CN110820594B - Symmetrical cantilever construction process suitable for expansion joint bridge pier - Google Patents
Symmetrical cantilever construction process suitable for expansion joint bridge pier Download PDFInfo
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- CN110820594B CN110820594B CN201911242516.6A CN201911242516A CN110820594B CN 110820594 B CN110820594 B CN 110820594B CN 201911242516 A CN201911242516 A CN 201911242516A CN 110820594 B CN110820594 B CN 110820594B
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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
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Abstract
The invention discloses a symmetrical cantilever construction process suitable for an expansion joint pier. The cantilever construction process comprises the following steps: s1, after the construction of each pier and each bent cap is finished, installing a permanent support and a temporary support on the bent cap at the same time, and then installing a box girder on the top of the pier; s2, after the box girder at the pier top is installed and fixed, symmetrically hoisting the No. 1 block beside the box girder at the pier top of each pier, and forming a wet joint between the box girder at the pier top and the No. 1 block; s3, after a wet joint between the 1# block and the box girder at the top of the pier is poured, symmetrically tensioning the full-length temporary prestressed tendons arranged on the top plate of the 1# block; s4, symmetrically installing bridge deck cranes on the No. 1 block, and then symmetrically hoisting the prefabricated sections on two sides of the No. 1 block; and S5, repeating the steps until the last pair of prefabricated sections assembled by the symmetrical cantilevers of the pier is completed, and finally arranging a pouring template on the closure section to pour to form the closure section to realize the closure of the bridge. The invention has simple construction process and low cost, and is particularly suitable for construction in large and medium-sized cities.
Description
Technical Field
The invention relates to a symmetrical cantilever construction process suitable for an expansion joint pier, and belongs to the field of building construction.
Background
The upper structure of the urban light rail bridge requires better bending resistance and torsional rigidity, and then, because of the limitation of bridge clearance, a beam bridge structure with a box-shaped section is mostly selected.
The urban light rail bridge is influenced by surrounding buildings, the removal cost is high, the coordination difficulty is high, the line type is complex, the curvature radius is small, and if the box girder whole hole prefabrication hoisting is adopted, the construction is difficult in an area with a small turning radius.
In the process of constructing urban bridges in extra large cities, due to the limitation of underbridge traffic and high traffic flow guiding cost, the construction of the box girder with the upper structure by a support method is not suitable.
The foundation treatment is needed in the construction of the support method, large and medium-sized cities where urban light rails are located are often located at river lakesides and are soft foundations, the foundation treatment cost is very high, the requirements of the foundation treatment can be met only by arranging temporary pile foundations, if the requirements of the design and the specification cannot be met by the foundation treatment, the settlement occurs at the later stage, and the linearity of the upper structure box girder is difficult to guarantee. The conventional support method has many construction procedures, including: temporary land acquisition, traffic guidance, foundation treatment, support installation, support pre-pressing, support elevation adjustment and the like, and the construction period is long.
Therefore, the box girder with the uniform cross section of the superstructure usually adopts a block prefabricated assembly process or a hanging basket symmetrical cantilever casting process, the urban construction has high environmental protection requirements, and cast-in-place noise and pollution are large, so the box girder with the superstructure usually adopts a prefabricated block assembly process. Such as: the light rail in the Singapore city adopts the type. The prefabricated block assembly has the following advantages:
1) the prefabricated members are stored for a period of time before being erected, thereby reducing the shrinkage and creep of the concrete after the beam is assembled and erected.
2) Less cast-in-place is beneficial to environmental protection.
3) The prefabrication of the beam body can be carried out synchronously with the construction of the bridge lower structure, and the construction period can be shortened.
4) The construction process provides a great deal of maneuverability, and has positive significance for protecting roads of traffic hubs in urban areas and other crowded areas.
5) The mechanization degree is high, and the method is suitable for rapid construction of the long and large bridge.
6) The field is assembled and adjusted section by section, which is beneficial to the linear control of the upper structure.
Under the condition of no requirements of crossing existing lines, crossing rivers and the like, the upper structure of the urban light rail bridge generally adopts about 40m of box girder with equal section, the height of the girder is about 2.5m, the top width is about 5m, the bottom width is about 2m, the length of the prefabricated block girder section of the box girder is 3m or 2.8m, the girder section is adjusted according to the specific situation of each span,
in the process of constructing urban bridges in extra large cities, the construction process of the box girder of the superstructure is usually symmetrical cantilever assembling (pouring), as shown in fig. 1 and 2, after the construction of the bridge pier and the cover beam is completed, a pier top block (0 # block) is cast in situ or hoisted by a truck crane, bridge floor cranes are symmetrically installed on the pier top block towards the two sides of the bridge pier, each section of the box girder is hoisted symmetrically, when eccentric load exists, the balance is kept by arranging a movable weight box, and after two adjacent bridge piers of the box girder are symmetrically cantilever-assembled, the box girder is folded in the midspan to complete the construction of the superstructure. The specific construction process is shown in fig. 4. For the conventional construction process of the continuous pier, each pair of box girder segments to be hoisted symmetrically needs to be tensioned with a pair of prestress (permanent in-body prestress on the top deck). The remaining tendons also need to be tensioned after closure. Therefore, after the segments are assembled, a process of prestress tensioning and grouting is needed to be added, then the segments are folded, and the permanent prestressed tendons spanning other parts are tensioned after the segments are folded.
Due to the influence of longitudinal thermal contraction of the upper structure of the bridge, expansion joints are often required to be arranged on the upper structure box girder every 4-5 spans, as shown in fig. 3, namely the upper structure box girder is disconnected on the pier top of the pier every 4-5 spans, as shown in fig. 5, so that the longitudinal thermal contraction deformation of the upper structure box girder is facilitated.
The pier top box girder of the pier at the position where the expansion joint is arranged is disconnected, and no hogging moment prestressing tendon is arranged, namely, the symmetrical cantilever assembly (pouring) can not be carried out. Because the cantilever assembly cannot be carried out, the construction can be carried out only by erecting a support, and as shown in fig. 6, huge pressure is brought to traffic guidance. The symmetrical cantilever assembly requires that a pier top box girder is a continuous structure to conduct the stress of a girder section, and secondly requires that the pier top is provided with hogging moment prestress to offset the hogging moment stress of a top plate at the pier when the symmetrical cantilever is assembled.
Practice shows that: the construction method has the advantages that the construction method adopts the cast-in-place construction of the support, the construction period is long, traffic jam, noise harshness and dust and sewage transverse flow during the construction period seriously interfere the lives of residents, and the method is not suitable for modernization, such as the construction of all-family beautiful road viaducts in the Changsha city. Secondly, the bearing capacity of the foundation required by the full framing is not less than 0.3MPa, the construction requirement of the less framing method is higher, in order to prevent uneven settlement, when the soft foundation layer under the bridge is met, reinforcement treatment is needed, and besides the cost is quite astonishing, the construction period is also delayed seriously.
Disclosure of Invention
The invention aims to provide a symmetrical cantilever construction process suitable for an expansion joint pier, which can solve three main problems of symmetrical cantilever assembly of a pier upper structure at the position where an expansion joint is arranged:
1) how to effectively lock the two span beam sections of the expansion joint beam section temporarily during construction, make it bear the complicated stress change of pier position in the construction process of symmetrical cantilever assembly, secondly can be convenient after the construction is accomplished relieve the temporary locking, resume to the expansion joint of the design requirement.
2) On the premise of no hogging moment prestressed beam, how to realize the symmetrical cantilever assembly of the box girder, if a temporary prestressed beam is arranged, how to arrange the temporary prestressed beam is convenient for later-stage removal, and the stress form of the bridge rear structure is not influenced.
3) In the process of taking each temporary measure, how to solve the contradictions of simplest process, most mature technology, low cost and the like.
In order to achieve the purpose, the invention adopts the technical scheme that:
a symmetrical cantilever construction process suitable for an expansion joint pier comprises the following steps:
s1, after the construction of each pier and each bent cap is finished, installing a permanent support and a temporary support on the bent cap at the same time, and then installing a box girder on the top of the pier; one end of the temporary support is detachably fixed on the cover beam, and the other end of the temporary support is detachably fixed on the box girder on the top of the pier; wherein:
because the box girder of the pier provided with the expansion joint is disconnected at the position of the expansion joint, the two box girders at the pier top of the pier provided with the expansion joint are detachably locked together through the longitudinal channel steel;
s2, after the box girder at the pier top is installed and fixed, symmetrically hoisting the No. 1 block beside the box girder at the pier top of each pier, and forming a wet joint between the box girder at the pier top and the No. 1 block;
s3, after a wet joint between the 1# block and the box girder at the top of the pier is poured, symmetrically tensioning the full-length temporary prestressed tendons arranged on the top plate of the 1# block;
s4, symmetrically installing bridge deck cranes on the 1# block, symmetrically hoisting the prefabricated sections on two sides of the 1# block, finishing the prefabricated sections on two sides of the N # block by each pair of symmetrical hoisting, immediately tensioning temporary prestressed bundles on prefabricated section top plates on two sides of the N # block, wherein N =1,2,3,4,5.. once;
and S5, repeating the step S4 until the last pair of prefabricated sections are assembled by the symmetrical cantilevers of the pier, and finally arranging a pouring template on the closure section to form the closure section by pouring to realize the closure of the bridge.
Therefore, the symmetrical cantilever splicing and the external prestressed beam tensioning are mature processes, the process stability is high, the construction is simple, the requirements on machinery, equipment and management personnel are not high, meanwhile, no support construction is needed, a temporary support is not needed, the problem that the box girder occupies a lane in the process of support construction is solved, and the contradiction between the construction and urban traffic is solved.
The No. 1 block is a prefabricated segment (box girder) closest to two sides of a pier top block of a pier, and then the two symmetrical sides are symmetrically subjected to suspension splicing construction, and reference numerals shown in figure 1 can be referred.
Repeating the steps in the step S5 means that one segment is repeatedly and symmetrically hoisted, one segment is tensioned and grouted, and the steps are consistently repeated to the maximum cantilever state until the segments are folded.
The invention preferably adopts cantilever assembly construction, wherein the cantilever assembly construction is to integrally assemble the prefabricated sections one by one, wherein the prefabricated sections are manufactured in a prefabricated field and then transported to a site for hoisting construction.
According to the embodiment of the invention, the invention can be further optimized, and the following is the technical scheme formed after optimization:
preferably, after the step 5 is completed, that is, after the bridge is folded, the temporary prestressed tendons, the temporary supports, the anchor toothed plates for fixing the temporary prestressed tendons and the longitudinal channel steel between the box girders are gradually removed, so that the system conversion of the box girders is completed.
After the above step 5, specifically:
s51, tensioning the permanent prestressed tendons on the box girder, and grouting the pore channels;
s52, gradually and symmetrically removing the temporary prestressed bundles arranged on the top plates of the prefabricated segments;
s53, after the temporary prestressed tendons of the top plates of the prefabricated sections are gradually unloaded, symmetrically removing longitudinal channel steel installed on the box girder one by one;
and S54, removing the temporary support.
In order to better ensure the construction quality of the bridge, when the longitudinal channel steel is dismantled, the longitudinal channel steel on the left web plate and the longitudinal channel steel on the right web plate of the box girder are symmetrically dismantled, and the longitudinal channel steel on the top plate and the longitudinal channel steel on the bottom plate of the box girder are symmetrically dismantled.
In order to fix the temporary prestressed tendons conveniently, a pair of anchoring toothed plates is transversely arranged on each prefabricated section and serves as anchoring points of the temporary prestressed tendons.
Compared with the prior art, the invention has the beneficial effects that:
1) the process realizes the support-free construction of the urban light rail box girder bridge, the box girders of the upper structure are all assembled by symmetrical cantilevers, and the process is single; the construction method has the advantages that the number of machines, equipment and managers required by construction is greatly reduced, and the safety quality management of projects is facilitated due to single working procedure.
2) The process provided by the invention realizes the bracket-free construction of the box girder structure at the expansion joint, does not need to arrange a temporary bracket, does not have the problem that the lane is occupied by the bracket construction, and solves the contradiction between the construction and the urban traffic.
3) The urban light rail is usually located in urban areas, the requirement on the environment is particularly high, the construction of the support is usually accompanied by great construction noise (such as steel pipe pile vibration pile sinking), and then the treatment on the original ground can not avoid causing dust raising.
Drawings
FIG. 1 is a construction state diagram of the prior symmetrical cantilever assembling process;
FIG. 2 is a view of FIG. 1 in a state in which the construction is completed;
FIG. 3 is a schematic view of an expansion joint provided in an upper structure of a bridge pier;
FIG. 4 is a flow chart of the construction of the existing segment prefabrication and assembly;
FIG. 5 is an enlarged view of a portion of FIG. 4;
FIG. 6 is a construction state diagram of a prior art support method;
fig. 7 is a structural schematic diagram (pier not shown) of one embodiment of the present invention;
fig. 8 is a left side view (showing a pier) of fig. 7;
FIG. 9 is a schematic illustration of the present invention in the construction of a wet joint;
FIG. 10 is a top view of FIG. 9;
FIG. 11 is a first construction state diagram of the cantilever assembling of the present invention;
FIG. 12 is a second construction state diagram of the cantilever assembling of the present invention;
FIG. 13 is a view showing a state in which the construction of the present invention is completed.
In the figure
1-a bridge deck crane; 2-weight box; 3-expansion joint; 4-continuous pier construction; 5-expansion joint pier; 6-a capping beam; 7-box girder; 8-permanent support; 9-temporary support; 10-longitudinal channel steel; 11-prestressed tendons; 12-anchoring toothed plates; 13-Wet seam.
Detailed Description
A symmetrical cantilever construction process suitable for an expansion joint pier comprises the following steps:
the first step is as follows: referring to fig. 7-8, after the construction of the pier and the capping beam 6 is completed, the permanent support 8 is installed, the temporary support 9 is arranged, and the box girder 7 on the top of the pier is installed (poured). The temporary support 9 is arranged to protect the permanent support 8 and is constructed simultaneously with the installation of the permanent support 8, one end of the temporary support 9 is anchored in the cover beam 6, and the other end of the temporary support is anchored on the box girder 7 on the pier top, so that the temporary support can bear bending moment generated by eccentric load of the upper box girder 7. The pier top block (box girder 7 department) of the expansion joint pier 5 (the pier with the expansion joint 3 is arranged) which is provided with the expansion joint is disconnected at the position of the expansion joint 3, and the box chamber of the box girder 7 on the two pier tops is internally provided with longitudinal channel steel 10 through webs on the top plate, the bottom plate and the two sides, so that the box girders 7 on the two pier tops are locked and connected together. In the pier top block prefabricating process and in consideration of the embedded part at the position temporarily determined in the later stage, stress concentration is prevented by the steel plate adding mode through the arrangement of the encrypted steel bars, so that the purpose that the longitudinal channel steel 10 is fixed on the top plate, the bottom plate and the web plate by the embedded part is achieved.
The second step is that: and after the box girder 7 at the pier top is hoisted and temporarily locked, symmetrically hoisting the 1# block beside the box girder 7 at the pier top, and tensioning the 1# block roof temporary prestressed bundles 11 after pouring a wet joint between the 1# block and the box girder 7. The anchoring toothed plates 12 on the No. 1 block are taken as anchoring points and are transversely paired, as shown in figures 9 and 10. It should be noted that when symmetrically hoisting the 1# block beside the box girder 7 of the pier top, the reason why the crane needs to symmetrically hoist is that the space of the top surface of the pier top block is too small to accommodate two bridge deck cranes, so the crane is used to symmetrically hoist the 1# block and then symmetrically hoist the bridge deck crane, and this hoisting is a common construction method.
The third step: as shown in fig. 11 and 12, after the 1# block is installed, symmetrically hoisting bridge deck cranes, installing, then starting to symmetrically hoist box girder prefabricated sections on two sides, tensioning a pair of roof external temporary prestressed tendons 11 (the same construction process as the 1# block) when each pair of symmetrical hoisting is completed, repeating the steps until the last pair of prefabricated sections for symmetrical cantilever assembly of the pier is completed, setting templates, and pouring closure segments to realize closure of the bridge.
The embodiment is provided with temporary locking and tensioning temporary prestressed tendons, and the process construction technology is small in difficulty, low in cost and easy to realize.
The fourth step: after the bridge closure section is poured, the following measures are taken:
(1) tensioning the permanent prestressed beam of the upper box girder 7 structure, and grouting the pore channel;
(2) and (3) gradually (such as gradually dismantling from 100% -80% -60% -40% -20% -0) symmetrically dismantling the temporary prestressed tendons 11 arranged on the top plate. The symmetry means that the transverse external prestress unloading of the box girder 7 to the outside is synchronously carried out.
(3) After the roof hogging moment prestressing tendons 11 are unloaded, the temporary longitudinal channel steel 10 in the pier top block box chamber is symmetrically dismantled one by one, if the dismantling is difficult, the temporary longitudinal channel steel can be directly cut off by a grinding wheel or oxygen and then dismantled, and the dismantling process needs to be gradually and slowly carried out. The temporary longitudinal channel steel 10 of the left and right webs is symmetrically removed, and the top plate and the longitudinal channel steel 10 of the bottom plate are symmetrically removed.
(4) And (5) removing the temporary supports 9, and temporarily anchoring the temporary structures such as the toothed plates 12.
(5) And starting the construction of other auxiliary structures of the bridge deck.
And finally, as shown in fig. 13, the temporary prestressed tendons 11, the temporary supports 9, the anchor toothed plates 12 and the longitudinal channel steel 10 between the box girders 7 are removed, and the system conversion of the box girders 7 is completed.
The foregoing examples are set forth to illustrate the present invention more clearly and are not to be construed as limiting the scope of the invention, which is defined in the appended claims to which the invention pertains, as will be apparent to those skilled in the art, after reading the present invention.
Claims (5)
1. The utility model provides a symmetry cantilever construction technology suitable for expansion joint pier which characterized in that includes following step:
s1, after the construction of each pier and each capping beam (6) is finished, installing a permanent support (8) and a temporary support (9) on each capping beam (6) at the same time, and then installing a box beam (7) on the top of each pier; wherein one end of the temporary support (9) is detachably fixed on the cover beam (6), and the other end is detachably fixed on the box beam (7) at the top of the pier; wherein:
because the box girder of the pier provided with the expansion joint (3) is disconnected at the position of the expansion joint (3), the two box girders (7) at the pier top of the pier provided with the expansion joint (3) are detachably locked together through the longitudinal channel steel (10);
s2, after the box girder (7) at the pier top is installed and fixed, symmetrically hoisting the 1# block beside the box girder (7) at the pier top of each pier, and forming a wet joint (13) between the box girder (7) at the pier top and the 1# block;
s3, after a wet joint (13) between the 1# block and a box girder (7) at the top of the pier is poured, symmetrically tensioning the full-length temporary prestressed tendons (11) arranged on the top plate of the 1# block;
s4, symmetrically installing bridge deck cranes (1) on the 1# block, symmetrically hoisting the prefabricated sections on two sides of the 1# block, and immediately tensioning temporary prestressed bundles on prefabricated section top plates on two sides of the N # block after each pair of prefabricated sections on two sides of the N # block are symmetrically hoisted, wherein N =1,2,3,4, 5.;
and S5, repeating the step S4 until the last pair of prefabricated sections are assembled by the symmetrical cantilevers of the pier, and finally arranging a pouring template on the closure section to form the closure section by pouring to realize the closure of the bridge.
2. The symmetrical cantilever construction process suitable for an expansion joint pier according to claim 1, wherein after the bridge is folded, the temporary prestressed tendons (11), the temporary supports (9), the anchor toothed plates (12) for fixing the temporary prestressed tendons (11), and the longitudinal channel steel (10) between the box girders (7) are gradually removed to complete the system conversion of the box girders (7).
3. The symmetrical cantilever construction process suitable for the expansion joint pier according to claim 2, wherein specifically:
s51, stretching the permanent prestressed tendons on the box girder (7), and grouting the pore channels;
s52, gradually and symmetrically removing the temporary prestressed tendons (11) arranged on the top plates of the prefabricated segments;
s53, after the temporary prestressed tendons (11) of the top plates of all the prefabricated sections are gradually unloaded, symmetrically removing longitudinal channel steel (10) installed on the box girder (7) one by one;
and S54, removing the temporary support (9).
4. The symmetrical cantilever construction process suitable for the expansion joint pier according to claim 3, wherein when the longitudinal channel (10) is removed, the longitudinal channel (10) on the left web and the right web of the box girder (7) are symmetrically removed, and the longitudinal channel (10) on the top plate and the bottom plate of the box girder (7) are symmetrically removed.
5. The symmetrical cantilever construction process for an expansion joint pier according to any one of claims 1 to 4, wherein a pair of anchoring toothed plates (12) are transversely arranged on each prefabricated segment, and the anchoring toothed plates (12) are used as anchoring points of the temporary prestressed tendons (11).
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| CN113073555B (en) * | 2021-03-19 | 2022-08-12 | 中铁大桥局集团第四工程有限公司 | Pier top block positioning system and construction method thereof |
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| CN113216259B (en) * | 2021-06-08 | 2022-07-22 | 吉林建筑大学 | Method for applying prestress to concrete pipe gallery |
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