CN115094775A - Large-span PC continuous rigid frame bridge non-counterweight closure construction method - Google Patents
Large-span PC continuous rigid frame bridge non-counterweight closure construction method Download PDFInfo
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- CN115094775A CN115094775A CN202210870671.8A CN202210870671A CN115094775A CN 115094775 A CN115094775 A CN 115094775A CN 202210870671 A CN202210870671 A CN 202210870671A CN 115094775 A CN115094775 A CN 115094775A
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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
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/10—Cantilevered erection
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
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- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- G—PHYSICS
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- G06F—ELECTRIC DIGITAL DATA PROCESSING
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Abstract
The invention discloses a large-span PC continuous rigid frame bridge non-counterweight closure construction method, which comprises the following steps: completing construction of a suspended casting section according to design requirements; pushing before closure; locking the rigid connection; calculating the displacement effect value of the closure bottom plate bundle; selecting a steel bundle for closure; if the selected steel bundle cannot meet the closure requirement, the steel bundle is reselected until the selected steel bundle meets the closure requirement; pre-tensioning the selected prestressed steel bundles, and pouring closure section concrete; concrete curing at the closure section; removing the temporary lock; and tensioning all the prestressed bottom plate bundles according to the design. In the invention, the bottom plate prestressed tendons are tensioned in batches in advance, so that the beam body is warped upwards, and the effect of eliminating the displacement of the closure opening is achieved. Compared with the prior art, the invention solves the closure requirement that the construction environment is not suitable for the balance weight, realizes the green construction of the long-span PC continuous rigid frame bridge, simplifies the closure technology, can reduce the temporary measure cost and is convenient for construction organization and production.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a non-counterweight closure construction method for a long-span PC continuous rigid frame bridge.
Background
The PC continuous rigid frame bridge is an important building in the modern society, the construction of a main beam generally adopts a cantilever construction method, a working platform is arranged at the consolidation part of a pier beam during cantilever construction, and beam sections are cast or assembled in a cantilever mode section by section until a bridge span structure is closed.
The step of counterweight is needed in the general closure process, the closure counterweight generally adopts the forms of water bags and the like, and the counterweight is greatly influenced by the construction environment in the transportation process due to the form of the counterweight, for example, an ultrahigh pier bridge in a canyon has high difficulty in pumping water, and the cost of transporting sand bags to the end part of a cantilever is high, so that the closure construction difficulty is indirectly increased and the construction efficiency is reduced under the severe construction environment; in addition, the weight of the counterweight is difficult to accurately control in the counterweight process, and the counterweight and the concrete pouring speed are difficult to reach the balance of design requirements in the construction process; if the counterweight is difficult or the materials are insufficient, only the counterweight of the hanging basket system can be used or the counterweight closure is not used, and the factors can influence the concrete construction quality of the closure section.
The method for closing the large-span PC continuous rigid frame bridge without the counter weight is researched, so that the problem that the construction environment is not suitable for the closing requirement of the counter weight is solved, the green construction of the large-span PC continuous rigid frame bridge is realized, and the method has good social and economic significance.
Disclosure of Invention
Aiming at the problems, the non-counterweight closure construction method of the long-span PC continuous rigid frame bridge is provided, and aims to cancel a counterweight step in the closure process so as to simplify the construction process of the closure section, shorten the construction period of the closure section and reduce the waste of raw materials on the premise of ensuring the quality of the closure concrete.
The specific technical scheme is as follows:
a large-span PC continuous rigid frame bridge counterweight-free closure construction method is characterized by comprising the following steps:
step S1: completing construction of a suspended casting section according to design requirements;
step S2: pushing construction;
step S3: locking the rigid connection;
step S4: calculating the displacement value of the closure opening under the tensioning action of the prestressed steel bundles of the bottom plate;
step S5: selecting a steel bundle for closure;
step S6: calculating whether the selected closure beam can counteract the displacement effect caused by the wet weight of the concrete, if not, returning to the step S5 to reselect the steel beam until the selected steel beam meets the requirement of eliminating the wet weight displacement;
step S7: tensioning the steel bundles selected in the step S6, pouring closure section concrete simultaneously, and completing concrete pouring and steel bundle tensioning simultaneously;
step S8: concrete maintenance is carried out at the closure section;
step S9: removing the temporary locking device;
step S10: and tensioning all the permanent bottom plate bundles according to the design requirement.
Furthermore, when the ith cantilever block is constructed, the influence of dead load, live load and prestress load on the current cantilever block in the construction stages in all the construction stages in the later period is considered, and the influence of the load on the displacement of the ith cantilever block in the subsequent beam section construction process is eliminated through the pre-lifting value.
Furthermore, pre-embedded parts needed by the temporary locking device are pre-embedded in the construction process of the last cantilever block section; calculating the height and coordinates of the embedded steel plate according to a design file, welding the embedded steel plate on an embedded part, ensuring that the upper surface of the embedded steel plate is exposed in the air after concrete pouring is finished, and welding the pushing framework and the embedded steel plate after the final cantilever block section prestressed steel beam is tensioned; and at the time closest to the design temperature, pushing the two cantilevers to the opposite direction of the current closure opening by using pushing equipment by a specified displacement amount.
Further, after pushing is finished, the pushing equipment is kept still, and the manufactured stiff skeleton is placed on the pre-buried steel plate and is subjected to welding treatment; and after welding all the closure rigid frameworks, dismantling the pushing equipment, and welding the pushing rigid frameworks.
Further, the tension of the steel bundles is adjusted, the maximum initial stress of the steel bundles is used as the tension stress, the closure opening displacement under the tension action of each steel bundle is calculated, and the closure opening displacement under the self-weight action of the concrete at the closure section is calculated.
Further, comparing the calculation results of the closure opening displacement under the action of the steel bundles, selecting the steel bundle with the largest influence on the closure opening displacement as the steel bundle for closure, and selecting the longer steel bundle as much as possible.
Further, the tension action of the selected steel bundles and the self weight of the concrete at the closure section are simultaneously applied to the beam body, the displacement of the closure opening under the two actions is taken as 0 to judge whether the selected steel bundles meet the requirements, and if the conditions are not met, the steel bundles are reselected and the tension force is adjusted until the conditions are met.
Furthermore, continuous temperature monitoring is carried out within 48 hours before concrete pouring, a time period closest to the design temperature within one day is determined, closed section concrete is poured within the time period, the selected bottom plate closed bundles are pre-tensioned, concrete is poured simultaneously, all the selected steel bundles are tensioned when the concrete pouring is finished, and the condition that the tension action of the steel bundles counteracts the displacement of the weight of the concrete at a closed opening is ensured.
Further, the temporary locking device is dismantled after the closure section concrete is cured.
And further, tensioning the permanent bottom plate bundle according to the sequence required by the design file to complete the construction of the closure section.
The beneficial effect of above-mentioned scheme is:
considering that the bottom plate bundles of the closure section are used as an important component of the continuous rigid frame bridge and can play a role in enabling the beam body to be warped after being tensioned, the bottom plate prestressed bundles are tensioned in batches in advance to achieve the effect of eliminating the displacement of the closure opening.
Compared with the prior art, the closure construction method of the continuous rigid frame bridge provided by the invention can cancel the counter weight under the extreme construction environment, thereby meeting the closure construction requirement to the maximum extent and scientifically on the premise of confirming the existing closure, reducing the closure construction process and shortening the construction period of the closure section.
Drawings
FIG. 1 is a schematic flow chart of the construction method of the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.
The invention is further described with reference to the following drawings and specific examples, which are not intended to be limiting.
As shown in fig. 1, the construction method provided in the embodiment of the present invention includes the steps of:
step S1: completing construction of a suspended casting section according to design requirements;
step S2: incremental launching construction
Welding two cantilever end pushing rigid frameworks, fixing a pushing device between the two rigid frameworks, monitoring the construction temperature for 48 hours according to the requirement of a design file, predicting the pushing time, selecting a time period with the temperature closest to the design temperature in one day, pushing the cantilevers at two sides of the closure section to the closure opening in the opposite direction by the required displacement, and keeping the pushing amount unchanged after pushing is finished;
step S3: temporary structural locking
The rest stiff frameworks are welded by maintaining the pushing amount required by the design, the pushing equipment is dismounted, and then the stiff frameworks for pushing are welded;
step S4: trial calculation of the displacement value of closure opening under the tensioning action of each closure steel bundle
Taking 25% tension control stress as tension stress, calculating the closure opening displacement value delta f under the action of prestress of steel bundles with each length i And the displacement value delta f of the closure opening under the action of the self weight of the concrete G ；
Step S5: selecting steel bundles for closure.
According to the displacement value delta f of the closure gap under the prestress action of each length steel in the step S4 i Selecting a steel bundle for closure on the principle that the closure opening does not displace;
step S6: checking whether the selected bottom plate bundle can counteract the displacement effect of the wet weight of the concrete
According to the displacement value delta f ═ sigma delta f of the steel bundle with different lengths selected in the step S5 i Checking and calculating again whether the delta f is matched with the displacement value delta f of the closure opening under the action of the self weight of the concrete G If the two tension forces are not equal, the steel bundle is selected again and the tension force is adjusted until the two tension forces are equal;
step S7: pouring concrete in closure section and pre-tensioning steel bundles simultaneously
Preparing tensioning equipment before pouring concrete, tensioning the prestressed steel bundles when the closed section of concrete starts to be poured, and adjusting the tensioning speed so that the prestressed steel bundles are tensioned while the concrete is poured; in the tensioning process, two ends are symmetrically tensioned in the longitudinal direction, and the steel bundles symmetrically arranged on the cross section are simultaneously tensioned;
step S8: concrete curing
Curing the closure section concrete after 12-18 hours, and during the curing period, wrapping and curing by using a plastic film;
step S9: and removing the temporary locking.
Cutting and detaching the stiff frameworks and the stiff frameworks from the concrete beam;
step S10: subsequent steel strand tensioning
And (3) stretching all the floor prestressed steel bundles according to the stretching sequence and the stretching stress required by the design file, keeping two ends symmetrically stretched in the longitudinal direction, and simultaneously stretching the steel bundles symmetrically arranged in the transverse direction.
According to the method, the speed of pouring concrete is regarded as a constant value, and all steel bundles are tensioned within the pouring time at the pouring speed.
While the invention has been described with reference to a preferred embodiment, it will be understood by those skilled in the art that various changes in form and detail may be made without departing from the spirit and scope of the invention.
Claims (8)
1. A large-span PC continuous rigid frame bridge non-counterweight closure construction method is characterized by comprising the following steps:
step S1: completing construction of a suspended casting section according to design requirements;
step S2: pushing construction;
step S3: locking the rigid connection;
step S4: calculating the displacement value of the closure opening under the tensioning action of the prestressed steel bundles of the bottom plate;
step S5: selecting a steel bundle for closure;
step S6: calculating whether the selected closure beam can counteract the displacement effect caused by the wet weight of the concrete, if not, returning to the step S5 to reselect the steel beam until the selected steel beam meets the requirement of eliminating the wet weight displacement;
step S7: tensioning the steel bundles selected in the step S6, pouring closure section concrete simultaneously, and completing concrete pouring and steel bundle tensioning simultaneously;
step S8: concrete maintenance is carried out at the closure section;
step S9: removing the temporary locking device;
step S10: and tensioning all the permanent bottom plate bundles according to the design requirement.
2. The method for closing and constructing the large-span PC continuous rigid frame bridge without the balance weight according to claim 1, wherein in the step S1, the influence of the closing balance weight on each section is not considered when each suspension casting block section calculates the elevation of the vertical mold, so that the line shape after the bridge is formed is consistent with the design.
3. The construction method of the large-span PC continuous rigid frame bridge without the counterweight closure as claimed in claim 2, wherein the welding time of the stiff skeleton in step S3 is determined as the lowest temperature time period in one day according to the temperature monitoring data in 48 hours, and the temporary device is locked in the time period, so as to reduce the influence of temperature effect on the closure process.
4. The non-counterweight closure construction method for the long-span PC continuous rigid frame bridge according to claim 3, wherein the following two principles are selected in the step S5: (1) selecting a long bundle to reduce the splitting effect of the steel bundle on the block sections near the closure opening in the tensioning process; (2) and selecting a steel bundle with larger influence on the vertical displacement of the closure opening so as to reduce the tension force required in the closure process.
5. The method for constructing the long-span PC continuous rigid frame bridge without the counterweight according to claim 4, wherein the maximum tensile stress of the selected steel bundle is specified by a specification, namely 25% of the maximum initial stress of the steel bundle.
6. The method for closing and constructing the large-span PC continuous rigid frame bridge without the counterweight as claimed in claim 5, wherein the upwarp effect value of all the steel bundles to the closing opening selected in the step S6 just balances the wet weight of the concrete at the closing section to generate the downwarp value at the closing opening, and if the selected steel bundles do not meet the condition, the method returns to the step S5 to reselect the steel bundle combination.
7. The method for constructing the long-span PC continuous rigid frame bridge without the counterweight according to claim 6, wherein the steel bundles are tensioned and simultaneously cast with concrete in step S8, and the tensioning time of the steel bundles is adjusted according to the casting speed of the concrete so as to ensure that the displacement of the beam body keeps balance during the casting of the concrete in the closure section.
8. The method for closing and constructing the large-span PC continuous rigid frame bridge without the balance weight according to claim 7, wherein in the step S9, the locking device is removed while the current construction state of the bridge is maintained.
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2022
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