CN212561133U - Pier is assembled in prefabricated festival segmentation high-intensity district - Google Patents
Pier is assembled in prefabricated festival segmentation high-intensity district Download PDFInfo
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- CN212561133U CN212561133U CN202021658370.1U CN202021658370U CN212561133U CN 212561133 U CN212561133 U CN 212561133U CN 202021658370 U CN202021658370 U CN 202021658370U CN 212561133 U CN212561133 U CN 212561133U
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Abstract
The utility model belongs to the technical field of bridge engineering, a prefabricated segmental high-intensity region assembled pier is disclosed, which comprises a pier bearing platform, wherein a mounting groove is arranged on the pier bearing platform, a pier bottom plastic hinge column is poured in the mounting groove, a plurality of sections of pier prefabricated segments are sequentially and coaxially connected to the top of the pier bottom plastic hinge column from bottom to top, and a bent cap is connected to the top of the top pier prefabricated segment; smooth pore channels are arranged at the centers of the pier bearing platform, the pier bottom plastic hinge column, the multi-section pier prefabricated sections and the capping beam, unbonded prestressed steel stranded wires are arranged in the smooth pore channels, a plurality of steel bars are arranged between the capping beam and the pier bearing platform, the top ends of the steel bars are embedded into the capping beam, the bottom ends of the steel bars are embedded into the pier bearing platform, and the middle parts of the steel bars penetrate through the pier bottom plastic hinge column and the multi-section pier prefabricated sections; the problems of the existing reinforced concrete pier structure in the aspects of construction method, durability, seismic performance and the like are solved, and the reinforced concrete pier structure can be widely applied to bridges in middle and high-intensity areas.
Description
Technical Field
The utility model belongs to the technical field of bridge engineering, in particular to pier is assembled in prefabricated festival segmentation high-intensity district.
Background
The bridge substructure is mostly constructed in a cast-in-place manner, so that the construction period is long, the influence of the environment is large, and the normal traffic of surrounding areas is seriously disturbed. When the segment prefabricated assembly pier is built, all prefabricated segments are mechanically assembled and then are assembled into a whole in a connecting mode of post-tensioned prestressed tendons, dry and wet joints and the like. As the formwork erecting, pouring and maintenance operations during site construction are obviously reduced, the method has short construction period and small influence by seasonal weather, greatly reduces the influence on the bridge site environment and traffic interference, is easy to ensure the engineering quality and reduces the life cycle cost of the bridge. For example, chinese patent document No. CN110004837A discloses a prefabricated segment for assembling pier, which includes a segment body, wherein the upper end of the segment body is provided with a plurality of joints, the upper end of the segment body is provided with a plurality of joint holes adapted to be inserted into and matched with the joints, and the segment body is further provided with reserved common reinforcement holes and prestressed steel beam holes along the longitudinal direction thereof.
Chinese patent document, publication No. CN108797321A, discloses an ECC tube-concrete prefabricated assembled combined pier of a socket joint type joint and a construction method thereof. The construction method of the pier comprises the steps of setting a base hole, prefabricating a pier stud body, placing the pier stud body, pouring a base and the like. The method effectively ensures the unification of the structure quality and improves the construction speed and the standardization degree of the components. The bearing capacity and the durability of the structure are improved, and the structure has better bending resistance.
However, the connection part between the bottom section and the bearing platform has weak stress performance, unclear anti-seismic performance and insufficient design aiming at self-resetting characteristics and energy consumption capability, so that the application of the bridge in a middle and high-intensity area is restricted.
The bridge pier is used as a main bearing member, and is mostly of a reinforced concrete structure at present. However, the disadvantages of this construction are also increasingly pronounced during use: the crack resistance is poor. When the reinforced concrete structure is exposed to a corrosive environment or has a long service life, the reinforced concrete structure is gradually corroded and damaged, peripheral concrete cracks and even peels off, internal steel bars are corroded, and the reinforced concrete structure is damaged and destroyed finally. Similarly, after the earthquake load action, once the pier generates the plastic hinge, the damage is concentrated in the plastic hinge area, so that a large number of cracks occur in concrete in the area, the internal reinforcing steel bars are corroded seriously, the bearing capacity and the durability of the member are reduced, and the earthquake resistance of the pier is seriously influenced.
In conclusion, the existing reinforced concrete pier structure has many defects in the aspects of construction method, durability problem, seismic performance and the like, and the application of the existing reinforced concrete pier structure in bridges in medium and high-intensity areas is greatly restricted.
SUMMERY OF THE UTILITY MODEL
The utility model aims to provide a prefabricated segment type high-intensity area assembled pier for solving the problems in the prior art; the technical scheme adopted for achieving the purpose is as follows:
a prefabricated segmental high-intensity region assembled pier comprises a pier bearing platform, wherein an installation groove is formed in the pier bearing platform, a pier bottom plastic hinge column is poured in the installation groove, the top of the pier bottom plastic hinge column is higher than the pier bearing platform, a plurality of pier prefabricated segments are sequentially and coaxially connected to the top of the pier bottom plastic hinge column from bottom to top, and a cover beam is connected to the top of the pier prefabricated segment at the topmost part; smooth pore channels are arranged at the centers of the pier bearing platform, the pier bottom plastic hinged column, the multi-section pier prefabricated sections and the coping, unbonded prestressed steel strands are arranged in the smooth pore channels, the bottom ends of the prestressed steel strands are anchored at the bottom of the pier bearing platform, the top ends of the prestressed steel strands are anchored at the top of the coping, a plurality of steel bars are arranged between the coping and the pier bearing platform, the top ends of the steel bars are embedded into the coping, the bottom ends of the steel bars are embedded into the pier bearing platform, and the middle parts of the steel bars penetrate through the pier bottom plastic hinged column and the multi-section pier prefabricated sections;
and a plurality of external energy consumption angle steels are arranged at the connection part of the pier bearing platform and the plastic hinge column at the bottom of the pier and the connection part of the prefabricated section of the top pier and the capping beam around the circumferential direction.
Preferably, the plastic hinge pillar at the bottom of the pier is poured by adopting a polypropylene fiber reinforced cement-based composite material.
Preferably, the precast pier segment comprises an outer steel fiber concrete layer, and a concrete column is arranged in the outer steel fiber concrete layer.
Preferably, be equipped with many high-elastic mould carbon fiber reinforced plastic muscle (high-elastic mould CFRP muscle) between bent cap and pier cushion cap, carbon fiber reinforced plastic muscle and the outer position of steel fibre concrete are corresponding and around circumference evenly distributed, in carbon fiber reinforced plastic muscle top is buried the bent cap, in carbon fiber reinforced plastic muscle bottom is buried the pier cushion cap, carbon fiber reinforced plastic muscle middle part is run through pier bottom plasticity hinge post, steel fibre concrete is outer.
Preferably, epoxy resin glue is arranged in the joints between the bent cap and the prefabricated segment of the top pier, between the prefabricated segments of all the piers and between the prefabricated segment of the bottom pier and the plastic hinge column at the bottom of the pier.
The utility model discloses the beneficial effect who has does: (1) the pier bearing platform is provided with an installation groove, and a polypropylene fiber reinforced cement-based composite material (PP-ECC) is poured into the installation groove to the whole pier bottom plastic hinge area before the pouring of the bearing platform is completed and the concrete is initially set, so that the pier bottom plastic hinge area can be connected with the pier bearing platform into a whole, and the problem that the stress performance of the joint of the pier bottom and the bearing platform assembled by the traditional prefabricated sections is weak is solved;
(2) the traditional ECC toughening material is PVA fiber, the PVA-ECC material not only needs to adopt a surface treatment process to weaken the hydrophilicity of the PVA material, but also the specially processed PVA fiber is mostly dependent on import, so that the PVA-ECC material is expensive in manufacturing cost, is easy to be blocked by foreign technologies, and is difficult to realize large-scale engineering application in China. The utility model discloses a domestic polypropylene fibre is as ECC's toughened material to replace ordinary concrete with polypropylene fibre reinforced cement base combined material (PP-ECC) and be used for pier bottom plastic hinge district, can realize the transformation to multiple slight crack steady state fracture mode with single crackle, show toughness, nonlinear deformation and the energy absorption ability that increases the material, thereby obtain the pier plastic hinge that has power consumption ability and high ductility ability.
(3) Prefabricating the prefabricated pier sections in a factory, wherein the periphery of the prefabricated pier sections adopts an outer steel fiber concrete layer, and common concrete is poured into the prefabricated pier sections; the outer layer of the steel fiber concrete (SFRC) is formed by randomly distributing a certain proportion of steel fibers in the concrete, so that the expansion of micro cracks and the formation of macro cracks in the concrete can be effectively prevented, the bending resistance, the shearing resistance and the fatigue resistance of a pier body are obviously improved, and the ductility is better.
(4) The unbonded prestressed steel strand arranged at the center has higher tensile property and yield strength, is used as a connecting member of a prefabricated section of a pier, and can enable the structure to be self-restored after an earthquake occurs, so that residual deformation of a pier body is obviously reduced.
(5) The high-elastic-die CFRP rib adopted by the utility model is a high-elastic-die CFRP rib with the elastic modulus of more than 200MPa, and is arranged in the steel fiber concrete outer layer; compared with other types of FRP ribs, the high-elastic-modulus CFRP rib has higher elastic modulus, is not easy to creep and fracture, has good anti-fatigue property and better durability; the bottom of the steel fiber reinforced concrete bridge pier penetrates through a bridge pier bearing platform, and the middle of the steel fiber reinforced concrete bridge pier penetrates through the outer layer of the steel fiber reinforced concrete; the corrosion resistance of the high-elastic-modulus CFRP rib is combined with the anti-cracking capability of the PP-ECC material and the steel fiber concrete, so that the problems of corrosion of the steel bar and large deformation and fast crack development of a common concrete structure in a loading process can be fundamentally solved, and the durability of the bridge pier is remarkably improved.
(6) A certain amount of replaceable energy-consuming angle steels are arranged at the connection part of the pier bearing platform and the plastic hinge column at the bottom of the pier and the connection part of the prefabricated section of the top pier and the capping beam in a circumferential direction, so that the lateral force resistance, the lateral rigidity resistance and the energy-consuming capacity of the pier can be improved. The energy-consuming angle steel is designed into a first anti-seismic defense line, consumes seismic energy and protects the bridge pier from being damaged by an earthquake. The damaged angle steel after the earthquake can be replaced quickly, and the quick recovery of the function of the structure after the earthquake is realized.
Drawings
Fig. 1 is a schematic structural view of the present invention;
FIG. 2 is a cross-sectional view taken along line A-A of FIG. 1;
fig. 3 is a sectional view taken along line B-B in fig. 1.
Detailed Description
The present invention will be further described with reference to the accompanying drawings.
As shown in fig. 1 to 3, the prefabricated segmental high-intensity area assembled pier comprises a pier bearing platform 1, wherein an installation groove 11 is formed in the pier bearing platform 1, a pier bottom plastic hinge column 10 is poured into the installation groove 11, the top of the pier bottom plastic hinge column 10 is higher than that of the pier bearing platform 1, the pier bottom plastic hinge column 10 is poured by a polypropylene fiber reinforced cement-based composite material (PP-ECC), a plurality of pier prefabricated segments 9 are sequentially and coaxially connected to the top of the pier bottom plastic hinge column 10 from bottom to top, and a cover beam 8 is connected to the top of the topmost pier prefabricated segment; smooth pore channels are arranged at the centers of the pier bearing platform 1, the pier bottom plastic hinged column 10, the multi-section pier prefabricated sections 9 and the capping beam 8, an unbonded prestressed steel strand 7 is arranged in each smooth pore channel, the bottom end of the prestressed steel strand 7 is anchored at the bottom of the pier bearing platform 1, the top end of the prestressed steel strand 7 is anchored at the top of the capping beam 8, a plurality of steel bars 6 are arranged between the capping beam 8 and the pier bearing platform 1, the steel bars 6 are common steel bars in the pier, the top ends of the steel bars 6 are embedded in the capping beam 8, the bottom ends of the steel bars 6 are embedded in the pier bearing platform 1, and the middle parts of the steel bars 6 penetrate through the pier bottom plastic hinged column 10 and the multi;
and a plurality of external energy consumption angle steels 5 are arranged at the joints of the pier bearing platform 1 and the pier bottom plastic hinge column 10 and the joints of the top pier prefabricated sections and the bent caps 8 around the circumferential direction.
The bridge pier prefabricated segment 9 comprises a steel fiber concrete outer layer 4, a concrete column 3 is arranged in the steel fiber concrete outer layer 4, and the concrete column 3 is formed by pouring concrete with the strength grade of C40 and above.
Be equipped with many high elastic modulus strong plastics muscle 2 between bent cap 8 and pier cushion cap 1, be high elastic modulus CFRP muscle promptly, carbon fiber reinforced plastics muscle 2 is corresponding and around circumference evenly distributed with the outer 4 position of steel fibre concrete, in the bent cap 8 is buried on 2 tops of carbon fiber reinforced plastics muscle, in 2 bottoms of carbon fiber reinforced plastics muscle bury pier cushion cap 1, plastic hinge post 10, the outer 4 of steel fibre concrete at the bottom of the pier is run through at 2 middle parts of carbon fiber reinforced plastics muscle.
Epoxy resin glue is arranged in the joints between the capping beam 8 and the prefabricated segment of the top pier, between the prefabricated segments 9 of all the piers and between the prefabricated segment of the bottom pier and the plastic hinge column 10 at the bottom of the pier.
The construction process of the prefabricated segment type high-intensity area spliced pier, namely the installation method of the pier, comprises the following steps:
step A: firstly, binding a pier reinforcing frame on a construction site, then performing on-site pouring of a pier bearing platform 1, reserving a smooth pore channel at the center of the pier bearing platform 1, and reserving a mounting groove 11 at the top of the pier bearing platform 1;
and B: before the initial setting of the concrete of the pier bearing platform 1, pouring a polypropylene fiber reinforced cement-based composite material (PP-ECC) into the installation groove 11 until the whole plastic hinge area forms a pier bottom plastic hinge column 10; namely, the pier bearing platform 1 and the pier bottom plastic hinge column 10 are both cast in situ;
and C: coaxially installing the prefabricated pier sections 9 prefabricated in advance on the plastic hinge columns 10 at the bottom of the pier, simultaneously enabling the pier steel reinforcement frames to sequentially penetrate through the prefabricated pier sections 9, simultaneously grouting and reinforcing the pier steel reinforcement frames penetrating through the prefabricated pier sections 9, sequentially repeating the steps to finish the installation of all the prefabricated pier sections 9, and finally installing the capping beams 8 on the prefabricated pier sections at the top;
step D: finally, epoxy resin glue is respectively filled in the joints between the capping beam 8 and the prefabricated segment of the top pier, between the prefabricated segments 9 of all the piers and between the prefabricated segment of the bottom pier and the plastic hinge column 10 at the bottom of the pier for reinforcing connection, and post-tensioning prestress is applied to the whole assembled pier; and finally, a plurality of external energy consumption angle steels 5 are arranged at the connection part of the pier bearing platform 1 and the pier bottom plastic hinge column 10 and the connection part of the top pier prefabricated section and the capping beam 8 around the circumferential direction.
In the step A, the pier reinforcing frame comprises a pier cushion cap reinforcing frame at the bottom, reinforcing frames distributed on the inner side and carbon fiber reinforced plastic ribs 2 distributed on the outer side; and D, reserving a smooth hole channel at the center of the pier bottom plastic hinge column 10 in the step B, filling a non-bonding prestressed steel strand 7 into the smooth hole channel, and anchoring the bottom end of the prestressed steel strand 7 at the bottom of the pier bearing platform 1.
In the step C, a smooth pore channel is reserved at the center of the prefabricated pier segment 9, a corrugated steel pipe is arranged in the prefabricated pier segment 9, when the prefabricated pier segment 9 is installed, the unbonded prestressed steel stranded wires 7 penetrate through the smooth pore channel at the center of the prefabricated pier segment 9, the steel bar frame 6 on the inner side and the carbon fiber reinforced plastic bars 2 on the outer side penetrate through the corresponding corrugated steel pipe, and then grouting material is injected into the corrugated steel pipe from bottom to top by using a mortar machine until the grouting material overflows.
When grouting is carried out in the corrugated steel pipe, smooth pore canals at the centers of the pier bearing platform 1, the pier bottom plastic hinged column 10, the multi-section pier prefabricated sections 9 and the capping beam 8 are all hollow and do not need grouting materials.
Specifically, in step D, post-tensioning prestressing is applied to the entire assembled pier by tensioning the unbonded prestressed steel strand 7.
Finally, it should be noted that: the above embodiments are only used to illustrate the technical solution of the present invention, and not to limit it; although the present invention has been described in detail with reference to the foregoing embodiments, it should be understood by those skilled in the art that: it is to be understood that modifications may be made to the above-described arrangements in the embodiments or equivalents may be substituted for some of the features of the embodiments, but such modifications or substitutions do not depart from the spirit and scope of the present invention.
Claims (5)
1. The prefabricated segmental high-intensity region assembled pier is characterized by comprising a pier bearing platform, wherein an installation groove is formed in the pier bearing platform, a pier bottom plastic hinge column is poured into the installation groove, the top of the pier bottom plastic hinge column is higher than the pier bearing platform, a plurality of pier prefabricated segments are sequentially and coaxially connected to the top of the pier bottom plastic hinge column from bottom to top, and a cover beam is connected to the top of the top pier prefabricated segment; smooth pore channels are arranged at the centers of the pier bearing platform, the pier bottom plastic hinged column, the multi-section pier prefabricated sections and the coping, unbonded prestressed steel strands are arranged in the smooth pore channels, the bottom ends of the prestressed steel strands are anchored at the bottom of the pier bearing platform, the top ends of the prestressed steel strands are anchored at the top of the coping, a plurality of steel bars are arranged between the coping and the pier bearing platform, the top ends of the steel bars are embedded into the coping, the bottom ends of the steel bars are embedded into the pier bearing platform, and the middle parts of the steel bars penetrate through the pier bottom plastic hinged column and the multi-section pier prefabricated sections;
and a plurality of external energy consumption angle steels are arranged at the connection part of the pier bearing platform and the plastic hinge column at the bottom of the pier and the connection part of the prefabricated section of the top pier and the capping beam around the circumferential direction.
2. The prefabricated segmented high-intensity area spliced pier according to claim 1, wherein the plastic hinge column at the bottom of the pier is cast by adopting a polypropylene fiber reinforced cement-based composite material.
3. The precast segment type high-intensity area spliced pier according to claim 1 or 2, wherein the precast pier segment comprises an outer layer of steel fiber concrete, and a concrete column is arranged in the outer layer of steel fiber concrete.
4. The pier is assembled in prefabricated segmental high-intensity region according to claim 3, wherein a plurality of high-elastic-modulus carbon fiber reinforced plastic ribs are arranged between the bent cap and the pier bearing platform, the carbon fiber reinforced plastic ribs correspond to the outer layer of the steel fiber concrete and are uniformly distributed in the circumferential direction, the top ends of the carbon fiber reinforced plastic ribs are embedded into the bent cap, the bottom ends of the carbon fiber reinforced plastic ribs are embedded into the pier bearing platform, and the middle parts of the carbon fiber reinforced plastic ribs penetrate through the plastic hinge columns at the bottom of the pier and the outer layer of the steel fiber concrete.
5. The precast segmented high-intensity area spliced pier according to claim 4, wherein epoxy resin glue is arranged in joints between the capping beam and the precast segment of the topmost pier, between the precast segments of each pier, and between the precast segment of the bottommost pier and the plastic hinge column at the bottom of the pier.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021658370.1U CN212561133U (en) | 2020-08-11 | 2020-08-11 | Pier is assembled in prefabricated festival segmentation high-intensity district |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021658370.1U CN212561133U (en) | 2020-08-11 | 2020-08-11 | Pier is assembled in prefabricated festival segmentation high-intensity district |
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| CN212561133U true CN212561133U (en) | 2021-02-19 |
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| CN202021658370.1U Expired - Fee Related CN212561133U (en) | 2020-08-11 | 2020-08-11 | Pier is assembled in prefabricated festival segmentation high-intensity district |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112982829A (en) * | 2021-03-04 | 2021-06-18 | 北京工业大学 | Assembled ECC-RC mixed column connected by grouting sleeve |
| CN113062209A (en) * | 2021-03-29 | 2021-07-02 | 江南大学 | Prestressing force buffering power consumption bridge vibration isolation support |
| CN113430919A (en) * | 2021-06-24 | 2021-09-24 | 武汉理工大学 | Prefabricated assembled pier structure based on lightweight ultrahigh-performance concrete reinforced plastic hinge and preparation method thereof |
| CN113585053A (en) * | 2021-08-16 | 2021-11-02 | 北京工业大学 | Prefabricated assembled concrete-filled steel tube pier with out-of-site tension prestress and construction method thereof |
| CN114382005A (en) * | 2022-02-28 | 2022-04-22 | 南京理工大学 | Segment assembly type pier with step performance and construction method thereof |
| CN115075146A (en) * | 2022-07-22 | 2022-09-20 | 北京城建设计发展集团股份有限公司 | Method for connecting prefabricated capping beam through prestressed tendons and steel bars |
-
2020
- 2020-08-11 CN CN202021658370.1U patent/CN212561133U/en not_active Expired - Fee Related
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112982829A (en) * | 2021-03-04 | 2021-06-18 | 北京工业大学 | Assembled ECC-RC mixed column connected by grouting sleeve |
| CN113062209A (en) * | 2021-03-29 | 2021-07-02 | 江南大学 | Prestressing force buffering power consumption bridge vibration isolation support |
| CN113062209B (en) * | 2021-03-29 | 2022-03-15 | 江南大学 | Prestressing force buffering power consumption bridge vibration isolation support |
| CN113430919A (en) * | 2021-06-24 | 2021-09-24 | 武汉理工大学 | Prefabricated assembled pier structure based on lightweight ultrahigh-performance concrete reinforced plastic hinge and preparation method thereof |
| CN113585053A (en) * | 2021-08-16 | 2021-11-02 | 北京工业大学 | Prefabricated assembled concrete-filled steel tube pier with out-of-site tension prestress and construction method thereof |
| CN114382005A (en) * | 2022-02-28 | 2022-04-22 | 南京理工大学 | Segment assembly type pier with step performance and construction method thereof |
| CN114382005B (en) * | 2022-02-28 | 2023-12-12 | 南京理工大学 | Segment-assembled pier with stair performance and construction method thereof |
| CN115075146A (en) * | 2022-07-22 | 2022-09-20 | 北京城建设计发展集团股份有限公司 | Method for connecting prefabricated capping beam through prestressed tendons and steel bars |
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Granted publication date: 20210219 Termination date: 20210811 |