CN106988217B - Staggered anchoring arrangement mode and construction method for ultra-long prestressed steel bundles - Google Patents
Staggered anchoring arrangement mode and construction method for ultra-long prestressed steel bundles Download PDFInfo
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- CN106988217B CN106988217B CN201710224378.3A CN201710224378A CN106988217B CN 106988217 B CN106988217 B CN 106988217B CN 201710224378 A CN201710224378 A CN 201710224378A CN 106988217 B CN106988217 B CN 106988217B
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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
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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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
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- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
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Abstract
The invention discloses a staggered anchoring arrangement mode and a construction method of ultra-long prestressed steel beams, wherein the staggered anchoring arrangement mode comprises a plurality of prestressed short beams, the prestressed short beams are alternately distributed on two sides of the center section of a pier top, one end of each prestressed short beam is anchored at the section of an original cantilever end, and the other end of each prestressed short beam is anchored at the section of the pier top opposite to the cantilever end; and the end parts of the plurality of prestressed short beams positioned at the central section position of the pier top are partially overlapped, and an overlapped and anchored staggered anchoring area is formed at the pier top position. The prestressed steel bundles are reasonably arranged and anchored, the long bundles are properly changed into the short bundles, and the prestress loss is closely related to the length of the prestressed steel bundles, so that the prestress loss of the ultralong prestressed steel bundles caused by friction between steel strands and the pipeline wall, steel bar relaxation and the like is greatly reduced. Thereby reducing mid-span deflection caused by excessive pre-stress loss.
Description
Technical Field
The invention relates to an arrangement mode and a construction method for ultra-long prestressed steel bundles of a long-span continuous rigid frame bridge, in particular to a staggered anchoring arrangement mode and a construction method for the ultra-long prestressed steel bundles.
Background
The prestressed concrete continuous rigid frame bridge has the advantages of large spanning capacity, reasonable stress, smooth driving, convenient construction, low maintenance cost and the like, and has strong adaptability to mountain areas with high and steep slopes and narrow construction sites. The main span of the continuous rigid frame bridge constructed in China exceeds 200m and is not less than 50, so that the continuous rigid frame bridge becomes the main bridge type of the large and middle span girder bridge in China.
At present, the main defects of the domestic large-span prestressed concrete continuous rigid frame bridge are that the downward deflection in the main span is too large, and a box girder web plate generates cracks. Midspan downwarping can further aggravate the cracking of the box girder web, the structural rigidity is reduced due to the increase of the cracks of the box girder body, midspan downwarping is further aggravated, and the midspan downwarping influence each other to form a vicious circle. The reason is that the prestressed steel beams are longer and longer along with the larger and larger span of the bridge, and the influence of the action effect of the prestressed system on the long-term deflection of the beam body member is more and more critical. Therefore, the overlarge prestress loss of the overlong prestress steel beam becomes an important factor for restricting the development of the continuous rigid frame bridge to a larger span.
The large-span continuous rigid frame bridge is generally symmetrically cast by hanging basket cantilevers, and prestressed steel bundles at each stage are tensioned until the construction is carried out in a mode of a maximum cantilever. Therefore, for arrangement and anchoring of longitudinal prestressed steel beams, the prestressed steel beams are mainly adopted to be anchored at two cantilever ends of symmetrical casting sections at present, namely the full-length arrangement and anchoring are shown in fig. 1, but the prestressed steel beams are inevitably longer and longer along with the increase of the length of the casting sections of the cantilever, and the prestress loss is closely related to the length of the prestressed steel beams. How to reasonably arrange and anchor the long prestressed steel beam and properly change the long prestressed steel beam into a short prestressed steel beam, so that the permanent prestress in the body of the ultra-long prestressed steel beam is improved and the prestress loss is reduced, and at present, no better solution is provided.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, and properly changes long bundles into short bundles on the premise of the existing complete bridge design, thereby greatly reducing the prestress loss of the current super-long prestressed steel bundles caused by friction between steel strands and the pipeline wall, steel bar relaxation and the like and improving the internal permanent prestress.
In order to achieve the purpose, the invention discloses a staggered anchoring arrangement mode of ultra-long prestressed steel bundles, which comprises a plurality of prestressed short bundles, wherein the prestressed short bundles are alternately distributed on two sides of the center section of a pier top, one end of each prestressed short bundle is anchored at the section of an original cantilever end, and the other end of each prestressed short bundle is anchored at the section of the pier top on the opposite side of the cantilever end; and the end parts of the plurality of prestressed short beams positioned at the central section position of the pier top are partially overlapped, and an overlapped and anchored staggered anchoring area is formed at the pier top position.
The arrangement mode greatly reduces the prestress loss of the ultra-long prestress steel beam caused by friction between the steel strand and the pipeline wall, steel bar relaxation and the like. Thereby reducing mid-span deflection caused by excessive pre-stress loss.
Furthermore, the length of the prestressed short beam is greater than half of the length of the original full-length prestressed steel beam, mainly because the end parts of the prestressed short beam at the center section of the pier top are partially overlapped under the condition that the whole length of the steel beam is not changed, and therefore, the length of the prestressed short beam is greater than half of the length of the original full-length prestressed steel beam.
Further, the plurality of prestressed short bundles are aligned up and down when being arranged in a layered mode, and the purpose of uniform stress is mainly achieved.
Furthermore, a plurality of prestressed short beams are arranged in parallel in the staggered anchoring area, and the stress is uniform mainly.
Further, the prestressed short bundles include two types, one type is box girder top prestressed short bundles, and the other type is web prestressed short bundles, which are classified according to different installation positions.
In order to achieve the purpose, the invention also discloses a construction method for staggered anchoring arrangement of the ultra-long prestressed steel bundles, which comprises the following steps:
step 1, supporting a vertical die on a pier, binding reinforcing steel bars, and arranging and embedding a prestressed pipeline according to staggered anchoring design requirements;
and 3, tensioning the segment of prestressed steel bundle, and anchoring after the design requirement is met.
The staggered anchoring design in the step (1) means that a plurality of prestressed short beams are alternately distributed on two sides of the center section of the pier top, one end of each prestressed short beam is anchored at the section of the original cantilever end, and the other end of each prestressed short beam is anchored at the section of the pier top opposite to the cantilever end; and the end parts of the plurality of prestressed short beams positioned at the central section position of the pier top are partially overlapped, and an overlapped and anchored staggered anchoring area is formed at the pier top position.
Furthermore, the length of the prestressed short beam is greater than half of the original full-length prestressed steel beam.
In the step (2), the cantilever casting is symmetrical cantilever casting; one end port of the reserved hole channel is positioned on the cross section of the construction cantilever section, and the other end port of the reserved hole channel is positioned on the pier top cross section on the opposite side of the cantilever end.
And (3) symmetrically tensioning the prestressed steel bundles corresponding to the two sides of the segment.
The invention has the beneficial effects that:
compared with the prestressed steel strand in a through-long cable arrangement mode, the prestressed steel strand after staggered anchoring has the following characteristics:
(1) the prestressed steel bundles are reasonably arranged and anchored, the long bundles are properly changed into the short bundles, and the prestress loss is closely related to the length of the prestressed steel bundles, so that the prestress loss of the ultralong prestressed steel bundles caused by friction between steel strands and the pipeline wall, steel bar relaxation and the like is greatly reduced. Thereby reducing mid-span deflection caused by excessive pre-stress loss.
(2) The usage of the steel bundles is basically the same as the usage of the arrangement mode of the through long cables, only the pier top staggered anchoring area is slightly increased, and the cost is basically not too much.
(3) Compared with the arrangement mode of the full-length cable, the whole line shape of the steel bundle arrangement is unchanged, so that the whole stress of the structure is not influenced. And the stress reserve of the zero block staggered anchoring area is greatly increased compared with the arrangement mode of the through long cable, so that the stress loss caused by factors such as temperature effect, creep and the like in the long-term use process of the box girder can be overcome.
With the development of large-span continuous steel bridges in future, the span of the large-span continuous steel bridges is increased, the application and the use amount of the ultra-long prestressed steel bundles are increased, and the advantages of the ultra-long prestressed steel bundle staggered anchoring technology are obviously reflected.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without creative efforts.
FIG. 1 is a schematic view of the arrangement of the prestressed long beams throughout the length
FIG. 2 is a schematic view of a staggered anchoring arrangement of steel bundles
FIG. 3 is a schematic view of a parallel staggered anchoring arrangement of ultra-long prestressed steel strands;
FIG. 4A-A section steel bundle anchoring layout diagram of pier top
In the figure: the structure comprises 1 top plate long bundle, 1 'web long bundle, 2 top plate short bundle, 2' web short bundle, 3 cantilever section anchoring end, 4 pier top section anchoring end and 5 zero block.
Detailed Description
It should be noted that the following detailed description is exemplary and is intended to provide further explanation of the disclosure. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of example embodiments according to the present application. As used herein, the singular forms "a", "an" and "the" are intended to include the plural forms as well, and it should be understood that when the terms "comprises" and/or "comprising" are used in this specification, they specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof, unless the context clearly indicates otherwise.
As described in the background art, the prestressed steel beams are mainly anchored at two cantilever ends of the symmetrical casting sections, that is, the prestressed steel beams are arranged and anchored by the full length, but as the length of the casting sections of the cantilever increases, the prestressed steel beams are inevitably longer and longer, and the prestress loss is closely related to the length of the prestressed steel beams. In order to solve the technical problems, the application provides a staggered anchoring arrangement mode and a construction method for ultra-long prestressed steel bundles.
In a typical embodiment of the present application, as shown in fig. 2, a staggered anchoring arrangement of ultra-long prestressed steel bundles is provided, in the present invention, the prestressed short bundles are used to replace the original ultra-long prestressed steel bundles arranged in the box girder body; the prestressed short beams are symmetrically arranged on two sides along the central section of the pier top; the length of the prestressed short beam is greater than half of the length of the original full-length prestressed steel beam, one end of the prestressed short beam is anchored at the section of the original cantilever end, and the other end of the prestressed short beam is anchored at the section of the pier top opposite to the cantilever end; the pre-stressed short bundles form a staggered anchoring area of overlapping anchoring at the top of the pier.
The box girder top prestressed long bundle and the web prestressed long bundle which are arranged in the original full length mode are divided into corresponding prestressed short bundles by a parallel staggered anchoring arrangement mode, and the box girder top prestressed long bundles and the web prestressed long bundles are anchored in a parallel staggered mode at the pier top position.
In the calculation of the normal use limit state of a prestressed concrete structure, the prestress loss is caused by the following factors: (1) friction sigma between prestressed steel strand and pipeline walll1(ii) a (2) Deformation of anchorage device, steel strand retraction and seam compression sigmal2(ii) a (3) Temperature difference sigma between prestressed steel strand and pedestall3(ii) a (4) Elastic compression sigma of concretel4(ii) a (5) Stress relaxation sigma of prestressed steel strandl5(ii) a (6) Shrinkage and creep sigma of concretel6。
According to the design specification of highway reinforced concrete and prestressed concrete bridges and culverts (JTJ D62-2004), the prestress loss caused by friction between the prestressed steel strand and the pipeline wall when the post-tensioned member is tensioned can be expressed as:
σl1＝σcon[1-e-(μθ+kx)]
in the formula: sigmaconControlling stress for tensioning under the prestressed steel strand anchor, wherein mu is the friction coefficient of the prestressed steel strand and the pipeline wall; theta is the sum of the included angles from the tension end to the tangent of the pipe portion of the calculated section curve, and k is the local deviation per meter of the pipe to frictionAn influence coefficient; x is the length of the pipe from the tensioned end to the calculated cross section.
According to the values of mu, theta and k in the formula and theoretical analysis of contact stress of the prestressed steel strands and the pipeline wall, in the large-span prestressed concrete beam bridge structure, long-beam prestress loss mainly comes from friction between the prestressed steel strands and the pipeline wall; for longitudinal tendon loss, the long strand calculation is larger than the short strand. In addition, the long-beam prestressed tendons have more uncertain influence factors, so that the arrangement of the long-beam prestressed tendons is reduced, the long beams are changed into short beams, the longitudinal prestress loss is greatly reduced, and the prestress storage of the bridge is improved.
In fig. 2, the pier top staggered anchoring area needs to be pre-embedded with parallel staggered anchoring prestressed pipelines. In the figure 1, a box girder top plate prestress long bundle 1 which is originally arranged in a full length is divided into two prestress short bundles 2 which are anchored on the pier top in a parallel and staggered mode; the original 6 box girder web prestress long bundles 1 'which are arranged through the length are respectively divided into two prestress short bundles 2' which are anchored on the pier top in a parallel and staggered manner;
and one end of the anchoring end of the left construction section is positioned at the anchoring end 3 of the cross section of the left construction cantilever, and the other end of the anchoring end of the left construction section is positioned at the anchoring end 4 of the cross section of the pier top on the right side.
Similarly, one end of the anchoring end of the right construction section is located at the anchoring end 3 of the section of the right construction cantilever, and the other end of the anchoring end of the right construction section is located at the anchoring end 4 of the section of the pier top on the left side.
The prestressed steel bundles of the left construction section and the right construction section form a parallel staggered anchoring area at a zero-number block on the pier top; the prestressed steel bundles are reasonably arranged and anchored, the long bundles are properly changed into the short bundles, and the prestress loss is closely related to the length of the prestressed steel bundles, so that the prestress loss of the ultralong prestressed steel bundles caused by friction between steel strands and the pipeline wall, steel bar relaxation and the like is greatly reduced. Thereby reducing mid-span deflection caused by excessive pre-stress loss.
The invention is further explained in detail with reference to the drawings and the embodiments as follows:
① No. 5 blocks are vertically molded and bound with reinforcing steel bars, and prestressed pipelines are arranged and embedded according to the staggered anchoring design requirement.
② after symmetrically pouring left and right construction sections, the prestressed steel beam of the section penetrates into the reserved hole.
③ one end of the prestressed steel beam is anchored to the construction cantilever section, and the other end is anchored to the parallel staggered anchoring area of the zero number block, as shown in fig. 2, 3 and 4.
④ the left and right prestressed steel beams of this segment are symmetrically tensioned at the same time, and anchored after the design requirement is met.
From the above description, it can be seen that the above-described embodiments of the present application achieve the following technical effects:
(1) the prestressed steel bundles are reasonably arranged and anchored, the long bundles are properly changed into the short bundles, and the prestress loss is closely related to the length of the prestressed steel bundles, so that the prestress loss of the ultralong prestressed steel bundles caused by friction between steel strands and the pipeline wall, steel bar relaxation and the like is greatly reduced. Thereby reducing mid-span deflection caused by excessive pre-stress loss.
(2) The usage of the steel bundles is basically the same as the usage of the arrangement mode of the through long cables, and only the pier top staggered anchoring area is slightly increased.
(3) Compared with the arrangement mode of the full-length cable, the whole line shape of the steel bundle arrangement is unchanged, so that the whole stress of the structure is not influenced. And the stress reserve of the zero block staggered anchoring area is greatly increased compared with the arrangement mode of the through long cable, so that the stress loss caused by factors such as temperature effect, creep and the like in the long-term use process of the box girder can be overcome.
With the development of large-span continuous steel bridges in future, the span of the large-span continuous steel bridges is increased, the application and the use amount of the ultra-long prestressed steel bundles are increased, and the advantages of the ultra-long prestressed steel bundle staggered anchoring technology are obviously reflected.
Although the embodiments of the present invention have been described with reference to the accompanying drawings, it is not intended to limit the scope of the present invention, and it should be understood by those skilled in the art that various modifications and variations can be made without inventive efforts by those skilled in the art based on the technical solution of the present invention.
Claims (7)
1. The staggered anchoring arrangement mode of the overlong prestressed steel beams is characterized by comprising a plurality of prestressed short beams, wherein the prestressed short beams are alternately distributed on two sides of the center section of the pier top, one end of each prestressed short beam is anchored at the section of an original cantilever end, and the other end of each prestressed short beam is anchored at the section of the pier top opposite to the cantilever end; the end parts of the plurality of prestressed short beams positioned at the center section of the pier top are partially overlapped, and an overlapped and anchored staggered anchoring area is formed at the pier top;
the length of the prestressed short beam is greater than half of the length of the original full-length prestressed steel beam; the plurality of prestressed short bundles are aligned up and down when layered.
2. The staggered anchoring arrangement of super long prestressed steel strands as claimed in claim 1, wherein the plurality of prestressed short strands are arranged in parallel in the staggered anchoring zone.
3. The staggered anchoring arrangement of ultra-long prestressed steel strands as recited in claim 1, wherein said prestressed short strands include two kinds, one kind being a box girder top prestressed short strand and the other kind being a web prestressed short strand.
4. A construction method for staggered anchoring arrangement of ultra-long prestressed steel bundles is characterized by comprising the following steps:
step (1), erecting a pier top formwork, binding reinforcing steel bars, arranging and embedding prestressed pipelines according to staggered anchoring design requirements;
after the corresponding sections are cast by the cantilever, the prestressed steel bundles of the sections penetrate into the reserved hole channels;
step (3) stretching the segment of prestressed steel bundle, and anchoring after the design requirement is met;
the staggered anchoring design in the step (1) means that a plurality of prestressed short beams are alternately distributed on two sides of the center section of the pier top, one end of each prestressed short beam is anchored at the section of the original cantilever end, and the other end of each prestressed short beam is anchored at the section of the pier top on the opposite side of the cantilever end; and the end parts of the plurality of prestressed short beams positioned at the central section position of the pier top are partially overlapped, and an overlapped and anchored staggered anchoring area is formed at the pier top position.
5. The construction method for staggered anchoring of ultra-long prestressed steel strands as recited in claim 4, wherein said prestressed short strands have a length greater than half of the length of the original full-length prestressed steel strands.
6. The construction method for staggered anchoring arrangement of ultra-long prestressed steel strands as recited in claim 4, wherein in step (2), said cantilever casting is symmetrical cantilever casting; one end port of the reserved hole channel is located at the cross section of the construction cantilever end, and the other end port of the reserved hole channel is located at the pier top cross section on the opposite side of the cantilever end.
7. The construction method for staggered anchoring of ultra-long prestressed steel bundles according to claim 4, wherein in the step (3), the prestressed steel bundles corresponding to both sides of the segment are symmetrically tensioned.
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