CN112227175A - Assembly type bridge structure for improving fulcrum shear-resisting bearing capacity and construction method - Google Patents
Assembly type bridge structure for improving fulcrum shear-resisting bearing capacity and construction method Download PDFInfo
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- CN112227175A CN112227175A CN202011065594.6A CN202011065594A CN112227175A CN 112227175 A CN112227175 A CN 112227175A CN 202011065594 A CN202011065594 A CN 202011065594A CN 112227175 A CN112227175 A CN 112227175A
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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
- E01D1/00—Bridges in general
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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
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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
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
- E01D19/125—Grating or flooring for 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 an assembled bridge structure for improving fulcrum shear-resisting bearing capacity and a construction method thereof.
Description
Technical Field
The invention belongs to the technical field of assembled bridges, and particularly relates to an assembled bridge structure for improving fulcrum shear-resisting bearing capacity and a construction method.
Background
The statements herein merely provide background information related to the present disclosure and may not necessarily constitute prior art.
In recent years, with the continuous increase of traffic volume, the proportion of heavy-load traffic is continuously increased, so that the traffic flow of an early-built expressway is increasingly saturated, engineering diseases are generally shown, the road traffic capacity is severely restricted, and the safe operation is influenced. Therefore, the improvement of the traffic capacity of the existing roads and the improvement of the operation service level by reconstructing and expanding the existing expressway become a new normal state for the construction of the expressway.
The inventor finds that the shear bearing capacity of the fulcrum section of the beam plate of the existing middle-small span fabricated bridge is insufficient in the reconstruction and extension implementation of the expressway, and the later normal use is influenced. The main reason for this phenomenon is that the bridge constructed in the early stage has a low load standard and cannot meet the current load standard; secondly, under the effect of long-term operation load, the performance of the bridge is degraded, and the bearing capacity of the bridge is further influenced. If the existing bridge load standard is considered, a large number of bridge beam plates need to be dismantled in the reconstruction and expansion of the expressway, so that huge economic waste is caused; meanwhile, the newly-built beam slab can cause secondary development of resources, increase the construction cost and cause secondary damage to the environment. Therefore, technical research on utilization of existing bridge beams and slabs of the expressway is urgently needed to be developed so as to achieve the purposes of saving engineering construction investment, reducing secondary development of resources and protecting the environment.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide an assembled bridge structure for improving the pivot shear bearing capacity and a construction method.
In order to achieve the purpose, the invention is realized by the following technical scheme:
in a first aspect, embodiments of the present invention provide an assembled bridge structure for improving fulcrum shear bearing capacity, the assembled bridge structure is formed by assembling a plurality of hollow slab beams, hinge joints are arranged between adjacent hollow slab beams, a plurality of vertical prestressed tendons are arranged in the hinge joints at intervals, two ends of each vertical prestressed tendon are tensioned and then anchored at the top and the bottom of each hollow slab beam, grouting anchoring bodies are arranged on the peripheries of the vertical prestressed tendons, and a bridge deck pavement integrated layer is arranged at the top of each hollow slab beam.
As a further technical scheme, a prestressed duct is vertically arranged in the hinge joint, the vertical prestressed tendon penetrates through the prestressed duct, and two ends of the vertical prestressed tendon extend out of the prestressed duct.
As a further technical scheme, the top of the vertical prestressed tendon is anchored by a top plate nut, and a top plate anchor backing plate is arranged between the top plate nut and the top of the hollow plate girder.
As a further technical scheme, the bottom of the vertical prestressed tendon is anchored by a bottom plate nut, and a bottom plate anchor backing plate is arranged between the bottom plate nut and the bottom of the hollow plate beam.
As a further technical scheme, the bottom plate anchor backing plate and the top plate anchor backing plate are provided with vertical through holes for vertical prestressed tendons to penetrate through, the vertical through holes are communicated with the prestressed pore channels, and the side parts of the bottom plate anchor backing plate and the top plate anchor backing plate are also provided with slurry pore channels which are communicated with the vertical through holes.
As a further technical scheme, a plurality of prestressed ducts are longitudinally arranged along the hollow slab beam at intervals, and the diameter of each prestressed duct is 1.5 times larger than that of each vertical prestressed tendon.
As a further technical scheme, a plurality of supports are arranged at the bottom of the hollow plate beam and support the hollow plate beam.
As a further technical scheme, the bridge deck pavement integrated layer comprises a concrete layer, and a reinforcing mesh is embedded in the concrete layer.
In a second aspect, an embodiment of the present invention further provides a construction method of the assembled bridge structure, where the construction method includes the following steps:
drilling a plurality of prestressed ducts at intervals in the hinge joint, and penetrating vertical prestressed tendons in the prestressed ducts;
after the vertical prestressed tendons are tensioned, the vertical prestressed tendons are anchored at the top and the bottom of the hollow slab beam;
grouting into the prestressed duct to form a grouting anchoring body;
and cutting off redundant prestressed tendons at the top of the hollow slab beam, and pouring a bridge deck pavement integrated layer.
As a further technical scheme, when the vertical prestressed tendons are tensioned, the vertical prestressed tendons are sequentially tensioned from the midspan sections to the supporting points and anchored; when grouting, grouting is carried out from the bottom of the prestressed duct upwards.
The beneficial effects of the above-mentioned embodiment of the present invention are as follows:
according to the assembled bridge structure, the vertical prestressed tendons are arranged in the hinge joints at intervals, the bridge deck pavement integration layer is arranged at the top of the hollow plate girder, the vertical prestressed tendons are matched with the bridge deck pavement integration layer, so that the shear bearing capacity of the fulcrum section of the assembled bridge girder plate can be improved, the in-situ reinforcement of the existing bridge girder plate can be realized, the main tensile stress of the fulcrum section is effectively reduced, the inclined section of the girder plate is prevented from cracking, and the shear bearing capacity of the girder plate is improved.
According to the assembled bridge structure, the vertical prestressed tendons and the bridge deck pavement integrated layer are adopted, so that the shear bearing capacity of the fulcrum section of the assembled bridge beam slab is improved, the structure is simple, the construction is convenient, the secondary damage to the existing beam slab can be effectively reduced, and the technical performance of the bridge beam slab is ensured.
The assembled bridge structure can realize the maximum utilization of the existing assembled bridge plate for reconstruction and extension of the expressway, reduce the construction cost, reduce the secondary development of resources and protect the environment.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, are included to provide a further understanding of the invention, and are incorporated in and constitute a part of this specification, illustrate exemplary embodiments of the invention and together with the description serve to explain the invention and not to limit the invention.
FIG. 1 is a transverse cross-sectional view of an assembled bridge construction according to an embodiment of the present invention;
FIG. 2 is an elevational view of an assembled bridge construction in accordance with an embodiment of the present invention;
FIG. 3 is a longitudinal cross-sectional view of an assembled bridge construction according to an embodiment of the present invention;
FIG. 4 is a schematic layout view of vertical prestressed tendons according to an embodiment of the present invention;
FIG. 5 is a schematic view of the arrangement of the roof anchor pads in an embodiment of the present invention;
FIG. 6 is a schematic diagram of tensioning a vertical prestressed tendon according to an embodiment of the present invention;
FIG. 7 is a schematic illustration of grouting a pre-stressed duct according to an embodiment of the present invention;
in the figure: 1. the device comprises hollow plate girders, 2 parts of hinge joints, 3 parts of supports, 4 parts of vertical prestressed tendons, 5 parts of a bridge deck pavement integrated layer, 6 parts of prestressed pore passages, 7 parts of bottom plate anchor backing plates, 8 parts of bottom plate nuts, 9 parts of top plate anchor backing plates, 10 parts of top plate nuts, 11 parts of slurry pore passages, 12 parts of tensioning auxiliary tools, 13 parts of jacks, 14 parts of tensioning auxiliary tool nuts, 15 parts of grouting pipes, 16 parts of slurry outlet pipes.
The spacing or dimensions between each other are exaggerated to show the location of the various parts, and the illustration is for illustrative purposes only.
Detailed Description
It is to be understood that the following detailed description is exemplary and is intended to provide further explanation of the invention as claimed. 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 invention 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 exemplary embodiments according to the invention. As used herein, the singular forms "a", "an", and/or "the" are intended to include the plural forms as well, unless the invention expressly state otherwise, 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;
for convenience of description, the words "up", "down", "left" and "right" in the present invention, if any, merely indicate correspondence with up, down, left and right directions of the drawings themselves, and do not limit the structure, but merely facilitate the description of the invention and simplify the description, rather than indicate or imply that the referenced device or element must have a particular orientation, be constructed and operated in a particular orientation, and thus should not be construed as limiting the invention.
The terms "mounted", "connected", "fixed", and the like in the present invention should be understood broadly, and for example, the terms "mounted", "connected", "fixed", and the like may be fixedly connected, detachably connected, or integrated; the two components can be connected mechanically or electrically, directly or indirectly through an intermediate medium, or connected internally or in an interaction relationship, and the terms used in the present invention should be understood as having specific meanings to those skilled in the art.
As introduced in the background art, aiming at the problem that the shear-resistant bearing capacity of the pivot section of the existing fabricated bridge plate is insufficient, the invention provides a fabricated bridge structure for improving the shear-resistant bearing capacity of the pivot and a construction method thereof in order to solve the technical problem.
Example 1:
in a typical embodiment of the invention, as shown in fig. 1, an assembled bridge structure for improving fulcrum shear bearing capacity is provided, which is formed by assembling a plurality of hollow slab beams 1, hinge joints 2 are arranged between adjacent hollow slab beams, a plurality of vertical prestressed tendons 4 are arranged in the hinge joints at intervals, two ends of each vertical prestressed tendon are tensioned and then anchored at the upper end and the lower end of each hollow slab beam, grouting anchoring bodies are arranged on the peripheries of the vertical prestressed tendons, and a bridge deck pavement integrated layer 5 is arranged at the top of each hollow slab beam.
Vertical prestressed tendons are additionally arranged at intervals at hinge joints close to the fulcrum sections of the assembled bridge beam plates and exert prestress, the vertical prestressed tendons form shear steel bars, and the fulcrum section bridge deck integrated pavement layer is additionally arranged to meet the requirement of the fulcrum section on shear resistance.
The bridge deck pavement integration layer 5 is positioned at the top of the hollow slab beam and comprises a concrete layer, and a reinforcing mesh is embedded in the concrete layer; concrete with the thickness of 10cm and a reinforcing mesh can be paved, the concrete strength is not lower than that of the hollow slab beam, the diameter of the reinforcing steel bar is not smaller than 8mm, floating slurry on the top of the hollow slab beam is removed before construction, all impurities are washed clean by a high-pressure water gun, and after the reinforcing mesh is paved, concrete is poured and maintained.
The invention can realize effective protection of the prestressed tendon anchorage by arranging the special anchorage at the beam plate top plate and additionally arranging the bridge deck integrated pavement layer.
The hollow plate beam is of a beam-plate structure, and a hollow cavity is formed in the middle of the beam-plate structure.
The bottom of the hollow slab beam is provided with a plurality of supports 3, and the supports 3 support the hollow slab beam.
In an optional embodiment, a prestressed pore channel 6 is vertically arranged in the hinge joint, a vertical prestressed tendon penetrates through the prestressed pore channel, two ends of the vertical prestressed tendon extend out of the prestressed pore channel, the top of the vertical prestressed tendon is anchored by a top plate nut 10, a top plate anchor plate 9 is arranged between the top plate nut and the top of the hollow plate girder, the bottom of the vertical prestressed tendon is anchored by a bottom plate nut 8, and a bottom plate anchor plate 7 is arranged between the bottom plate nut and the bottom of the hollow plate girder.
And the vertical prestressed tendons are anchored by the top plate nut and the bottom plate nut after being tensioned.
A plurality of prestressed ducts are arranged at intervals along the longitudinal direction of the hollow slab beam, and the diameter of each prestressed duct is 1.5 times larger than that of each prestressed tendon;
in the embodiment, the prestressed channels are arranged in the hinge joints between every two adjacent hollow plate beams at intervals of 30cm in the longitudinal direction, and the prestressed channels are formed by drilling holes at the hinge joint parts by adopting special tools, so that the damage to the existing beam plates can be effectively reduced; the prestressed duct is longitudinally arranged in 6 rows, the effective length is the original design height of the existing beam slab, the number of the transversely arranged rows is the same as the number of hinge joints of the assembled beam slab, and the transversely arranged rows are 6 rows in the embodiment.
In the present invention, the transverse direction refers to the width direction of the fabricated bridge, i.e. the horizontal direction in fig. 1, and the longitudinal direction is the direction perpendicular to the transverse direction: the length direction of the fabricated bridge.
In the embodiment, the high-strength stress-relieving spiral rib steel wire is used as the vertical prestressed tendon, the nominal diameter of the steel wire is 10mm, the tensile strength is more than or equal to 1570MPa, the yield strength is more than or equal to 1420MPa, and the stress relaxation is less than or equal to 2.5% in 1000 h; the maximum tensile force of the prestressed tendon is 0.7 times of yield strength.
The bottom plate and the top plate anchor backing plate are specially processed anchor backing plates with holes opened in the side faces, vertical through holes are formed in the bottom plate anchor backing plate 7 and the top plate anchor backing plate 9 for vertical prestressed ribs to penetrate through, slurry hole channels 11 are further formed in the side portions of the bottom plate anchor backing plate 7 and the top plate anchor backing plate 9 and are used for grouting slurry to pass through, the slurry hole channels 11 are horizontally arranged and communicated with the vertical through holes, the vertical through holes of the bottom plate anchor backing plate and the top plate anchor backing plate are communicated with prestressed hole channels, and therefore grouting can be conducted on the prestressed hole channels in the slurry hole channels of the top plate anchor backing plate and the bottom plate anchor backing plate.
In the embodiment, the top plate anchor backing plate and the bottom plate anchor backing plate are 2cm thick, and the side part is provided with the pore canal with the diameter of 5mm, so that the pore canal grouting liquid is ensured to enter the vertical prestress pore canal through the pore canal of the bottom plate anchor backing plate and be discharged from the top plate anchor backing plate.
The bottom plate anchor backing plate is connected with a grouting pipe 15, the top plate anchor backing plate is connected with a grout outlet pipe 16, grouting can be performed into the prestressed duct, and a grouting anchoring body is formed on the periphery of the vertical prestressed tendon in the prestressed duct.
The pore canal grouting adopts special slurry grouting, so that the pore canal grouting is guaranteed to be compact, and the prestressed reinforcement in the pore canal is effectively protected.
Example 2:
in the embodiment, the construction method of the assembly type bridge structure for improving the fulcrum shear bearing capacity is provided, the vertical prestressed tendons are additionally arranged at the hinge joints of the assembly type beam plates at intervals, and the bridge deck pavement integrated layer is additionally arranged, so that the fulcrum section shear bearing capacity is improved.
Wherein the vertical tendons are arranged using the vertical tendons as described in embodiment 1.
In the section close to the fulcrum, the section with insufficient shearing resistance and bearing capacity is drilled at the hinge joint part by a special tool at intervals of 30cm to form prestressed ducts, the diameter of the prestressed duct is required to be 1.5 times larger than that of a prestressed tendon, 6 rows are longitudinally arranged, and 6 rows are transversely arranged according to the number of hinge joints of the assembled beam slab.
Prestressed tendons are uniformly distributed in the prestressed duct, in the embodiment, a high-strength stress-relieving spiral rib steel wire is used as the vertical prestressed tendon, the nominal diameter of the steel wire is 10mm, the tensile strength is not less than 1570MPa, the yield strength is not less than 1420MPa, and the stress relaxation is not more than 2.5% at 1000 h; the maximum tensile force of the prestressed tendon is 0.7 times of yield strength.
The prestressed tendons are longitudinally arranged in 6 rows, the spacing is 300mm, the effective length is the original design height of the existing beam slab, and the number of the transversely arranged rows is the same as the number of hinge joints of the assembled beam slab.
The specific construction method comprises the following steps:
penetrating a pre-manufactured prestressed tendon into a prestressed duct, wherein the prestressed tendon penetrates through the whole vertical prestressed duct;
the bottom of the hollow slab beam is anchored by adopting a special anchor backing plate and a nut, the anchoring area meets the requirement of local compressive strength of concrete, and the local compressive damage of the concrete is avoided;
the top of the hollow plate girder is provided with an anchorage device and a jack 13, the jack 13 is arranged on a stretching auxiliary tool 12, the stretching auxiliary tool 12 is of a C-shaped structure with a downward opening, the bottom of the stretching auxiliary tool is supported on the hollow plate girder, the top of the stretching auxiliary tool supports the jack, the top of the jack is provided with a stretching auxiliary tool nut 14 which fixes the vertical prestressed tendon, the vertical prestressed tendon can be stretched by operating the jack, and the vertical prestressed tendon is sequentially stretched from a midspan section to a fulcrum and is anchored during stretching;
grouting the prestressed duct by using grouting equipment, wherein a bottom plate anchor backing plate is connected with a grouting pipe, a top plate anchor backing plate is connected with a grout outlet pipe, grouting is pressed from the bottom of a beam plate and flows out from the top, and the consistency of the flowing-out grout is required to be consistent with that of grouting grout;
and cutting off redundant prestressed tendons at the top of the beam slab, and pouring a bridge deck pavement integrated layer to complete the construction operation of the prestressed tendons.
The step process of pouring the bridge deck pavement integrated layer comprises the following steps:
and after the vertical prestressed tendons of the hinge joints are tensioned and grouted, performing construction on a bridge deck pavement integrated layer, wherein the bridge deck pavement integrated layer is positioned at the top of the hollow slab beam and is paved by adopting concrete and a reinforcing mesh with the thickness of 10cm, the concrete strength is not lower than the concrete strength of the hollow slab beam, the diameter of the reinforcing mesh is not smaller than 8mm, removing floating slurry at the top of the hollow slab beam before construction, washing all impurities by a high-pressure water gun, and after the reinforcing mesh is paved, pouring concrete and maintaining.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. The utility model provides an improve assembled bridge structures of fulcrum anti-shear bearing capacity, characterized by is assembled by a plurality of hollow slab roof beams and forms, has the hinge joint between the adjacent hollow slab roof beam, and interval arrangement a plurality of vertical prestressing tendons in the hinge joint, vertical prestressing tendon both ends stretch-draw back anchor in hollow slab roof beam top and bottom, and vertical prestressing tendon periphery sets up the slip casting anchor body, and hollow slab roof beam top sets up the bridge deck and paves the wholeization layer.
2. An assembled bridge structure according to claim 1, wherein a pre-stressed duct is vertically formed in the hinge joint, a vertical pre-stressed tendon is inserted into the pre-stressed duct, and both ends of the vertical pre-stressed tendon extend out of the pre-stressed duct.
3. An assembled bridge construction according to claim 2, wherein the top of the vertical tendons is anchored by a top plate nut, and a top plate anchor pad is provided between the top plate nut and the top of the hollow slab beam.
4. An assembled bridge construction according to claim 3, wherein the bottom of said vertical tendons is anchored by means of bottom plate nuts, and bottom plate anchor pads are provided between the bottom plate nuts and the bottom of the hollow slab girders.
5. An assembled bridge structure according to claim 4, wherein the bottom plate anchor backing plate and the top plate anchor backing plate are provided with vertical through holes for vertical prestressed tendons to pass through, the vertical through holes are communicated with the prestressed duct, and the side parts of the bottom plate anchor backing plate and the top plate anchor backing plate are also provided with grout ducts which are communicated with the vertical through holes.
6. An assembled bridge structure according to claim 2, wherein a plurality of the pre-stressed ducts are arranged at intervals along the longitudinal direction of the hollow slab beam, and the diameter of the pre-stressed duct is larger than 1.5 times of that of the vertical pre-stressed tendons.
7. An assembled bridge construction according to claim 1, wherein a plurality of support blocks are provided at the bottom of the hollow plate girder, the support blocks supporting the hollow plate girder.
8. An assembled bridge construction according to claim 1, wherein said deck-forming integration layer comprises a concrete layer having reinforcing mesh embedded therein.
9. A construction method of an assembled bridge structure according to any one of claims 1 to 8, comprising the steps of:
drilling a plurality of prestressed ducts at intervals in the hinge joint, and penetrating vertical prestressed tendons in the prestressed ducts;
after the vertical prestressed tendons are tensioned, the vertical prestressed tendons are anchored at the top and the bottom of the hollow slab beam;
grouting into the prestressed duct to form a grouting anchoring body;
and cutting off redundant prestressed tendons at the top of the hollow slab beam, and pouring a bridge deck pavement integrated layer.
10. The construction method according to claim 9, wherein when the vertical prestressed tendons are tensioned, the vertical prestressed tendons are sequentially tensioned from the midspan section to the supporting point and anchored; when grouting, grouting is carried out from the bottom of the prestressed duct upwards.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202011065594.6A CN112227175A (en) | 2020-09-30 | 2020-09-30 | Assembly type bridge structure for improving fulcrum shear-resisting bearing capacity and construction method |
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| CN202011065594.6A CN112227175A (en) | 2020-09-30 | 2020-09-30 | Assembly type bridge structure for improving fulcrum shear-resisting bearing capacity and construction method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113279516A (en) * | 2021-06-16 | 2021-08-20 | 无锡市市政设施建设工程有限公司 | Reinforced subway prestressed beam and manufacturing method thereof |
| CN113981839A (en) * | 2021-10-22 | 2022-01-28 | 中冶南方城市建设工程技术有限公司 | Method for reinforcing transverse overall performance of prefabricated hollow slab beam |
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| CN113279516A (en) * | 2021-06-16 | 2021-08-20 | 无锡市市政设施建设工程有限公司 | Reinforced subway prestressed beam and manufacturing method thereof |
| CN113981839A (en) * | 2021-10-22 | 2022-01-28 | 中冶南方城市建设工程技术有限公司 | Method for reinforcing transverse overall performance of prefabricated hollow slab beam |
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