CN112942125A - Bridge forming method for concrete tie beam with continuous structure of half-through arch bridge - Google Patents
Bridge forming method for concrete tie beam with continuous structure of half-through arch bridge Download PDFInfo
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- CN112942125A CN112942125A CN202110267314.8A CN202110267314A CN112942125A CN 112942125 A CN112942125 A CN 112942125A CN 202110267314 A CN202110267314 A CN 202110267314A CN 112942125 A CN112942125 A CN 112942125A
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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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- 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
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
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Abstract
The invention relates to the technical field of constructional engineering, in particular to a bridging method of a concrete tie beam with a continuous structure of a half-through arch bridge, wherein before closure of an approach bridge, a weight is arranged at the cantilever end of a beam part of the approach bridge; the method for forming the concrete tie beam with the half-through arch bridge continuous structure comprises the steps of adjusting the internal force state of the approach bridge by adopting the pressure weight before the approach bridge is closed, and continuously advancing the construction of a main bridge beam part under the condition that the end part of the approach bridge is not subjected to condition construction, so that the problem that the construction period of the main bridge is controlled by external factors of the position of the approach bridge is solved, the closing time of the approach bridge is more flexible, the construction progress of the full bridge is accelerated, and the smooth completion of the bridge is ensured.
Description
Technical Field
The invention relates to the technical field of constructional engineering, in particular to a bridging method of a concrete tie beam of a through arch bridge continuous structure.
Background
The arch bridge is a common bridge form and has the characteristics of long history, attractive and fine modeling, reasonable stress and the like, and according to the relative position relationship between the arch bridge and the main beam, the arch bridge structural system is divided into a deck type, a half-deck type and a down-deck type, wherein the half-deck type arch bridge mainly comprises arch ribs, a suspender, an arch upright post, a main beam, a bridge approach and a side pier and the like, and the main beam and the bridge approach of the half-deck type tied arch bridge can be designed into a continuous concrete beam, namely a continuous structure concrete beam.
When the existing continuous structure concrete system is constructed, the construction of two side bridges is finished, then the main bridge cantilever construction is carried out from the constructed two side bridges to the main bridge span section by section until the bridge span is closed to form a bridge, the bridge forming method requires that the construction of the main bridge span section can be carried out only after the bridge span is completely constructed, however, in the actual construction process of the existing half-through tied arch bridge, the construction period of the bridge is delayed or the construction can not be finished on time due to uncontrollable external reasons, for example, when the bridge abutment is a tunnel portal, the construction period of the tunnel portal is more than the expected delay, the bridge can not be finished on time, and at the moment, if the construction of the tunnel portal is finished and then the bridge construction is carried out, the completion time of the whole nest bridge is delayed by months or more than years, not only construction machinery and personnel work are easily caused, but also the vehicle-through time of the line where the bridge is located is seriously influenced, causing immeasurable economic losses.
Therefore, a technical scheme is urgently needed at present to solve the technical problem that the completion of a bridge is seriously influenced because the construction of a main span beam section can be carried out only after the bridge approach construction of the concrete system beam of the continuous structure of the traditional through arch bridge is finished.
Disclosure of Invention
The invention aims to: aiming at the technical problem that the main span beam section construction can be carried out only after the bridge approach construction is finished in the existing through-type arch bridge continuous structure concrete tie beam, and the completion of the bridge is seriously influenced, the bridge forming method of the through-type arch bridge continuous structure concrete tie beam is provided.
In order to achieve the purpose, the invention adopts the technical scheme that:
a bridge forming method of concrete tie beams with continuous structures of half-through arch bridges is characterized in that before closure of an approach bridge, a weight is arranged at the cantilever end of a bridge approach beam part; and (5) removing the ballast weight after the approach bridge is closed and before the main bridge is closed.
According to the bridging method for the concrete tie beam of the continuous structure of the half-through arch bridge, the internal force state of the approach bridge is adjusted by adopting the weight before the approach bridge construction is finished, so that the construction of the main bridge beam part can be continuously promoted under the condition that the end part of the approach bridge is not conditionally constructed, the problem that the construction period of the main bridge is controlled by external factors of the approach bridge position is solved, the closure time of the approach bridge is more flexible, the construction progress of the full bridge is accelerated, and the smooth completion of the bridge is ensured.
In a preferred embodiment of the present invention, the approach bridge portion is cantilevered after erection of the steel arch rib. The construction of the steel structure part of the arch bridge and the construction of the concrete structure part are independently carried out, and the steel structure part of the arch bridge is used as the foundation for the construction of the concrete structure part, so that the construction quality of each part is easily ensured, the mutual promotion can be realized, and the promotion of the construction period is further accelerated.
As a preferable scheme of the invention, the method comprises the following steps: the method comprises the following steps: erecting steel pipe arch ribs and an approach bridge supporting part; step two: and (5) pouring concrete in the steel pipe.
As a preferred scheme of the invention, the method comprises the following steps: constructing a bridge approach beam part cantilever; set up the approach bridge roof beam portion on the approach bridge supporting part, adopt and use the approach bridge supporting part as the mode of original point towards the construction of supporting part bilateral symmetry cantilever, the approach bridge roof beam portion quick construction that not only is applicable to single approach bridge supporting part, is applicable to the approach bridge roof beam portion quick construction of many approach bridge supporting parts moreover, shortens approach bridge roof beam portion time limit for a project.
As a preferred scheme of the invention, the method comprises the following steps: constructing main beam sections along the approach bridge towards a midspan cantilever, and synchronously arranging a suspender between each main beam section and the steel pipe arch rib; each girder segment corresponds to at least one suspender, so that the suspender bears the self weight and the construction load of the girder and the stable construction of the girder is ensured.
As a preferable scheme of the invention, the method comprises the following steps: a weight is arranged at the cantilever end of one side of the approach bridge, which is far away from the main beam; step six: carrying out approach bridge closure construction at the cantilever end of one side of the approach bridge, which is far away from the main beam; and after the cantilever end of one side of the approach bridge, which is far away from the main beam, has the closing construction condition, the approach bridge closing construction is carried out, so that the approach bridge closing time is flexible, and the construction of the main beam is not influenced.
As a preferred scheme of the invention, the method comprises the following steps: removing the weight; step eight: the main bridge is crossed and closed.
As a preferable scheme of the invention, in the first step, a steel pipe arch rib is erected by adopting a cable hoisting construction method.
As the preferred scheme of the invention, the concrete is poured into the steel pipe by adopting a jacking construction method in the step two.
As a preferred scheme of the invention, the bridge approach is synchronously and symmetrically constructed towards the midspan along two sides in the fourth step. The construction period of the full bridge can be further shortened.
The method further comprises a finite element model modeling simulation step, wherein the finite element model modeling simulation step is used for calculating the magnitude and the setting range of the weight. The finite element model modeling simulation step is to establish a bridge model, simulate and analyze the stress conditions of a main bridge and an approach bridge of the bridge, simulate the weight of the ballast weight on the approach bridge model to apply pressure, and obtain the size and the setting range of the ballast weight matched with the stress conditions of the bridge by adjusting the weight of the ballast weight, the position of the ballast weight in the length direction of the bridge and the position of the ballast weight in the width direction of the bridge, so as to provide accurate ballast weight for actual construction.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
adopt the ballast to adjust approach internal force state before the approach construction finishes, make the approach tip do not possess the condition under the condition that the construction finishes, also can continue to impel the construction of main bridge roof portion, solved the main bridge and received the problem of the external factor control time limit for a project of approach position, make the closure time of approach more nimble for the construction progress of full-bridge, ensure completing smoothly of bridge.
Drawings
FIG. 1 is a schematic structural view of a conventional through arch bridge;
FIG. 2 is a schematic view of the arch bridge construction during erection of the steel pipe arch rib in step one;
fig. 3 is a schematic structural view of an arch bridge after cantilever construction of the bridge approach beam portion in step three;
FIG. 4 is a schematic view of an arch bridge construction during a step four construction process;
FIG. 5 is a schematic view of the arch bridge after step five setting the weight;
FIG. 6 is a schematic structural view of an arch bridge after approach bridge closure and before main bridge closure;
icon: the method comprises the following steps of 1-steel pipe arch rib, 2-main beam, 3-approach bridge, 4-supporting part, 5-suspender, 6-cable crane, 7-buckle and 8-weight.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Example 1
The utility model provides a deck-forming method of concrete tie beam of deck-type arch bridge continuous structure, as shown in figure 1, present deck-type arch bridge, including steel pipe arch rib 1 and girder 2, girder 2 both ends set up 3 roof beams of approach bridge, form a pair of continuous beam, 3 roof beam bottoms of approach bridge set up supporting part 4, supporting part 4 sets up with steel pipe arch rib 1 with the basis, set up a plurality of jibs 5 between steel pipe arch rib 1 and the girder 2, with main span 430m, 3 arch bridges of one side approach bridge and tunnel connection are for example, when this type of arch bridge is under construction, adopt following step to carry out in proper order:
the method comprises the following steps: erecting steel pipe arch ribs 1 and a bridge approach 3 support part 4: as shown in fig. 2, steel frames are erected on the side slopes on the two sides of the arch bridge in the length direction by adopting a cable hoisting construction method, a cable hoist 6 is erected between the two steel frames, a steel pipe arch rib 1 is dragged by a buckle cable 7, erection of the steel pipe arch rib 1 is realized, meanwhile, a bridge approach 3 supporting part 4 is pre-buried on the basis of the two ends of the steel pipe arch rib 1, the setting of the bridge approach 3 supporting part 4 is realized, and erection and installation of a full-bridge metal part are completed.
Step two: pouring concrete in the steel pipe; and (5) pouring concrete into the steel pipes of the steel pipe arch rib 1 by adopting a jacking construction method.
Step three: cantilever construction of a beam part of the approach bridge 3; as shown in fig. 3, after the erection of the steel tube arch rib 1 is completed, the cantilever construction of the bridge approach 3 beam portion is performed so that the construction of the bridge approach 3 beam portion is performed simultaneously toward both sides of the support portion 4 with the support portion 4 as the origin, thereby achieving the cantilever construction state, shortening the construction period of the bridge approach 3 beam portion, and contributing to the shortening of the full-bridge construction period.
Step four: constructing sections of main beams 2 towards a midspan cantilever along an approach bridge 3, and synchronously arranging a suspender 5 between each section of the main beam 2 and the steel pipe arch rib 1; as shown in fig. 4, in this embodiment, two suspenders 5 are preferably disposed corresponding to each section of the main beam 2, and each suspender 5 corresponds to an end position of one section of the main beam 2, so that in the cantilever construction process of the main beam 2, the suspender 5 bears the self weight and the construction load of the main beam 2, and the structural stability of the main beam 2 in the cantilever construction process is ensured.
Step five: a weight 8 is arranged at the cantilever end of the approach bridge 3 far away from one side of the main beam 2; as shown in fig. 5, in this embodiment, before closing the approach bridge 3, a ballast weight 8 is disposed at a cantilever end of a beam portion of the approach bridge 3, so that before the approach bridge 3 is completely constructed, an internal force state of the approach bridge is adjusted by using the ballast weight 8, and when a connection portion between the approach bridge 3 and a tunnel does not have a condition of complete construction, the internal force state of the approach bridge 3 can satisfy stable support of the main beam 2 in a cantilever construction process of the main beam 2 by using the ballast weight 8, so that closing time of the approach bridge 3 and a tunnel portal is flexible, construction of the main beam 2 is not affected, limitation that the approach bridge 3 needs to be completely constructed to construct the main bridge in a conventional through-arch bridge continuous structure concrete beam bridging mode is removed, and a problem that a construction period of the main bridge is controlled by external factors at a position of the approach bridge 3 is solved.
Step six: closing construction of the approach bridge 3 is carried out at the cantilever end of the approach bridge 3 far away from one side of the main beam 2; and (3) closing construction of the approach bridge 3 and the tunnel portal is carried out after the cantilever end of the approach bridge 3 far away from one side of the main beam 2 has closing construction conditions.
Step seven: removing the ballast weight 8; step eight: the main bridge is crossed and closed; as shown in fig. 6, the ballast weight 8 is removed after the approach bridge 3 is closed and before the main bridge is closed, and then the main bridge is closed during crossing, the ballast weight 8 can be removed in any time period after the approach bridge 3 is closed and before the main bridge is closed, the removal time selection range is large, and the construction period of the full bridge is not affected.
Preferably, the method further comprises a finite element model modeling simulation step, wherein the finite element model modeling simulation step is used for calculating the size and the setting range of the weight 8.
Preferably, the finite element model modeling simulation step specifically includes: establishing a bridge model; simulating and analyzing the stress conditions of the main bridge and the approach bridge 3 of the bridge; selecting a proper position on the approach bridge 3 model to apply a pressure simulation weight 8 measure; and adjusting the weight of the weight 8, the position of the weight 8 in the length direction of the bridge model and the position of the weight 8 in the width direction of the bridge model to obtain the size and the setting range of the weight 8 matched with the actual stress condition of the bridge, thereby providing accurate weight for actual construction.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (7)
1. A bridging method of a concrete tie beam with a half-through arch bridge continuous structure is characterized in that: before the approach bridge (3) is closed, a weight (8) is arranged at the cantilever end of the beam part of the approach bridge (3); and after the approach bridge (3) is closed, the main bridge is closed, and before the main bridge is closed, the ballast weight (8) is removed.
2. A bridging method of a concrete tie beam of a continuous structure of a half-through arch bridge as claimed in claim 1, wherein the cantilever construction of the bridge approach (3) is performed after the erection of the steel tube arch rib (1) is completed.
3. A method of bridging a continuous structural concrete tie beam for a half-through arch bridge as claimed in claim 1, comprising the steps of:
the method comprises the following steps: erecting steel pipe arch ribs (1) and a bridge approach (3) supporting part;
step two: pouring concrete in the steel pipe;
step three: constructing a beam part cantilever of the approach bridge (3);
step four: constructing main beam sections towards a midspan cantilever along an approach bridge (3), and synchronously arranging a suspender (5) between each main beam section and the steel pipe arch rib (1);
step five: a weight (8) is arranged at the cantilever end of one side of the approach bridge (3) far away from the main beam;
step six: closing construction of the approach bridge (3) is carried out at the cantilever end of one side of the approach bridge (3) far away from the main beam;
step seven: removing the ballast weight (9);
step eight: the main bridge is crossed and closed.
4. A bridging method of concrete tie beams for a continuous structure of a half-through arch bridge as claimed in claim 3, wherein the steel tube arch rib (1) is erected by a cable-hoisting construction method in the step one.
5. A bridging method of a concrete tie beam of a continuous structure of a half-through arch bridge as claimed in claim 3, wherein in the second step, the concrete is poured into the steel pipe by using a jacking construction method.
6. A method for forming a concrete girder of a continuous structure of a half-through arch bridge according to claim 3, wherein the bridge is constructed symmetrically and synchronously toward the midspan along the approach bridges (3) on both sides in the fourth step.
7. A bridging method of a concrete tie beam of a continuous structure of a half-through arch bridge as set forth in claim 3, further comprising a finite element model modeling simulation step for calculating the size and setting range of the weight (8).
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115679844A (en) * | 2022-10-14 | 2023-02-03 | 上海浦东新区公路建设发展有限公司 | Integrated dismantling method for steel pipe concrete arch bridge |
| CN116043699A (en) * | 2022-12-27 | 2023-05-02 | 中铁大桥局集团有限公司 | Construction method of steel truss girder arch bridge |
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