsequent temporary pier supporting, the supporting ear plates are mounted at the bottom of the steel girder, the upper supporting ear plates are matched with two lower supporting ear plates mounted on a transverse limiting frame, waist-shaped holes matched with the supporting connecting pieces are formed in the lower supporting ear plates and the upper supporting ear plates, a certain displacement change of the cable-stayed bridge in the longitudinal direction is allowed, the vertical displacement change of the steel girder is limited, and the stress is clear.
Description
Technical Field
The invention belongs to the technical field of temporary pier erection, and particularly relates to a method for erecting a temporary pier of a large-span steel-concrete composite beam cable-stayed bridge.
Background
The temporary pier is a temporary pier erected for structural stress and safety during bridge construction, and along with the continuous development of bridge design and construction technology, a large-span steel-concrete composite beam cable-stayed bridge is increasingly constructed. In the construction process of the large-span steel box girder cable-stayed bridge, a temporary pier must be arranged to ensure the safety and stability of a cable-stayed bridge body before closure. However, the newly added temporary pier causes the tower deviation to be obviously changed, the fluctuation is large, the difficulty of linear control of the large-span steel-concrete composite beam cable-stayed bridge is increased, the temporary pier bears large repeated tension and compression load in the subsequent construction process and is influenced by the horizontal component force of the stay cable and the temperature, and the large horizontal force is generated due to the improper connection design of the main beam and the temporary pier, so that the temporary pier of the large-span steel-concrete composite beam cable-stayed bridge, which has high temporary connection construction precision, small safety risk and strong operability, is absent.
Disclosure of Invention
The invention aims to solve the technical problem that the defects in the prior art are overcome, and provides a temporary pier erecting method of a large-span steel-concrete composite beam cable-stayed bridge.
In order to solve the technical problems, the invention adopts the technical scheme that: a method for erecting a temporary pier of a large-span steel-concrete composite beam cable-stayed bridge is characterized by comprising the following steps of:
step one, determining a temporary pier erecting position: constructing a large-span steel-concrete composite beam cable-stayed bridge simulation model, and detecting the wind resistance of the large-span steel-concrete composite beam cable-stayed bridge simulation model through a wind tunnel test of an equal proportion model to obtain a supporting position interval of the temporary pier on the side span under the condition that the wind resistance of the large-span steel-concrete composite beam cable-stayed bridge simulation model is improved;
determining the optimal erecting position of the temporary pier on the side span by combining site topography, geological conditions, construction difficulty and construction safety;
step two, setting boundary constraint conditions: limiting the vertical displacement and the transverse displacement of the three-span double-tower double-cable-side reinforced concrete composite beam cable-stayed bridge, and allowing the longitudinal displacement of the three-span double-tower double-cable-side reinforced concrete composite beam cable-stayed bridge along the extending direction of the bridge;
step three, determining the installation time of the temporary pier: simulating the stress of the temporary pier in the whole construction process of the beam section corresponding to the optimal erecting position of the side span, wherein the whole construction process of the beam section corresponding to the optimal erecting position of the side span of the temporary pier comprises a plurality of construction processes, and the time corresponding to the construction process with the minimum stress in the whole construction process of the beam section corresponding to the optimal erecting position of the side span is the installation time of the temporary pier;
the construction process comprises the steps of installing longitudinal beams, arranging one stay cable, erecting a bridge deck, arranging two stay cables, constructing temporary load, moving a crane forward and pouring wet joints;
step four, determining the temporary pier dismantling time: after the side span closure, simulating the change of the counterforce of the temporary pier in the whole construction process of each subsequent beam section, wherein the time corresponding to the construction procedure with the minimum counterforce of the temporary pier in the whole construction process of each subsequent beam section is the temporary pier dismounting time;
step five, erecting the temporary pier, wherein the process is as follows:
step 501, constructing a temporary pier: according to the optimal supporting position of the temporary pier on the side span, an upper supporting lug plate is installed at the bottom of the steel main beam, the temporary pier matched with the upper supporting lug plate is constructed at the lower part of the steel main beam, the temporary pier comprises a pile foundation, a steel pipe chassis, a bearing beam, a limiting mechanism and a connecting mechanism which are sequentially connected from bottom to top, the pile foundation extends into the stratum, the bearing beam comprises a transverse bearing beam arranged on the steel pipe chassis along the width direction of a cable-stayed bridge and a longitudinal bearing beam arranged on the transverse bearing beam along the length direction of the cable-stayed bridge, the limiting mechanism comprises a limiting beam transversely installed on the longitudinal bearing beam and two transverse limiting frames symmetrically installed on the limiting beam and used for limiting the connecting mechanism, the connecting mechanism comprises two lower supporting lug plates which are installed on the limiting beam and positioned on the beam section between the two transverse limiting frames, and the upper supporting lug plate extends into the area between the two lower supporting lug plates, waist-shaped holes are formed in the lower supporting lug plate and the upper supporting lug plate, and jacks are respectively arranged at two ends of the longitudinal bearing beam, which are positioned on the limiting beam;
502, in the construction process with the minimum stress in the whole process of the beam section construction corresponding to the optimal supporting position of the side span, utilizing a jack to support a supporting steel main beam and adjusting the support of the steel main beam to a specified height, after the construction process with the minimum stress in the whole process of the beam section construction corresponding to the optimal supporting position of the side span is finished, inserting a supporting connecting piece into a lower supporting lug plate and an upper supporting lug plate to complete the installation and connection of a temporary pier, and stopping the support of the jack on the supporting steel main beam;
and 503, after the side span closure, in a construction process with the minimum temporary pier counterforce in the whole actual construction process of each follow-up beam section, supporting the steel main beam by using a jack, drawing out the supporting connecting piece from the lower supporting lug plate and the upper supporting lug plate, and gradually releasing the internal force applied to the temporary pier by using the jack to finish the dismantling of the temporary pier.
The method for erecting the temporary pier of the cable-stayed bridge of the long-span steel-concrete composite beam is characterized by comprising the following steps of: the pile foundation comprises a plurality of concrete foundation columns arranged in an array mode, the steel pipe underframe comprises steel pipe columns fixed on the concrete foundation columns, the two adjacent steel pipe columns are connected through diagonal reinforcing rods, and the transverse bearing beams are installed at the bottom ends of the steel pipe columns.
The method for erecting the temporary pier of the cable-stayed bridge of the long-span steel-concrete composite beam is characterized by comprising the following steps of: in step 502, a cushion block is sleeved on the outer side of the support connecting member between the lower support ear plate and the upper support ear plate.
The method for erecting the temporary pier of the cable-stayed bridge of the long-span steel-concrete composite beam is characterized by comprising the following steps of: the cushion block is a rubber cushion block.
The method for erecting the temporary pier of the cable-stayed bridge of the long-span steel-concrete composite beam is characterized by comprising the following steps of: the transverse limiting frame comprises a transverse limiting vertical rod and a transverse inclined strut which is installed at the transverse limiting vertical rod and is far away from one end of the connecting mechanism.
The method for erecting the temporary pier of the cable-stayed bridge of the long-span steel-concrete composite beam is characterized by comprising the following steps of: and a plurality of stiffening plates are arranged at the connecting position of the transverse bearing beam and the steel pipe column, the connecting position of the transverse bearing beam and the longitudinal bearing beam, the connecting position of the limiting beam and the longitudinal bearing beam, the connecting position of the lower supporting lug plate and the position beam, and the connecting position of the upper supporting lug plate and the steel main beam.
The method for erecting the temporary pier of the cable-stayed bridge of the long-span steel-concrete composite beam is characterized by comprising the following steps of: the supporting and connecting piece is round steel, and the outer diameter of the round steel is equal to the inner width of the kidney-shaped hole.
Compared with the prior art, the invention has the following advantages:
1. the method determines the optimal erecting position of the temporary pier on the side span through wind resistance performance detection and site topography, geological conditions, construction difficulty and construction safety, sets boundary constraint conditions, determines the mounting time and the dismounting time of the temporary pier, makes full preparation for subsequent temporary pier erecting, and is convenient to popularize and use.
2. The invention uses the pile foundation and the steel pipe underframe as the temporary pier foundation, the pile foundation and the steel pipe underframe are arranged in an array form to meet the strength design requirement, the bearing beam is arranged on the temporary pier foundation as the transition connection between the temporary pier foundation and the connecting mechanism connected with the steel girder, the invention is stable and reliable, and meets the stress requirement, the connecting position of the temporary pier and the cable-stayed bridge is limited by installing the limiting mechanism on the bearing beam, the longitudinal connecting section of the steel girder is limited by using the limiting beam transversely installed on the longitudinal bearing beam, the transverse connecting section of the steel girder is limited by using two transverse limiting frames, the connecting and positioning precision is high, the connecting mechanism is matched between the lower supporting lug plates which are installed on the limiting beam and positioned on the beam section between the two transverse limiting frames and the upper supporting lug plate which is installed at the bottom of the steel girder and extends into the area between the two lower supporting, all set up on lower support otic placode and the last support otic placode with supporting connection spare complex waist shape hole, allow cable-stay bridge to have certain displacement to change on vertical, restriction steel girder vertical displacement changes, and the atress is clear and definite, is equipped with the jack simultaneously and carries out vertical fine setting for interim mound installation to install the design height, reliable stable, excellent in use effect.
3. The method has simple steps, clear stress, convenient installation and high construction speed, ensures the safety of the structure in the construction stage, ensures the effect of minimizing the stress and deformation influence of the bridge by the temporary piers through the supporting connecting pieces, has strong operability in field implementation, is convenient for the quick and accurate installation and removal of the temporary piers, does not disturb the bridge structure in the installation and removal process, and is economic in design and convenient for popularization and use because the temporary piers are temporary engineering and are removed in time after closure of a bridge.
In summary, the optimal support position of the temporary pier on the side span is determined through wind resistance performance detection, site topography, geological conditions, construction difficulty and construction safety, boundary constraint conditions are set, the installation time and the removal time of the temporary pier are determined, and sufficient preparation is made for subsequent temporary pier support.
The technical solution of the present invention is further described in detail by the accompanying drawings and embodiments.
Drawings
Fig. 1 is a schematic structural view of a temporary pier (without a jack) according to the present invention.
Fig. 2 is a left side view of fig. 1.
Fig. 3 is a view showing a state of use of the temporary pier of the present invention.
Fig. 4 is a left side view of fig. 3 (without the jack installed).
FIG. 5 is a block flow diagram of a method of the present invention.
Description of reference numerals:
1-pile foundation; 2-steel pipe column; 3-reinforcing rods;
4-transverse bearing beam; 5, longitudinal bearing beams; 6, a limiting beam;
7-transverse limiting frame; 7-1-transverse limiting vertical rod; 7-2-transverse diagonal bracing;
8, a lower supporting lug plate; 9-upper supporting ear plate; 10-a support link;
11-cushion blocks; 12-a jack; 13-steel main beam;
14-waist-shaped hole.
Detailed Description
As shown in fig. 1 to 5, the method for erecting a temporary pier of a large-span steel-concrete composite beam cable-stayed bridge according to the invention is a three-span double-tower double-cable-side steel-concrete composite beam cable-stayed bridge, and comprises the following steps:
step one, determining a temporary pier erecting position: constructing a large-span steel-concrete composite beam cable-stayed bridge simulation model, and detecting the wind resistance of the large-span steel-concrete composite beam cable-stayed bridge simulation model through a wind tunnel test of an equal proportion model to obtain a supporting position interval of the temporary pier on the side span under the condition that the wind resistance of the large-span steel-concrete composite beam cable-stayed bridge simulation model is improved;
determining the optimal erecting position of the temporary pier on the side span by combining site topography, geological conditions, construction difficulty and construction safety;
step two, setting boundary constraint conditions: limiting the vertical displacement and the transverse displacement of the three-span double-tower double-cable-side reinforced concrete composite beam cable-stayed bridge, and allowing the longitudinal displacement of the three-span double-tower double-cable-side reinforced concrete composite beam cable-stayed bridge along the extending direction of the bridge;
step three, determining the installation time of the temporary pier: simulating the stress of the temporary pier in the whole construction process of the beam section corresponding to the optimal erecting position of the side span, wherein the whole construction process of the beam section corresponding to the optimal erecting position of the side span of the temporary pier comprises a plurality of construction processes, and the time corresponding to the construction process with the minimum stress in the whole construction process of the beam section corresponding to the optimal erecting position of the side span is the installation time of the temporary pier;
the construction process comprises the steps of installing longitudinal beams, arranging one stay cable, erecting a bridge deck, arranging two stay cables, constructing temporary load, moving a crane forward and pouring wet joints;
step four, determining the temporary pier dismantling time: after the side span closure, simulating the change of the counterforce of the temporary pier in the whole construction process of each subsequent beam section, wherein the time corresponding to the construction procedure with the minimum counterforce of the temporary pier in the whole construction process of each subsequent beam section is the temporary pier dismounting time;
it should be noted that the simulation process in steps one to four is completed in the software of Midas Civil 2019.
Step five, erecting the temporary pier, wherein the process is as follows:
step 501, constructing a temporary pier: according to the optimal supporting position of the temporary pier on the side span, an upper supporting lug plate 9 is installed at the bottom of a steel main beam 13, the temporary pier matched with the upper supporting lug plate 9 is constructed at the lower part of the steel main beam 13, the temporary pier comprises a pile foundation 1, a steel pipe underframe, a bearing beam, a limiting mechanism and a connecting mechanism which are sequentially connected from bottom to top, the pile foundation 1 extends into the stratum, the bearing beam comprises a transverse bearing beam 4 arranged on the steel pipe underframe along the width direction of a cable-stayed bridge and a longitudinal bearing beam 5 arranged on the transverse bearing beam 4 along the length direction of the cable-stayed bridge, the limiting mechanism comprises a limiting beam 6 transversely installed on the longitudinal bearing beam 5 and two transverse limiting frames 7 symmetrically installed on the limiting beam 6 and used for limiting the connecting mechanism, the connecting mechanism comprises two lower supporting lug plates 8 which are installed on the limiting beam 6 and are positioned on the beam section between the two transverse limiting frames 7, the upper supporting lug plate 9 extends into the area between the two lower supporting lug plates 8, waist-shaped holes 14 are formed in the lower supporting lug plates 8 and the upper supporting lug plate 9, and jacks 12 are respectively arranged at the two ends, located on the limiting beam 6, of the longitudinal bearing beam 5;
502, in the construction process with the minimum stress in the whole process of the beam section construction corresponding to the optimal supporting position of the side span, utilizing a jack 12 to support a supporting steel main beam 13 and adjust the support of the steel main beam 13 to a specified height, after the construction process with the minimum stress in the whole process of the beam section construction corresponding to the optimal supporting position of the side span is finished, inserting a supporting connecting piece 10 into a lower supporting lug plate 8 and an upper supporting lug plate 9 to complete the installation and connection of the temporary pier, and stopping the support of the supporting steel main beam 13 by the jack 12;
after the side span closure, in a construction process with the minimum temporary pier counterforce in the whole actual construction process of each subsequent beam section, the supporting steel main beam 13 is supported by the jack 12, the supporting connecting piece 10 is pulled out from the lower supporting lug plate 8 and the upper supporting lug plate 9, and the internal force borne by the temporary pier is gradually released by the jack 12, so that the temporary pier is dismantled.
The temporary pier foundation is provided with a bearing beam as the transitional connection between the temporary pier foundation and a connecting mechanism connected with a steel main beam 13, the temporary pier foundation is stable and reliable, the stress requirement is met, the connecting positions of the temporary pier and a cable-stayed bridge are limited by installing a limiting mechanism on the bearing beam, the longitudinal connecting section of the steel main beam 13 is limited by utilizing a limiting beam 6 transversely installed on a longitudinal bearing beam 5, the transverse connecting section of the steel main beam 13 is limited by utilizing two transverse limiting frames 7, the connecting and positioning accuracy is high, and the steel main beam 13 is reliable and stable; install on spacing roof beam 6 and be located two horizontal spacing between 7 between the roof beam section under bracing otic placode 8 and one install in 13 bottoms of steel girder and stretch into the cooperation between the regional last supporting otic placode 9 between two under bracing otic placodes 8 in the coupling mechanism, all offer on under bracing otic placode and the last supporting otic placode with supporting connection spare complex waist shape hole, allow cable-stay bridge to have certain displacement change on vertical, restriction steel girder vertical displacement changes, the atress is clear and definite, be equipped with the jack simultaneously and carry out vertical fine setting for interim mound installation, in order to install the design height.
In actual operation, the supporting connecting piece 10 is pulled out from the lower supporting lug plate 8 and the upper supporting lug plate 9, so that the separation of the temporary pier and the steel main beam 13 is realized, which is equivalent to the dismantling effect of the temporary pier, and the dismantling of the pile foundation 1, the steel pipe underframe, the bearing beam, the limiting mechanism and the connecting mechanism can be realized according to actual construction gaps or manual arrangement and subsequent dismantling.
In this embodiment, the pile foundation 1 includes a plurality of concrete foundation columns that are array arrangement, the steel pipe chassis is including fixing steel-pipe column 2 on the concrete foundation column, connects through the anchor strut 3 that draws the formula to one side between two adjacent steel-pipe columns 2, and 2 bottoms at the steel-pipe column are installed to horizontal spandrel girder 4.
In this embodiment, in step 502, a cushion block 11 is sleeved on the outer side of the support connecting member 10 between the lower support ear plate 8 and the upper support ear plate 9.
In this embodiment, the cushion block 11 is a rubber cushion block.
In this embodiment, the lateral limiting frame 7 includes a lateral limiting upright rod 7-1 and a lateral inclined strut 7-2 installed at one end of the lateral limiting upright rod 7-1 far away from the connecting mechanism.
In this embodiment, a plurality of stiffening plates are arranged at the connection position of the transverse bearing beam 4 and the steel pipe column 2, the connection position of the transverse bearing beam 4 and the longitudinal bearing beam 5, the connection position of the limiting beam 6 and the longitudinal bearing beam 5, the connection position of the lower supporting ear plate 8 and the position beam 6, and the connection position of the upper supporting ear plate 9 and the steel main beam 13.
In this embodiment, the supporting and connecting member 10 is a round steel, and the outer diameter of the round steel is equal to the inner width of the kidney-shaped hole 14.
When the invention is used, the optimal support position of the temporary pier on the side span is determined through wind resistance performance detection and site topography, geological conditions, construction difficulty and construction safety, boundary constraint conditions are set, the installation time and the dismantling time of the temporary pier are determined, sufficient preparation is made for subsequent temporary pier support, an upper support lug plate 9 is arranged at the lower side of a steel main beam 13 according to the design requirement of the temporary pier, a pile foundation 1 is built in the stratum, a steel pipe column 2 is built, the steel pipe column 2 is reinforced by a reinforcing rod 3, a bearing beam consisting of a transverse bearing beam 4 and a longitudinal bearing beam 5 is fixed at the top end of the steel pipe column 2, a limiting mechanism and a jack 12 are arranged on the bearing beam, the steel main beam 13 is supported by the jack 12, the steel main beam 13 is supported and adjusted to a specified height, two lower support lug plates 8 matched with the upper support lug plate 9 are arranged on the limiting beam 6 and on the beam section between the two transverse limiting frames 7, the supporting connecting piece 10 penetrates through waist-shaped holes 14 on an upper supporting lug plate 9 and a lower supporting lug plate 8 to connect a steel main beam 13 with a temporary pier, the waist-shaped holes are formed in the lower supporting lug plate and the upper supporting lug plate to allow a cable-stayed bridge to have certain displacement change in the longitudinal direction and limit the vertical displacement change of the steel main beam, the stress is clear, a jack is simultaneously equipped to carry out vertical fine adjustment for the installation of the temporary pier so as to install the temporary pier at a designed height, the method has simple steps, clear stress, convenient installation and high construction speed, the stress and deformation influence of the temporary pier are minimized while the safety of the structure in the construction stage is ensured, the temporary pier increases the stress and deformation influence, the operability of field implementation is strong, the temporary pier is convenient to install and remove quickly and accurately, the installation and removal process does not generate disturbance on the bridge structure, in addition, the temporary pier is temporary engineering and has economic, the side span is removed in time after closing.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and all simple modifications, changes and equivalent structural changes made to the above embodiment according to the technical spirit of the present invention still fall within the protection scope of the technical solution of the present invention.
Claims (7)
1. A method for erecting a temporary pier of a large-span steel-concrete composite beam cable-stayed bridge is characterized by comprising the following steps of:
step one, determining a temporary pier erecting position: constructing a large-span steel-concrete composite beam cable-stayed bridge simulation model, and detecting the wind resistance of the large-span steel-concrete composite beam cable-stayed bridge simulation model through a wind tunnel test of an equal proportion model to obtain a supporting position interval of the temporary pier on the side span under the condition that the wind resistance of the large-span steel-concrete composite beam cable-stayed bridge simulation model is improved;
determining the optimal erecting position of the temporary pier on the side span by combining site topography, geological conditions, construction difficulty and construction safety;
step two, setting boundary constraint conditions: limiting the vertical displacement and the transverse displacement of the three-span double-tower double-cable-side reinforced concrete composite beam cable-stayed bridge, and allowing the longitudinal displacement of the three-span double-tower double-cable-side reinforced concrete composite beam cable-stayed bridge along the extending direction of the bridge;
step three, determining the installation time of the temporary pier: simulating the stress of the temporary pier in the whole construction process of the beam section corresponding to the optimal erecting position of the side span, wherein the whole construction process of the beam section corresponding to the optimal erecting position of the side span of the temporary pier comprises a plurality of construction processes, and the time corresponding to the construction process with the minimum stress in the whole construction process of the beam section corresponding to the optimal erecting position of the side span is the installation time of the temporary pier;
the construction process comprises the steps of installing longitudinal beams, arranging one stay cable, erecting a bridge deck, arranging two stay cables, constructing temporary load, moving a crane forward and pouring wet joints;
step four, determining the temporary pier dismantling time: after the side span closure, simulating the change of the counterforce of the temporary pier in the whole construction process of each subsequent beam section, wherein the time corresponding to the construction procedure with the minimum counterforce of the temporary pier in the whole construction process of each subsequent beam section is the temporary pier dismounting time;
step five, erecting the temporary pier, wherein the process is as follows:
step 501, constructing a temporary pier: according to interim mound at the best of sidespan and establish the position, support otic placode (9) in installation of steel girder (13) bottom to construct in steel girder (13) lower part and support otic placode (9) complex interim mound on, interim mound includes pile foundation (1), steel pipe chassis, spandrel girder, stop gear and the coupling mechanism that connects gradually from lower to upper, pile foundation (1) stretches into to the stratum in, the spandrel girder includes and sets up along cable-stayed bridge width direction horizontal spandrel girder (4) on the steel pipe chassis and set up along cable-stayed bridge length direction vertical spandrel girder (5) on horizontal spandrel girder (4), stop gear is used for spacingly on stop girder (6) including transversely installing spacing roof beam (6) on vertical spandrel girder (5) and two symmetries install on spacing roof beam (6) coupling mechanism's horizontal spacing frame (7), coupling mechanism includes that two are installed on spacing roof beam (6) and are located between two horizontal spacing frames (7) on the beam segment The upper supporting lug plate (9) extends into the area between the two lower supporting lug plates (8), waist-shaped holes (14) are formed in the lower supporting lug plates (8) and the upper supporting lug plate (9), and jacks (12) are respectively installed at the two ends, located on the limiting beam (6), of the longitudinal bearing beam (5);
502, in the construction process with the minimum stress in the whole process of the beam section construction corresponding to the optimal supporting position of the side span, a jack (12) is used for supporting a steel main beam (13) and supporting and adjusting the steel main beam (13) to a specified height, after the construction process with the minimum stress in the whole process of the beam section construction corresponding to the optimal supporting position of the side span is finished, a supporting connecting piece (10) is inserted into a lower supporting lug plate (8) and an upper supporting lug plate (9), the installation and connection of a temporary pier are finished, and the jack (12) is stopped from supporting the steel main beam (13);
and 503, after the side span closure, in the construction process that the counterforce of the temporary pier is minimum in the whole actual construction process of each follow-up beam section, supporting the steel main beam (13) by using a jack (12), drawing out the supporting connecting piece (10) from the lower supporting lug plate (8) and the upper supporting lug plate (9), and simultaneously gradually releasing the internal force applied to the temporary pier by using the jack (12) to finish the dismantling of the temporary pier.
2. The method for erecting the temporary pier of the cable-stayed bridge of the large-span steel-concrete composite beam according to the claim 1, is characterized in that: the pile foundation (1) comprises a plurality of concrete foundation columns arranged in an array mode, the steel pipe underframe comprises steel pipe columns (2) fixed on the concrete foundation columns, the two adjacent steel pipe columns (2) are connected through diagonal reinforcing rods (3), and the transverse bearing beam (4) is installed at the bottom ends of the steel pipe columns (2).
3. The method for erecting the temporary pier of the cable-stayed bridge of the large-span steel-concrete composite beam according to the claim 1, is characterized in that: in the step 502, a cushion pad block (11) is sleeved on the outer side of the support connecting piece (10) between the lower support lug plate (8) and the upper support lug plate (9).
4. The method for erecting the temporary pier of the cable-stayed bridge of the large-span steel-concrete composite beam according to the claim 3, is characterized in that: the cushion block (11) is a rubber cushion block.
5. The method for erecting the temporary pier of the cable-stayed bridge of the large-span steel-concrete composite beam according to the claim 1, is characterized in that: the transverse limiting frame (7) comprises a transverse limiting vertical rod (7-1) and a transverse inclined strut (7-2) which is arranged at one end, far away from the connecting mechanism, of the transverse limiting vertical rod (7-1).
6. The method for erecting the temporary pier of the cable-stayed bridge of the large-span steel-concrete composite beam according to the claim 2, is characterized in that: the steel pipe column is characterized in that a plurality of stiffening plates are arranged at the connecting position of the transverse bearing beam (4) and the steel pipe column (2), the connecting position of the transverse bearing beam (4) and the longitudinal bearing beam (5), the connecting position of the limiting beam (6) and the longitudinal bearing beam (5), the connecting position of the lower supporting lug plate (8) and the position beam (6) and the connecting position of the upper supporting lug plate (9) and the steel main beam (13).
7. The method for erecting the temporary pier of the cable-stayed bridge of the large-span steel-concrete composite beam according to the claim 1, is characterized in that: the supporting connecting piece (10) is round steel, and the outer diameter of the round steel is equal to the inner width of the kidney-shaped hole (14).
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| CN202010251099.8A CN111395186B (en) | 2020-04-01 | 2020-04-01 | Method for erecting temporary pier of large-span steel-concrete composite beam cable-stayed bridge |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112411386A (en) * | 2020-11-26 | 2021-02-26 | 中铁三局集团有限公司 | Method for erecting and dismantling continuous beam No. 0 block reinforced concrete-filled steel tube support |
| CN113174850A (en) * | 2021-04-25 | 2021-07-27 | 中建七局第四建筑有限公司 | Cable-stayed bridge supporting body |
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| CN113174850A (en) * | 2021-04-25 | 2021-07-27 | 中建七局第四建筑有限公司 | Cable-stayed bridge supporting body |
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| CN111395186B (en) | 2021-10-19 |
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