CN115045183A - Pipe pin hinged assembled bridge lower structure and construction method thereof - Google Patents
Pipe pin hinged assembled bridge lower structure and construction method thereof Download PDFInfo
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- CN115045183A CN115045183A CN202210867011.4A CN202210867011A CN115045183A CN 115045183 A CN115045183 A CN 115045183A CN 202210867011 A CN202210867011 A CN 202210867011A CN 115045183 A CN115045183 A CN 115045183A
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- 238000010276 construction Methods 0.000 title claims abstract description 22
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 100
- 239000010959 steel Substances 0.000 claims abstract description 100
- 239000000463 material Substances 0.000 claims abstract description 7
- 238000005192 partition Methods 0.000 claims description 24
- 230000003014 reinforcing effect Effects 0.000 claims description 20
- 210000002435 tendon Anatomy 0.000 claims description 16
- 239000011148 porous material Substances 0.000 claims description 10
- 238000000034 method Methods 0.000 claims description 9
- 238000007789 sealing Methods 0.000 claims description 7
- 230000002787 reinforcement Effects 0.000 claims description 6
- 238000005266 casting Methods 0.000 claims description 3
- 238000011065 in-situ storage Methods 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 2
- 238000005452 bending Methods 0.000 abstract description 8
- 239000007787 solid Substances 0.000 description 4
- 230000008901 benefit Effects 0.000 description 3
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 230000010485 coping Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 229920006332 epoxy adhesive Polymers 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 229920000515 polycarbonate Polymers 0.000 description 1
- 239000004417 polycarbonate Substances 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 230000011218 segmentation Effects 0.000 description 1
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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
- E01D19/04—Bearings; Hinges
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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
- 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
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
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Abstract
The invention relates to an assembled bridge lower part structure connected by a pipe pin hinge and a construction method thereof. The dead weight of the existing bridge substructure is large, and the bending moment of the connection position of the bent cap beam and the pier under the action of earthquake is large. The arch beam combined light prefabricated capping beam comprises an arch beam combined light prefabricated capping beam and a pier which are mutually connected through a connecting piece and comprise a steel tank, a steel pipe and a high-strength threaded rod; the steel pipe is vertically embedded in the top of the pier; a post-pouring area which is vertically communicated is preset at the position, corresponding to the pier, of the bent cap, and the steel tank is located in the post-pouring area; the steel tank comprises a top plate and a tank wall, and the bottom of the steel tank is open; inserting the high-strength threaded rod into the steel tank; when the bent cap is positioned above the pier, the steel tank covers the outside of the steel pipe, the high-strength threaded rod is inserted into the steel pipe, and grouting materials are injected into the post-pouring area and the steel pipe to realize connection. The invention not only greatly reduces the dead weight, when the earthquake load acts, the connecting position of the bent cap beam and the pier stud has no bending moment, and the lateral force is mainly transmitted by the direct contact of the steel pipe and the steel tank, so the invention can be applied to high-intensity earthquake areas.
Description
Technical Field
The invention relates to the technical field of construction of prefabricated assembled bridges, in particular to a pipe pin hinge-connected assembled bridge lower part structure and a construction method thereof.
Background
While the society develops at a high speed, higher requirements are put forward to the bridge construction industry, including shortening the construction period, reducing the influence of construction on the environment and traffic and the like, so the prefabrication and assembly technology becomes the development trend of the current bridge construction. Because the bent cap is the single component with the largest relative weight in the assembled components of the bridge, and the prefabricated bent cap has high requirements on transportation and hoisting, the cast-in-place construction is generally adopted, a large number of supports and templates are required during the construction of the traditional cast-in-place bent cap, the construction progress is severely restricted, and the aim of realizing the light weight of the bent cap becomes the key of research.
The sectional precast capping beam is a main means for realizing the lightening of the capping beam, and the capping beam is divided into a plurality of sections transversely or longitudinally and connected by shear keys and the like. The prefabricated bent cap of segmentation needs to cut the muscle of indulging, leads to passing power discontinuous, and thereby its durability is influenced to seam crossing easy infiltration. The integral prefabricated bent cap is superior to a sectional prefabricated bent cap in the aspects of stress performance and convenient construction, the section of the integral prefabricated bent cap mainly comprises a solid section, a box-shaped section, a T-shaped section and an I-shaped section, and the dead weight of the solid section bent cap is too large, so that the requirements on transportation and hoisting equipment are high, and the construction is inconvenient; the dead weight of the fully-prefabricated bent cap with the box-shaped section, the T-shaped section, the I-shaped section and the like is low, but the inner die of the fully-prefabricated bent cap cannot be taken out and reused, so that the economic benefit is seriously influenced.
In addition, the capping beam and the bridge pier form a lower part structure of the bridge, when the prefabricated assembly technology is adopted for construction, the prefabricated capping beam and the bridge pier generally adopt the modes of connection of pre-embedded high-strength steel bars, shear key connection, prestressed tendon connection and the like, the traditional connection mode belongs to consolidation in the physical sense, the physical sense is clear, the advantages of good stress performance and the like under static load enable the prefabricated capping beam to be applied to a low-vibration area, but the connection position bending moment is large under the action of earthquake, and the integral structure is damaged due to the possibility of local damage.
Therefore, there is a need to provide a novel bridge substructure that overcomes the above-mentioned drawbacks, and that reduces the dead weight of the structure and at the same time achieves a more reliable connection between the capping beam and the pier.
Disclosure of Invention
The invention aims to provide a pipe pin hinged assembly type bridge lower part structure and a construction method thereof, which at least solve the problems that the dead weight of the structure is large, the bending moment of the connection position of a bent cap beam and a pier is large under the action of an earthquake, the local damage is possibly caused, the integral structure is damaged, and the like in the prior art.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
the assembled bridge lower structure comprises an arched girder combined lightweight prefabricated capping beam and a pier below the arched girder combined lightweight prefabricated capping beam, wherein the arched girder combined lightweight prefabricated capping beam and the pier are connected with each other through a connecting piece, and the connecting piece comprises a steel tank, a steel pipe and a high-strength threaded rod;
the steel pipe is vertically embedded in the top of the bridge pier, and the top of the steel pipe is exposed out of the top surface of the bridge pier; the outer wall of the steel pipe is provided with radial shear nails;
a post-pouring area which is vertically communicated is preset at the position, corresponding to the pier, of the arched beam combination lightweight prefabricated capping beam, and the steel tank is located in the post-pouring area; the steel tank comprises a top plate and a tank wall, the bottom of the steel tank is open, and the top plate is provided with a threaded hole; the high-strength threaded rod is inserted into the steel tank from the threaded hole, and a nut is arranged at the top of the high-strength threaded rod; the diameter of the steel tank is larger than that of the steel pipe;
when the arched girder combination lightweight prefabricated bent cap is located above the pier, the steel tank covers the outside of the steel pipe, the high-strength threaded rod is inserted into the inside of the steel pipe, and the post-pouring area is connected with the steel pipe through grouting materials.
Furthermore, spiral stirrups are preset in the bridge pier and comprise inner spiral stirrups close to the steel pipe and outer spiral stirrups outside the inner spiral stirrups.
Further, the periphery of the steel pipe on the top surface of the pier is provided with a sealing rubber pad.
Further, the arched beam combination lightweight prefabricated bent cap comprises a bent cap top plate, a bent cap bottom plate, a bottom plate local reinforcing section, an arched beam, an inclined rod and a vertical partition plate;
the cover beam bottom plate is positioned below the cover beam top plate, and the width of the cover beam bottom plate is smaller than that of the cover beam top plate;
the bottom plate local reinforcing sections are positioned on two sides of the top surface of the cover beam bottom plate;
the arched beam is positioned between the top cover beam plate and the bottom cover beam plate; the arched girder is arched upwards, and two ends of the arched girder are respectively connected to the local reinforcing sections of the bottom plate at two sides;
the inclined rods are positioned on two sides between the top plate of the cover beam and the bottom plate of the cover beam; the top of the diagonal rod is connected to the end of the cover beam top plate, and the bottom of the diagonal rod is connected to the bottom plate local reinforcing section;
the vertical partition plate is positioned between the top cover beam plate and the bottom cover beam plate; the vertical diaphragm top is connected to the capping beam top plate and the vertical diaphragm bottom is connected to the arched beam or the floor local reinforcement section.
Furthermore, the local reinforcing section of the bottom plate is a strip-shaped body and is longitudinally arranged on two sides of the top surface of the bottom plate of the cover beam;
the post-pouring area is located at the local reinforcing section of the bottom plate.
Furthermore, the inclined rods incline inwards from top to bottom, and the inclined rods on two sides are symmetrically arranged.
Furthermore, the vertical partition plates are longitudinally arranged, and the vertical lengths of the vertical partition plates are gradually increased from the middle part to two sides of the arched beam combined lightweight prefabricated capping beam.
Furthermore, a prestressed assembly is arranged in the bent cap bottom plate and comprises prestressed tendons and an anchorage device;
a corrugated pipe hole is preset in the bent cap bottom plate, the prestressed tendons are located in the corrugated pipe hole, and the end portions of the prestressed tendons are anchored outside the corrugated pipe hole through anchors.
In another aspect, there is provided a method of constructing an assembled bridge substructure of a pipe-pin hinge connection as described, the method comprising:
prefabricating an arched beam combination lightweight prefabricated cover beam comprising a cover beam top plate, a cover beam bottom plate, a bottom plate local reinforcing section, an arched beam, an inclined rod and a vertical partition plate through a template, and prefabricating a post-pouring area and a corrugated pipe pore channel on the arched beam combination lightweight prefabricated cover beam; prefabricating or casting a pier in situ, and fixing the shear nails on the outer wall of the steel pipe and then embedding the steel pipe into the pier in advance;
hoisting the arched girder combination lightweight prefabricated capping beam on the pier by using hoisting equipment, and placing the extending part of the steel pipe in a post-pouring area; penetrating the high-strength threaded rod through the steel tank, extending the high-strength threaded rod into the steel pipe, and grouting into the steel pipe; rotating and screwing the screw cap to fix the high-strength threaded rod and the steel tank, and placing a sealing rubber pad at the top of the pier;
and (5) grouting in the post-pouring area by adopting a high-pressure grouting method.
Further, after the arch beam combination lightweight prefabricated bent cap and the bridge pier are assembled, the prestressed tendons penetrate through the corrugated pipe pore passages, and the prestressed tendons are tensioned and anchored through an anchorage device;
and grouting the corrugated pipe pore channel by adopting a high-pressure grouting method.
Compared with the prior art, the invention has the following beneficial effects:
1. the fully-prefabricated bent cap is designed, so that the integral performance and the durability are better, the construction period is short, and the influence on the environment and the surrounding traffic is smaller. Compared with a solid section bent cap, the dead weight of the fully prefabricated bent cap is reduced by more than 50%; compared with the upward opening type light capping beam, the self weight is reduced by 25 to 35 percent; the fully-prefabricated bent cap has low requirements on hoisting and transporting equipment, does not depend on large-scale hoisting equipment on site, saves construction cost, and avoids damage to the road surface during transportation and hoisting due to overweight of the bent cap.
2. The fully-prefabricated bent cap beam adopts the arched beam combination light prefabricated bent cap beam, designs the structure of the arched beam, and can fully play the functions of bending and arch compression and the combination effect of the beam in comparison with light bent cap beams with box-shaped section, T-shaped section, I-shaped section and the like. In addition, the arched beam combination lightweight prefabricated capping beam provided by the invention is also provided with a diagonal rod structure, and the structure becomes a Nielsen system due to the diagonal rod, so that the arched beam combination lightweight prefabricated capping beam is higher in rigidity and good in shearing resistance. Therefore, the invention has better integral stress performance, and the internal mold can be taken out and reused, thereby having obvious economic advantage.
3. When the invention is subjected to earthquake load, the connecting position of the bent cap beam and the pier stud has no bending moment, and the lateral force is mainly transmitted by the direct contact of the steel pipe and the steel tank, so that the invention can be applied to high-intensity earthquake areas.
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 described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings of the embodiments can be obtained according to the drawings without creative efforts.
FIG. 1 is an elevational view of the assembled bridge substructure of a pipe-pin hinged connection in one embodiment of the present invention.
Figure 2 is a side view of an assembled bridge substructure of a pipe-pin hinged connection in accordance with one embodiment of the present invention.
Fig. 3 is a schematic view of a pipe-pin hinge of an arched girder combined lightweight precast capping girder and pier according to an embodiment of the present invention.
Fig. 4 is a sectional view of the capping beam bottom plate of the arched beam combination lightweight precast capping beam in one embodiment of the present invention.
The labels in the figure are:
1-capping beam top plate, 2-capping beam bottom plate, 3-bottom plate local reinforcement section, 4-arched beam, 5-diagonal rod, 6-vertical partition plate, 7-high-strength threaded rod, 8-nut, 9-steel tank, 10-steel pipe, 11-shear nail, 12-sealing rubber pad, 13-corrugated pipe channel, 14-prestressed rib, 15-anchorage, 16-pier, 17-seam, 18-post-pouring area, 19-grouting material, 20-internal spiral stirrup and 21-external spiral stirrup;
701-high-strength threaded rod and nut matched threads.
Detailed Description
To facilitate an understanding of the invention, the invention will now be described more fully with reference to the accompanying drawings. Preferred embodiments of the present invention are shown in the drawings. This invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete.
In the description of this patent, it is to be understood that the terms "middle," "two sides," "upper," "lower," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," and the like are used in the orientations and positional relationships indicated in the drawings to facilitate the description of the patent and to simplify the description, but do not indicate or imply that the referenced device or element must have a particular orientation, be constructed and operated in a particular orientation, and thus are not to be considered limiting of the patent.
In the description of this patent, it is noted that unless otherwise expressly specified or limited, the terms "mounted," "connected," "disposed," and the like are to be construed broadly and can for example be fixedly connected, disposed, detachably connected, disposed, or integrally connected and disposed. The specific meaning of the above terms in this patent may be understood by those of ordinary skill in the art as appropriate.
In the description of the specific embodiment, the direction of the tendon length is defined as the transverse direction, i.e., the direction from left to right in fig. 1, and the direction perpendicular to the tendon length in the horizontal plane is defined as the longitudinal direction.
The embodiment provides a fabricated bridge lower part structure connected by a pipe pin hinge, which comprises an arched girder combined lightweight prefabricated capping beam and a pier 16 below the arched girder combined lightweight prefabricated capping beam, wherein the arched girder combined lightweight prefabricated capping beam is of an integral prefabricated structure, is integrally prefabricated in a factory vertical mold and can adopt UHPC (ultra high performance polycarbonate) materials. Pier 16 may be a prefabricated structure or a cast-in-place structure. The arched girder combination lightweight prefabricated capping beam and the pier 16 are assembled on site to form an assembled bridge lower part structure.
Referring to fig. 2 and 3, the arched girder assembly lightweight prefabricated capping girders and piers 16 are connected to each other by means of connection members including steel tanks 9, steel pipes 10, and high-strength threaded rods 7. The steel pipe 10 is vertically embedded at the top of the pier 16, and the top of the steel pipe 10 is exposed on the top surface of the pier 16. The outer wall of the steel pipe 10 is provided with radial shear nails 11, and the shear nails 11 can be fixed on the outer wall of the steel pipe 10 in a welding mode. A post-pouring area 18 which is vertically communicated is preset at the position of the arched girder combined lightweight prefabricated capping beam corresponding to the pier 16, and the steel tank 9 is positioned in the post-pouring area 18. The steel can 9 comprises a top plate and a can wall, the bottom of the steel can is open, and the top plate is provided with a threaded hole. The high-strength threaded rod 7 is inserted into the steel tank 9 from the threaded hole, and the top of the high-strength threaded rod 7 is provided with a thread 701 matched with the high-strength threaded rod and a nut 8. The diameter of the steel can 9 is larger than the diameter of the steel pipe 10. When the arched girder combination lightweight prefabricated capping beam is positioned above a pier 16, the steel tank 9 covers the outside of the steel pipe 10, the high-strength threaded rod 7 is inserted into the steel pipe 10, and grouting material 19 is injected into the post-cast region 18 and the steel pipe 10 to realize connection.
In this embodiment, a gap of a certain width is formed between the steel pipe 10 and the steel tank 9, and the steel pipe 10 can freely rotate in the steel tank 9. The cross sections of the steel tank 9, the steel pipe 10 and the post-cast zone 18 are circular, and in some embodiments, the cross sections of the steel tank 9, the steel pipe 10 and the post-cast zone 18 can be in other shapes to match the specific conditions of the associated structures such as the pier 16.
Referring to fig. 2, in some embodiments, a helical stirrup may be pre-installed in the pier 16, and may include an inner helical stirrup 20 adjacent to the steel pipe 10 and an outer helical stirrup 21 outside the inner helical stirrup 20 to improve the restraint.
As shown in fig. 3, in some embodiments, a sealing rubber pad 12 is provided on the outer circumference of the steel pipe 10 on the top surface of the pier 16.
As shown in fig. 1, the capping beam bottom plate 2 is located below the capping beam top plate 1 and is horizontally arranged up and down, and the transverse width of the capping beam bottom plate 2 is smaller than that of the capping beam top plate 1. The local reinforcing sections 3 of the bottom plate are positioned at the left and right sides of the top surface of the bottom plate 2 of the bent cap. The arched beam 4 is positioned between the coping top plate 1 and the coping bottom plate 2, the arched beam 4 is arched upwards, and the left end and the right end of the arched beam 4 are respectively connected to the bottom plate local reinforcing sections 3 on the two transverse sides. Diagonal members 5 are located on both lateral sides between the capping top plate 1 and the capping bottom plate 2, the top of the diagonal members 5 being connected to the lateral ends of the capping top plate 1, and the bottom of the diagonal members 5 being connected to the bottom plate local reinforcement section 3. The vertical partition plate 6 is positioned between the cover beam top plate 1 and the cover beam bottom plate 2, the top of the vertical partition plate 6 is connected to the cover beam top plate 1, and the bottom of the vertical partition plate 6 is connected to the arched beam 4 or the bottom plate local reinforcing section 3.
Referring to fig. 1 and 2, the local reinforcing section 3 is a strip-shaped body and is longitudinally arranged on two sides of the top surface of the bottom plate 2 of the bent cap. In other embodiments, the cross section of the local reinforcing section 3 of the bottom plate can also be in other shapes according to actual stress requirements, and the end surfaces of the local reinforcing section 3 of the bottom plate, which are connected with the arched beam 4, the inclined rods 5 and the vertical partition 6, can be respectively perpendicular to the arched beam 4, the inclined rods 5 and the vertical partition 6.
As shown in fig. 1, the inclined rods 5 are inclined inwards from top to bottom, and the inclined rods 5 at two sides are symmetrically arranged, so that the light prefabricated bent cap of the arched beam combination is in an isosceles trapezoid shape with a large upper part and a small lower part. In other embodiments, the inclination degree of the inclined rod 5 can be adjusted according to the actual stress requirement.
As shown in fig. 1, the vertical partition plates 6 are longitudinally arranged, and the vertical lengths of the plurality of vertical partition plates 6 are gradually increased from the middle part to two sides of the arched beam combined lightweight prefabricated capping beam. In this embodiment, 7 vertical partition plates 6 are provided. Two longest vertical partitions 6 are located on the lateral left and right sides, the top connected to the capping roof 1 and the bottom connected to the floor local reinforcement 3. The other vertical partitions 6 are located at the two longest vertical partitions 6, the top connected to the capping roof 1 and the bottom connected to the arched girders 4. In other embodiments, the number and the vertical length of the vertical partition plates 6 can be adjusted according to actual stress requirements, and the horizontal left-right symmetrical arrangement is kept.
In some embodiments, as shown in fig. 1 and 4, the capping plate 2 is provided with a prestressing assembly for prestressing and tensioning after the arched girder composite lightweight precast capping girder is assembled with two piers 16. The prestressing assembly comprises tendons 14 and anchors 15. A corrugated pipe pore channel 13 is preset in the bent cap bottom plate 2, the prestressed tendons 14 are located in the corrugated pipe pore channel 13, and the end parts of the prestressed tendons 14 are anchored outside the corrugated pipe pore channel 13 through anchors 15. In this embodiment, four corrugated tube holes 13 are provided in the bottom plate 2 of the bent cap, and are arranged in parallel from front to back in the bottom plate 2 of the bent cap and are in the same plane. In other embodiments, the number and location of bellows tunnels 13 can be adjusted according to the transverse width of the capping beam baseplate 2.
The construction method of the lower structure of the assembled bridge connected by the pipe pin hinge comprises the following steps:
step 1: arched girder combined light prefabricated bent cap in factory
Prefabricating an arched beam combination lightweight prefabricated arched beam comprising a top cover beam plate 1, a bottom cover beam plate 2, a local bottom plate reinforcing section 3, an arched beam 4, an inclined rod 5 and a vertical partition plate 6 through a template, and prefabricating a post-pouring area 18 and a corrugated pipe pore passage 13 on the arched beam combination lightweight prefabricated arched beam; prefabricating or casting a pier 16 in situ, and fixing the shear nails 11 on the outer wall of the steel pipe 10 and then embedding the steel pipe into the pier 16.
Step 2: light capping beam and pier assembled by arched beams on construction site
Hoisting an arched girder combination lightweight prefabricated capping beam by using hoisting equipment, placing the prefabricated capping beam on a pier 16, and placing the extending part of the steel pipe 10 in a post-pouring area 18; extending the high-strength threaded rod 7 into the steel pipe 10 through the steel tank 9, and grouting into the steel pipe 10; the screw cap 8 is screwed down by rotating to fix the high-strength threaded rod 7 and the steel tank 9, and the sealing rubber pad 12 is placed at the top of the pier 16; a 2mm thick epoxy adhesive is applied at the seam 17.
And step 3: high-strength grouting
And (4) grouting in the post-cast zone 18 by a high-pressure grouting method.
And 4, step 4: tension anchoring prestressed rib
After the arch beam combination lightweight prefabricated bent cap and the bridge pier 16 are assembled, the prestressed tendons 14 penetrate through the corrugated pipe pore canal 13, and the prestressed tendons 14 are tensioned and anchored through the anchorage device 15; and grouting the corrugated pipe hole 13 by adopting a high-pressure grouting method.
The invention provides a fabricated bridge lower part structure connected by a pipe pin hinge, which is characterized in that a connection node of a bent cap and a pier is specially designed, when the connection node is subjected to earthquake load, the connection position of the bent cap and the pier has no bending moment, lateral force is mainly transmitted by directly contacting a steel pipe 10 and a steel tank 9, and the fabricated bridge lower part structure can be applied to high-intensity earthquake areas.
The arched girder combined lightweight prefabricated capping beam is designed in the lower structure of the fabricated bridge girder, is essentially different from the structure of the traditional capping beam with a solid section, forms a structural form similar to a lattice body through the arched girder combined structure, greatly reduces the dead weight on the premise of ensuring the integral rigidity, saves materials and reduces the difficulty in hoisting and assembling.
In addition, the structure of the arched beam is designed, and compared with light-weight bent beams such as box-section bent beams, T-section bent beams, I-section bent beams and the like, the arched beam can fully play the bending and arch compression performance and the combination effect of the beam. In addition, the arched beam combination lightweight prefabricated capping beam provided by the invention is also provided with a diagonal rod structure, and the structure becomes a Nielsen system due to the diagonal rod, so that the arched beam combination lightweight prefabricated capping beam is higher in rigidity and good in shearing resistance, and the integral stress performance of the arched beam combination lightweight prefabricated capping beam is better.
The present invention has been described in terms of specific examples, which are provided to aid understanding of the invention and are not intended to be limiting. For a person skilled in the art to which the invention pertains, several simple deductions, modifications or substitutions may be made according to the idea of the invention.
Claims (10)
1. Tubular pin hinged joint's assembled bridge substructure, its characterized in that:
the assembled bridge lower structure comprises an arched beam combination lightweight prefabricated capping beam and a pier (16) below the arched beam combination lightweight prefabricated capping beam, the arched beam combination lightweight prefabricated capping beam and the pier (16) are connected with each other through a connecting piece, and the connecting piece comprises a steel tank (9), a steel pipe (10) and a high-strength threaded rod (7);
the steel pipe (10) is vertically embedded in the top of the pier (16), and the top of the steel pipe (10) is exposed out of the top surface of the pier (16); the outer wall of the steel pipe (10) is provided with radial shear nails (11);
a post-pouring area (18) which is vertically communicated is preset in the position, corresponding to the pier (16), of the arched beam combination lightweight prefabricated capping beam, and the steel tank (9) is located in the post-pouring area (18); the steel tank (9) comprises a top plate and a tank wall, the bottom of the steel tank is open, and the top plate is provided with a threaded hole; the high-strength threaded rod (7) is inserted into the steel tank (9) from the threaded hole, and a nut (8) is arranged at the top of the high-strength threaded rod (7); the diameter of the steel tank (9) is larger than that of the steel pipe (10);
the arched girder combination light prefabricated capping beam is located above the pier (16), the steel tank (9) covers the outside of the steel pipe (10), the high-strength threaded rod (7) is inserted into the steel pipe (10), and the post-pouring area (18) is connected with the steel pipe (10) through grouting materials (19).
2. The pipe-pin hinged assembled bridge substructure of claim 1, wherein:
spiral stirrups are preset in the pier (16) and comprise inner spiral stirrups (20) close to the steel pipe (10) and outer spiral stirrups (21) on the outer sides of the inner spiral stirrups (20).
3. The pipe-pin hinged assembled bridge substructure of claim 2, wherein:
and sealing rubber pads (12) are arranged on the periphery of the steel pipe (10) on the top surface of the pier (16).
4. The pipe-pin hinged assembled bridge substructure of claim 3, wherein:
the arched beam combination lightweight prefabricated capping beam comprises a capping beam top plate (1), a capping beam bottom plate (2), a bottom plate local reinforcing section (3), an arched beam (4), an inclined rod (5) and a vertical partition plate (6);
the cover beam bottom plate (2) is positioned below the cover beam top plate (1), and the width of the cover beam bottom plate (2) is smaller than that of the cover beam top plate (1);
the bottom plate local reinforcing sections (3) are positioned at two sides of the top surface of the bent cap bottom plate (2);
the arched beam (4) is positioned between the cover beam top plate (1) and the cover beam bottom plate (2); the arched beam (4) is arched upwards, and two ends of the arched beam (4) are respectively connected to the local reinforcing sections (3) of the bottom plate on two sides;
the inclined rods (5) are positioned on two sides between the bent cap top plate (1) and the bent cap bottom plate (2); the top of the diagonal rod (5) is connected to the end of the capping beam top plate (1), and the bottom of the diagonal rod (5) is connected to the floor local reinforcement section (3);
the vertical partition plate (6) is positioned between the cover beam top plate (1) and the cover beam bottom plate (2); the top of the vertical clapboard (6) is connected to the capping beam top plate (1), and the bottom of the vertical clapboard (6) is connected to the arched beam (4) or the bottom plate local reinforcing section (3).
5. The pipe-pin hinged assembled bridge substructure of claim 4, wherein:
the bottom plate local reinforcing section (3) is a strip-shaped body and is longitudinally arranged on two sides of the top surface of the bent cap bottom plate (2);
the post-cast region (18) is located at the floor local reinforcement section (3).
6. The pipe-pin hinged assembled bridge substructure of claim 5, wherein:
the inclined rods (5) are inclined inwards from top to bottom, and the inclined rods (5) on two sides are symmetrically arranged.
7. The pipe-pin hinged assembled bridge substructure of claim 6, wherein:
the vertical partition plates (6) are longitudinally arranged, and the vertical lengths of the vertical partition plates (6) are gradually increased from the middle parts to two sides of the arched beam combined lightweight prefabricated capping beams.
8. The pipe-pin hinged assembled bridge substructure of claim 7, wherein:
a prestressed assembly is arranged in the bent cap bottom plate (2), and comprises prestressed tendons (14) and an anchorage device (15);
a corrugated pipe hole (13) is preset in the bent cap bottom plate (2), the prestressed ribs (14) are located in the corrugated pipe hole (13), and the end portions of the prestressed ribs (14) are anchored outside the corrugated pipe hole (13) through anchors (15).
9. The construction method of an assembled bridge lower structure connected by a pipe pin hinge according to claim 8, wherein:
the method comprises the following steps:
prefabricating an arched beam combination lightweight prefabricated arched beam comprising a top plate (1) of the arched beam, a bottom plate (2) of the arched beam, a local reinforcing section (3) of the bottom plate, an arched beam (4), an inclined rod (5) and a vertical partition plate (6) through a template, and prefabricating a post-pouring area (18) and a corrugated pipe hole channel (13) on the arched beam combination lightweight prefabricated arched beam; prefabricating or casting a pier (16) in situ, and fixing the shear nails (11) on the outer wall of the steel pipe (10) and then embedding the shear nails into the pier (16);
hoisting an arched girder combination lightweight prefabricated capping beam by using hoisting equipment, placing the prefabricated capping beam on a pier (16), and placing the extending part of the steel pipe (10) in a post-pouring area (18); penetrating the high-strength threaded rod (7) through the steel tank (9) to extend into the steel pipe (10), and grouting into the steel pipe (10); the screw cap (8) is screwed down by rotating to fix the high-strength threaded rod (7) and the steel tank (9), and a sealing rubber pad (12) is placed at the top of the pier (16);
and grouting in the post-pouring area (18) by adopting a high-pressure grouting method.
10. The construction method of an assembled bridge lower structure connected by a pipe pin hinge according to claim 9, wherein:
after the arch beam combination lightweight prefabricated bent cap and the pier (16) are assembled, the prestressed tendons (14) penetrate through the corrugated pipe pore canal (13), and the prestressed tendons (14) are tensioned and anchored through an anchorage device (15);
and (3) grouting the corrugated pipe pore channel (13) by adopting a high-pressure grouting method.
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