CN114808928B - Assembled pile plate structure connecting node and construction method - Google Patents
Assembled pile plate structure connecting node and construction method Download PDFInfo
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- CN114808928B CN114808928B CN202210654418.9A CN202210654418A CN114808928B CN 114808928 B CN114808928 B CN 114808928B CN 202210654418 A CN202210654418 A CN 202210654418A CN 114808928 B CN114808928 B CN 114808928B
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- 238000010276 construction Methods 0.000 title claims abstract description 18
- 239000011178 precast concrete Substances 0.000 claims abstract description 56
- 239000000463 material Substances 0.000 claims abstract description 16
- 238000007789 sealing Methods 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 70
- 239000010959 steel Substances 0.000 claims description 70
- 239000004567 concrete Substances 0.000 claims description 36
- 238000004873 anchoring Methods 0.000 claims description 31
- 230000002787 reinforcement Effects 0.000 claims description 22
- 229920001971 elastomer Polymers 0.000 claims description 16
- 238000013461 design Methods 0.000 claims description 11
- 238000012856 packing Methods 0.000 claims description 9
- 239000004033 plastic Substances 0.000 claims description 7
- 229920003023 plastic Polymers 0.000 claims description 7
- 238000003466 welding Methods 0.000 claims description 5
- 238000005452 bending Methods 0.000 claims description 4
- 238000000034 method Methods 0.000 claims description 4
- 230000008569 process Effects 0.000 claims description 4
- 238000004519 manufacturing process Methods 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 2
- 238000005266 casting Methods 0.000 claims 1
- 230000008439 repair process Effects 0.000 abstract description 12
- 238000005265 energy consumption Methods 0.000 abstract description 8
- 230000009471 action Effects 0.000 description 10
- 230000000694 effects Effects 0.000 description 9
- 230000005489 elastic deformation Effects 0.000 description 6
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 5
- 238000011065 in-situ storage Methods 0.000 description 3
- 238000010008 shearing Methods 0.000 description 3
- 230000035939 shock Effects 0.000 description 3
- 238000010521 absorption reaction Methods 0.000 description 2
- 230000008901 benefit Effects 0.000 description 2
- 238000004364 calculation method Methods 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 2
- 238000005336 cracking Methods 0.000 description 2
- 238000005381 potential energy Methods 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000001276 controlling effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000002045 lasting effect Effects 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 229920002635 polyurethane Polymers 0.000 description 1
- 239000004814 polyurethane Substances 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
- 238000012916 structural analysis Methods 0.000 description 1
- 230000001052 transient effect Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/30—Prefabricated piles made of concrete or reinforced concrete or made of steel and concrete
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
- E02D13/04—Guide devices; Guide frames
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/08—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/10—Prefabricated parts, e.g. composite sheet piles made of concrete or reinforced concrete
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/10—Prefabricated parts, e.g. composite sheet piles made of concrete or reinforced concrete
- E02D5/12—Locking forms; Edge joints; Pile crossings; Branch pieces
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/52—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments
- E02D5/523—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments composed of segments
- E02D5/526—Connection means between pile segments
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Composite Materials (AREA)
- Chemical & Material Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses an assembled pile plate structure connecting node which comprises a precast concrete plate positioned at the upper part, a precast pile plate joint positioned below the precast concrete plate, and a precast PRC pipe pile connected with the bottom of the precast pile plate joint; the construction method of the connecting node of the assembled pile plate structure comprises the following steps: s1, preliminarily determining structural materials, arrangement sizes and quantity; s2, prefabricating a component; s3, splicing and connecting the prefabricated PRC pipe pile and the prefabricated pile plate joint; s4, splicing and connecting the precast pile plate joint and the precast concrete plate; s5, sealing. The invention integrally adopts a prefabricated construction mode, can realize the efficient construction of the pile plate structure nodes, improve the earthquake energy consumption capacity of the pile plate structure, realize the earthquake self-resetting function of the pile plate connection nodes, and reduce the post-earthquake repair work and cost.
Description
Technical Field
The invention relates to the field of fabricated pile board roadbed structures, in particular to a fabricated pile board structure connecting node and a construction method.
Background
The assembled pile board roadbed structure is gradually applied to the field of highway construction in China in recent years, and the structure is mainly a frame structure system formed by prefabricated pile foundations, prefabricated boards and pile board joints.
Because the pile plate type roadbed is a novel roadbed form, the pile plate type roadbed is rarely applied to highway engineering at present, and the structure adopts the prefabricated pipe pile foundation to directly extend to the supporting prefabricated plate above the ground, the prefabricated pipe pile has the effect of supporting the foundation up and down, and meanwhile has the bearing effect of the bridge pier, namely has certain compression resistance, bending resistance and stronger shearing bearing capacity.
However, the existing commonly used pile plate structure is not considered enough in the aspect of structural earthquake resistance, the pipe pile above the ground is used as a capacity protection member, a pile plate cast-in-situ node is designed to be a plastic hinge to form an energy consumption mechanism, the energy consumption purpose is achieved through ductile deformation of a pile plate connecting node under the action of earthquake load, the damage of the pile plate connecting node generally occurs on the pipe pile under the action of earthquake load, the collapse of an upper structure is possibly caused when the damage of the pipe pile is serious, the whole pipe pile is required to be replaced in a later repairing structure when the damage of the pipe pile is not great, and the repairing cost is high, so the design brings new problems for repairing and replacing the node of the post-earthquake assembled pile plate structure; meanwhile, the existing pile plate structure does not consider the seismic self-resetting function design of pile plate connecting nodes, so that the damage of the pile plate connecting nodes and post-seismic pile plate node repairing work under the seismic action are reduced; in addition, the pile plate structure connecting node mostly adopts a cast-in-situ wet joint of a frame structure to form a rigid node, or adopts a semi-rigid node of an H-shaped crossed steel plate joint, and the pile plate node construction needs cast-in-situ concrete, thereby influencing the construction efficiency.
Disclosure of Invention
The purpose of the invention is that: overcomes the defects existing in the prior art, provides an assembled pile plate structure connecting node and a construction method, and the pile plate structure connecting node is integrally prefabricated and assembled, so that the efficient construction of the pile plate structure node can be realized, the earthquake energy consumption capacity of the pile plate structure is improved, the earthquake self-resetting function of the pile plate structure connecting node is realized, and the repair work and the component replacement cost of a post-earthquake structure are effectively reduced.
In order to achieve the above purpose, the present invention adopts the following technical scheme: the prefabricated pile plate structure connecting node comprises a precast concrete plate positioned at the upper part, a precast pile plate joint positioned below the precast concrete plate, and a precast PRC pipe pile connected with the bottom of the precast pile plate joint; the precast concrete board connects including being located the lower part and being cylindric stake board and connects the boss that the upper portion is the round and link up from top to bottom, the preformed hole is including the major diameter hole of upper portion and the minor diameter hole of lower part, the major diameter hole highly be less than the minor diameter hole highly, precast pile board connects the boss that is round including being located the lower part and is cylindric stake board and connects the post, the stake board connects the upper surface of post and connects the bottom surface fixed connection of boss, connect the boss to insert inside the minor diameter hole, be provided with between precast concrete board and the precast pile board and connect and possess elastic packing ring, the bottom surface and the stake board of packing ring connect the upper surface fixed of post, the upper surface of packing ring and the bottom surface contact of precast concrete board, the packing ring is circular cover and establishes in the outside of connecting the boss, the diameter of packing ring is the same with the diameter of stake board and connects the post, the inside along minor diameter hole circumference equidistance embedding prestressed pipe, prestressed pipe is crossed down and is connected the post and inserts PRC tubular pile inside, is provided with prestressed steel bundle in the prestressed pipe, the circular pipe has been offered and supplied prestressed pipe to pass between the boss and the boss has the equidistant precast rubber hole to fill between the hole.
Further, the height of the large-diameter hole is not more than 1/4 of the height of the precast concrete slab, and the diameter of the large-diameter hole is not less than the diameter of the pile slab joint cylinder.
Further, the height of the pile plate joint cylinder is 1-2 times of the diameter, the diameter of the pile plate joint cylinder is the same as the diameter of the prefabricated PRC pipe pile, the height of the joint boss is the same as the height of the small-diameter hole, and the concrete strength grade of the prefabricated pile plate joint is not less than the concrete strength grade of the prefabricated PRC pipe pile.
Furthermore, the joint boss and the pile plate joint cylinder are internally provided with a reinforcement cage longitudinal reinforcement and a circumferential spiral stirrup in the joint similar to a conventional pile foundation, and the circumferential spiral stirrup is positioned at the outer side of the prestressed pipeline.
Further, the bottom of the pile plate joint cylinder and the top of the prefabricated PRC pipe pile are respectively fixedly connected with an end plate with a through hole in the middle, the two end plates are connected by fillet welding and all welded, hoops are fixed on the outer side of the end plates, the same annular equidistant on the end plates is provided with prestress holes for the prestress pipelines to pass through, and the cross section of the end plates is circular and has the same diameter as the pile plate joint cylinder.
Further, a circular prestress anchoring plate with a through hole is arranged at the position 1.4-1.6 m downwards of the prefabricated PRC pipe pile, the thickness of the prestress anchoring plate is 5mm, a pipe pile outer ring longitudinal reinforcement is arranged in the prefabricated PRC pipe pile, pipe pile stirrups are fixedly connected to the outer side of the pipe pile outer ring longitudinal reinforcement, the prestress anchoring plate is inscribed in the pipe pile outer ring longitudinal reinforcement, the prestress anchoring plate is welded with the pipe pile outer ring longitudinal reinforcement and the pipe pile stirrups into a whole, pipe pile encryption longitudinal reinforcement is arranged in the range of one-time pile diameter above and below the prestress anchoring plate, the pipe pile encryption longitudinal reinforcement penetrates through the prestress anchoring plate, holes for the encryption longitudinal reinforcement to pass through and prestress holes for the prestress pipeline to pass through are formed in the prestress anchoring plate in an annular equidistant mode, and the prestress holes are located between the pipe pile encryption longitudinal reinforcement and the pipe pile outer ring longitudinal reinforcement.
Further, the outer side of the prestress anchoring plate is longitudinally fixed with tubular pile outer ring prestress steel bars, the tubular pile outer ring prestress steel bars and tubular pile outer ring longitudinal steel bars are arranged in a staggered mode along the outer side of the prestress anchoring plate, prestress steel bundles are distributed on the prestress anchoring plate in an annular equidistant mode, the prestress steel bundles are sleeved with plastic sleeves, the top ends of the prestress steel bundles are located in large-diameter holes after the prestress steel bundles pass through the prestress holes and the prestress pipelines upwards, and concrete is poured in the large-diameter holes.
The construction method of the assembled pile plate structure connecting node comprises the following steps:
s1, preliminarily determining structural materials, arrangement dimensions and number: preliminarily determining the geometric dimensions of the pile plate joint column and the joint boss according to the geometric dimensions, material parameters and upper structure load of the precast concrete plate and the precast PRC pipe pile required by the actual erection position; determining the respective number and arrangement of longitudinal reinforcement bars and circumferential spiral stirrups of a reinforcement cage in the joint; preliminarily determining the area, arrangement position and tensioning control force of the prestress steel bundles required by the pile plate connection nodes; determining the size, the material and the position of a pre-stress anchoring plate additionally arranged in the lower prefabricated PRC pipe pile, and determining the number and the arrangement of the pipe pile encryption longitudinal ribs, the pipe pile outer ring longitudinal ribs, the pipe pile stirrups and the pipe pile outer ring pre-stress steel bars;
s2, prefabricating a component: the prefabricated concrete slab is prefabricated, a reserved hole is required to be accurately formed, meanwhile, a prestressed pipeline is uniformly embedded in the large-diameter hole along the circumferential direction, and the size of the large-diameter hole is required to meet the requirements of tensioning and anchoring space of a prestressed steel beam; in the process of manufacturing the prefabricated PRC pipe pile, in the stage of binding reinforcing steel bars, a prestress anchor plate is additionally arranged at a designed position in the prefabricated PRC pipe pile and welded and fixed with surrounding pipe pile outer ring longitudinal ribs, pipe pile stirrups and pipe pile outer ring prestress reinforcing steel bars to form a reinforcing steel bar framework, pipe pile encryption longitudinal ribs and stirrups are additionally arranged at the upper and lower areas of the prestress anchor plate to form a common reinforcing steel bar encryption area, the pipe pile encryption longitudinal ribs need to penetrate through the prestress anchor plate and welded and fixed with the prestress anchor plate, circumferential spiral stirrup interval encryption is needed, holes and prestress holes, through which the pipe pile encryption longitudinal ribs penetrate, are needed to be reserved when the prestress anchor plate is processed, the diameters of the holes need to be matched with the diameters of prestress steel bundles, and the positions are accurately positioned; one end of the prestress steel beam is anchored on the prestress anchoring plate, a plastic sleeve is sleeved outside the prestress anchoring plate, the other end of the prestress steel beam vertically extends to the outside of the pile head of the prefabricated PRC pipe pile, and the prestress pipeline can be accurately positioned by adopting positioning steel bars so as to prevent deflection; after all components are accurately positioned and bound and welded in the steel bar binding stage, pouring precast PRC tubular pile concrete and curing until the concrete reaches the design strength; prefabricating the precast pile plate joint according to the design size, and paying attention to the accuracy of positioning the position of the prestressed pipeline in the precast pile plate joint;
s3, splicing and connecting the prefabricated PRC pipe pile and the prefabricated pile plate joint: driving each segment of prefabricated PRC pipe pile into the ground to reach a designed elevation, after the prefabricated PRC pipe pile of a top segment is connected with the prefabricated PRC pipe pile of a lower segment, suspending a prefabricated pile plate joint above the prefabricated PRC pipe pile of the top segment, enabling a prestress steel beam reserved at the top of the prefabricated pile plate joint to pass through a prestress pipeline preset in the prefabricated pile plate joint, then slowly dropping the prefabricated pile plate joint and placing the prefabricated pile plate joint on the prefabricated PRC pipe pile, and finally connecting an end plate below a pile plate joint column with a pile top end plate of the prefabricated PRC pipe pile by adopting a fillet weld;
s4, splicing and connecting the precast pile plate joint and the precast concrete plate joint: suspending the precast concrete slab above the precast pile slab joint, sleeving a gasket above a pile slab joint column, wrapping a rubber cushion layer around a joint boss of the precast pile slab joint column, enabling a prestressed steel beam extending outwards from the top of the precast pile slab joint to pass through a prestressed pipeline arranged in the precast concrete slab above, slowly dropping the precast concrete slab and placing the precast pile slab joint, filling gaps between the joint boss and the small-diameter holes by adopting the rubber cushion layer, and symmetrically tensioning and anchoring the prestressed steel beam in batches at the top of the precast concrete slab after the positions of the precast PRC pipe pile, the precast pile slab joint and the precast concrete slab of the top section are adjusted stably, wherein the tensioning control force is strictly carried out according to a design value;
s5, sealing cover: and finally, pouring concrete above the reserved holes of the precast concrete slab to cover the reserved holes.
Further, in the step S4, the determination formula of the tension control force is as follows:wherein sigma con Controlling stress for prestress tensioning; sigma (sigma) p Compressive stress generated in the section of the pre-stressed steel bars matched in the prefabricated PRC pipe pile; n is the axial force born by the single pipe pile; m is bending moment born by a single pipe pile; a is the cross-sectional area of the tubular pile; w is the section modulus of the tubular pile; f (f) tk Is a standard value of tensile strength of the tubular pile concrete material.
The beneficial effects of the invention are as follows:
1. the precast pile plate joint is arranged between the precast PRC pipe pile and the precast concrete slab and is designed into a reinforced concrete ductile member, and under the action of an earthquake load, the precast pile plate joint can be ductile deformed or dislocated to consume more earthquake energy when the plate pile joint is damaged, so that the joint is damaged more on the precast pile plate joint, the damage is avoided on the pipe pile, and then the post-earthquake structure repair is only needed to repair and replace the precast concrete joint, thereby being convenient to construct, saving the repair cost, facilitating post-disaster repair and having good economic benefit.
2. The rubber cushion layer and the gasket arranged between the precast pile plates allow the precast pile plate joint and the precast concrete plate to have relative elastic deformation, so that the assembled node has good energy consumption and shock absorption effects under the action of earthquake load; in addition, the connection between the precast joint and the precast tubular pile is weaker, and under the action of stronger earthquake, the reciprocating horizontal shearing dislocation can occur between the precast joint and the precast tubular pile, so that the earthquake energy consumption can be converted into potential energy, and meanwhile, under the action of vertical prestress tension, the horizontal shearing dislocation reset capability among the concrete slab, the joint and the tubular pile can be effectively enhanced, so that the replacement and repair work of the precast joint after disaster is reduced. Therefore, the assembled pile plate connecting node has a good earthquake self-resetting function, and the pile plate node has good earthquake resistance.
3. The rubber cushion layer and the gasket arranged between the precast pile slab joint and the precast concrete slab can enable the connection of the two to be between consolidation and hinging, and certain elastic deformation is allowed to occur between the two, so that compared with the existing concrete wet joint, the additional internal force generated in the structure by temperature, sedimentation, concrete shrinkage creep and the like can be effectively reduced, and the occurrence of the cracking condition of the upper structure can be further effectively reduced.
4. The invention adopts the precast concrete joint to connect the pile plates, the concrete joint can be precast in factories, and the pile plates can be connected by simply splicing and connecting the concrete joint on a construction site.
Drawings
FIG. 1 is a schematic elevational view of the present invention;
FIG. 2 is a schematic view of the preformed concrete slab preformed hole location structure of the present invention;
FIG. 3 is a schematic view of a gasket according to the present invention;
FIG. 4 is a schematic view of a precast pile plate joint structure according to the present invention;
fig. 5 is a schematic view of the arrangement structure of the common reinforcing steel bars inside the precast pile plate joint according to the present invention;
FIG. 6 is a schematic view of the top structure of a lower prefabricated PRC tubular pile according to the present invention;
FIG. 7 is a schematic view of a lower prefabricated PRC tubular pile according to the present invention;
fig. 8 is a schematic view of the construction of the internal rebar at the top of the lower prefabricated PRC stake of the present invention;
FIG. 9 is a schematic view of the cross-sectional structure A-A of FIG. 8.
1, prefabricating concrete slabs; 2. precast pile plate joints; 3. prefabricating PRC pipe piles; 4. a gasket; 5. a pre-stressed anchor plate; 6. prestress steel bundles; 7. reserving holes; 8. a prestressed pipe; 9. a joint boss; 10. an end plate; 11. pile plate joint columns; 12. prestress holes; 13. tubular pile encryption longitudinal ribs; 14. longitudinal ribs of the outer ring of the pipe pile; 15. tubular pile stirrups; 16. longitudinal ribs of a reinforcement cage in the joint; 17. a circumferential spiral stirrup; 18. the outer ring of the pipe pile is provided with prestressed reinforcement 19 and a rubber cushion layer.
Detailed Description
The invention is further illustrated by the following description in conjunction with the accompanying drawings and specific embodiments.
Examples:
as shown in fig. 1 to 9, a fabricated pile plate structure connection node comprises a precast concrete plate 1 positioned at the upper part, a precast pile plate joint 2 positioned below the precast concrete plate 1, and a precast PRC pipe pile 3 connected with the bottom of the precast pile plate joint 2; the middle part of the precast concrete slab 1 is provided with a reserved hole 7 with a circular cross section and a through up and down, the reserved hole 7 comprises a large-diameter hole at the upper part and a small-diameter hole at the lower part, the height of the large-diameter hole is 120mm, the precast pile slab joint 2 comprises a pile slab joint column 11 which is cylindrical at the lower part and a joint boss 9 which is in a truncated cone shape at the upper part, the upper surface of the pile slab joint column 11 is fixedly connected with the bottom surface of the joint boss 9, the joint boss 9 is inserted into the small-diameter hole, an elastic gasket 4 is arranged between the precast concrete slab 1 and the precast pile slab joint 2, the gasket 4 is made of an elastic deformation material, and rubber or a modified polyurethane material can be selected; the rubber cushion layer 19 and the gasket 4 arranged between the precast pile slab joint 2 and the precast concrete slab 1 can enable the connection of the 2 persons to be between consolidation and hinging, and certain elastic deformation is allowed to occur between the 2 persons, compared with the existing concrete wet joint, the additional internal force generated by temperature, sedimentation, concrete shrinkage creep and the like can be effectively reduced, then the cracking condition of the upper structure can be effectively reduced, meanwhile, under the action of a vehicle or an earthquake, vibration energy can be effectively consumed through elastic deformation of rubber, and the vibration degree of the structure is reduced; the bottom surface of the gasket 4 is fixed with the upper surface of the pile plate joint cylinder 11, the upper surface of the gasket 4 is in contact with the bottom surface of the precast concrete slab 1, the gasket 4 is circularly sleeved outside the joint boss 9, the diameter of the gasket 4 is the same as that of the pile plate joint cylinder 11, the prestressed pipes 8 are buried in the large-diameter holes at equal intervals along the circumference of the small-diameter holes, the prestressed pipes 8 penetrate downwards through the pile plate joint cylinder 11 and are inserted into the precast PRC pipe pile 3, prestressed steel bundles 6 are arranged in the prestressed pipes 8, the prestressed holes 12 for the prestressed pipes 8 to penetrate through are annularly and equidistantly formed in the gasket 4, and rubber cushion layers 19 are filled between the joint bosses 9 and the small-diameter holes;
the precast pile plate joint 2 is arranged between the precast PRC pipe pile 3 and the precast concrete slab 1 and is designed into a reinforced concrete member ductile member, when a plate pile node is damaged under the action of an earthquake load, the precast pile plate joint 2 can ductile deform or dislocate so as to consume more earthquake energy, so that the node damage is more generated on the precast pile plate joint 2, the damage is avoided on the pipe pile, and then the post-earthquake structure repair only needs to repair and replace the precast pile plate joint 2, thereby being convenient for construction, saving repair cost, facilitating post-disaster repair and having good economic benefit; the rubber cushion layer 19 and the gasket 4 arranged between the precast pile slabs allow the precast pile slab joint 2 and the precast concrete slab 1 to have relative elastic deformation, so that the assembled node has good energy consumption and shock absorption effects under the action of earthquake load; in addition, the connection between precast pile plate joint 2 and precast PRC tubular pile 3 is weaker, can take place reciprocal horizontal shear dislocation between 2 under stronger earthquake effect, can turn into the potential energy with the earthquake energy consumption then, simultaneously, under vertical prestressing force back tension effect, can effectively strengthen precast concrete slab 1 again, precast pile plate joint 2 and precast PRC tubular pile 3 between horizontal shear dislocation reset ability, reduce the replacement and the repair work of post-disaster precast joint then, consequently, this assembled pile plate connected node has better earthquake from reset function, sheet pile node shock resistance is good.
The height of the large-diameter hole is not more than 1/4 of the height of the precast concrete board 1, and the diameter of the large-diameter hole is not less than the diameter of the pile board joint cylinder 11.
The height of the pile plate joint column 11 is equal to 1-2 times of the diameter, the diameter of the pile plate joint column 11 is the same as the diameter of the prefabricated PRC pipe pile 3, the height of the joint boss 9 is the same as the height of the small-diameter hole, and the concrete strength grade of the prefabricated pile plate joint 2 is not less than the concrete strength grade of the prefabricated PRC pipe pile 3.
The joint boss 9 and the pile plate joint cylinder 11 are internally provided with a longitudinal reinforcement cage reinforcement 16 and a circumferential spiral stirrup 17 in the joint similar to a conventional pile foundation, and the circumferential spiral stirrup 17 is positioned outside the prestressed pipeline 8.
The bottom of the pile plate joint cylinder 11 and the top of the prefabricated PRC pipe pile 3 are respectively fixedly connected with an end plate 10 with a through hole in the middle, the two end plates 10 are connected by fillet welding and all welding, hoops are fixed on the outer side of the end plates 10, the end plates 10 are also provided with prestress holes 12 which are used for the prestress pipelines 8 to pass through in an annular equidistant manner, and the cross section of the end plates 10 is circular and has the same diameter as the pile plate joint cylinder 11.
The precast PRC pipe pile 3 is provided with a circular prestress anchoring plate 5 with a through hole in the middle, the thickness of the prestress anchoring plate 5 is 5mm, the precast PRC pipe pile 3 is internally provided with a pipe pile outer ring longitudinal rib 14, the outer side of the pipe pile outer ring longitudinal rib 14 is fixedly connected with a pipe pile stirrup 15, the prestress anchoring plate 5 is internally tangent to the pipe pile outer ring longitudinal rib 14, the prestress anchoring plate 5, the pipe pile outer ring longitudinal rib 14 and the pipe pile stirrup 15 are welded into a whole, the pipe pile encryption longitudinal rib 13 is arranged in the range of the diameter of the pile, the pipe pile encryption longitudinal rib 13 penetrates through the prestress anchoring plate 5, the periphery of the pile encryption longitudinal rib 13 is welded with the prestress anchoring plate 5, holes for the encryption longitudinal rib to pass through and prestress holes 12 for the prestress pipeline 8 to pass through are formed in the same annular equidistance on the prestress anchoring plate 5, and the prestress holes 12 are located between the pipe pile encryption longitudinal rib 13 and the pipe pile outer ring longitudinal rib 14.
The outer side of the prestress anchoring plate 5 is longitudinally fixed with tubular pile outer ring prestress steel bars 18, the tubular pile outer ring prestress steel bars 18 and tubular pile outer ring longitudinal steel bars 14 are arranged in a staggered mode along the outer side of the prestress anchoring plate 5, prestress steel bundles 6 are distributed on the prestress anchoring plate 5 in an annular equidistant mode, the prestress steel bundles 6 are sleeved with plastic sleeves, the top ends of the prestress steel bundles 6 are located in large-diameter holes after the prestress holes 12 and the prestress pipelines 8 are penetrated upwards, and concrete is poured in the large-diameter holes.
The construction method of the assembled pile plate structure connecting node comprises the following steps:
s1, preliminarily determining structural materials, arrangement dimensions and number: preliminarily determining the geometric dimensions of the pile plate joint column 11 and the joint boss 9 according to the geometric dimensions, material parameters and upper structure load of the precast concrete slab 1 and the precast PRC tubular pile 3 required by the actual erection position; determining the respective number and arrangement of longitudinal reinforcement bars 16 and circumferential spiral stirrups 17 of the reinforcement cage in the joint; preliminarily determining the area, arrangement position and tensioning control force of the prestress steel bundles 6 required by the pile plate connecting nodes; determining the size, the material and the position of a pre-stress anchor plate 5 additionally arranged in the lower prefabricated PRC pipe pile, and determining the respective number and arrangement of the pipe pile encrypted longitudinal ribs 13, the pipe pile outer ring longitudinal ribs 14, the pipe pile stirrups 15 and the pipe pile outer ring pre-stress steel bars 18;
s2, prefabricating a component: the precast concrete slab 1 is prefabricated, a reserved hole 7 is required to be accurately formed, meanwhile, a prestressed pipeline 8 is uniformly embedded in the large-diameter hole along the circumferential direction, and the size of the large-diameter hole can meet the requirements of stretching and anchoring the prestressed steel bundles; in the process of manufacturing the prefabricated PRC pipe pile 3, in the steel bar binding stage, a prestress anchor plate 5 is additionally arranged at a designed position in the prefabricated PRC pipe pile 3 and welded and fixed with surrounding pipe pile outer ring longitudinal ribs 14, pipe pile stirrups 15 and pipe pile outer ring prestress steel bars 18 to form a steel bar framework, pipe pile encryption longitudinal ribs 13 and encryption stirrups are additionally arranged at upper and lower areas of the prestress anchor plate 5 to form a common steel bar encryption area, the pipe pile encryption longitudinal ribs 13 need to penetrate through the prestress anchor plate 5 and welded and fixed with the prestress anchor plate 5, annular spiral stirrups 17 are encrypted at intervals, holes for penetrating through the pipe pile encryption longitudinal ribs 13 and prestress holes 12 need to be reserved in the prestress anchor plate 5 during processing, the diameters of the holes need to be matched with the longitudinal ribs, and the diameters of the prestress holes 12 are matched with the diameters of prestress steel bundles 6, and the position positioning is accurate; one end of a prestress steel beam 6 is anchored on the prestress anchoring plate 5, a plastic sleeve is sleeved outside the prestress anchoring plate, the other end of the prestress steel beam vertically extends to the outside of the pile head of the prefabricated PRC pipe pile 3, and a positioning steel bar can be used for accurately positioning the prestress pipeline 8 so as to prevent deflection; after all components are accurately positioned and bound and welded in the steel bar binding stage, pouring precast PRC tubular pile 3 concrete and curing until the concrete reaches the design strength; the precast pile plate joint 2 is precast according to the design size, and the accuracy of the positioning of the position of the prestressed pipeline 8 in the precast pile plate joint is required to be paid attention to;
s3, splicing and connecting the prefabricated PRC pipe pile 3 with the prefabricated pile plate joint 2: driving each segment of prefabricated PRC pipe pile 3 into the ground to reach a designed elevation, after the prefabricated PRC pipe pile of a top segment is connected with the prefabricated PRC pipe pile 3 of a lower segment, suspending the prefabricated pile plate joint 2 above the prefabricated PRC pipe pile 3 of the top segment, enabling a pre-stress steel beam 6 reserved at the top of the prefabricated pile plate joint to penetrate through a pre-stress pipeline 8 preset in the prefabricated pile plate joint 2, then slowly dropping the prefabricated pile plate joint 2 and placing the pre-stress steel beam on the prefabricated PRC pipe pile 3, and finally connecting an end plate 10 below a pile plate joint cylinder 11 with a pile top end plate 10 of the prefabricated PRC pipe pile 3 by adopting a fillet weld;
s4, splicing and connecting the precast pile plate joint 2 with the precast concrete plate 1: suspending the precast concrete slab 1 above the precast pile slab joint 2, sleeving a gasket 4 above a pile slab joint column 11, wrapping a rubber cushion 19 around a joint boss 9 of the precast pile slab joint, enabling a prestressed steel beam 6 extending outwards from the top of the precast pile slab joint 2 to pass through a prestressed pipeline 8 arranged in the precast pile slab joint 1 above, slowly dropping the precast concrete slab 1 and placing the precast pile slab joint 2, filling gaps between the joint boss 9 and small-diameter holes by adopting the rubber cushion 19, and after the positions of the precast PRC pipe pile 3, the precast pile slab joint 2 and the precast concrete slab 1 of the top section are regulated stably, symmetrically tensioning and anchoring the prestressed steel beam 6 in batches at the top of the precast concrete slab 1, wherein the tensioning control force is strictly carried out according to a design value;
the prestress tension control force is determined by calculation, and the concrete calculation process is as follows: through early structural analysis, the load effect acting on the structure is considered to comprise earthquake effect, and the load effect combinations such as normal use limit state, lasting state and transient state are carried out, wherein the prestress tension control stress takes the tubular pile concrete material tension as a criterion, and the following relational expression is satisfied:wherein sigma con -controlling the stress for the prestress tensioning; sigma (sigma) p -compressive stress in the cross section of the pre-stressed steel bars arranged in the pre-fabricated PRC pile; the axial force born by the N-single pipe pile; bending moment born by the M-single pipe pile; a-the cross-sectional area of the pipe pile;w-section modulus of the pipe pile; f (f) tk -standard tensile strength value of the tubular pile concrete material.
S5, sealing cover: and finally, pouring concrete above the reserved holes 7 of the precast concrete slab 1 to cover the reserved holes 7.
The invention adopts the precast concrete joint to connect the pile plates, the concrete joint can be precast in factories, and the pile plates can be connected by simply splicing and connecting the concrete joint on a construction site.
The foregoing is merely illustrative of the present invention and not restrictive, and other modifications and equivalents thereof may occur to those skilled in the art without departing from the spirit and scope of the present invention.
Claims (3)
1. An assembled stake plate structure connected node, its characterized in that: the precast pile comprises a precast concrete plate (1) positioned at the upper part, a precast pile plate joint (2) positioned below the precast concrete plate (1), and a precast PRC pipe pile (3) connected with the bottom of the precast pile plate joint (2); the utility model discloses a precast concrete board (1) with a circular cross section and a through reservation hole (7) from top to bottom has been seted up at the middle part of precast concrete board (1), reservation hole (7) are including the major diameter hole of upper portion and the minor diameter hole of lower part, and the height of major diameter hole is less than the height of minor diameter hole, precast pile board connects (2) including being located the lower part and being cylindric pile board and connect cylinder (11) and upper portion and be joint boss (9) that the round platform is form, the upper surface of pile board connects cylinder (11) is with the bottom surface fixed connection who connects boss (9), connect boss (9) insert inside minor diameter hole, be provided with between precast concrete board (1) and precast pile board connects (2) and possess elastic packing ring (4), the bottom surface of packing ring (4) and the upper surface fixed surface of pile board connect cylinder (11), and the bottom surface contact of packing ring (4) are circular sleeve and are established in the outside of connecting boss (9), the diameter of packing ring (4) is the same with the diameter of pile board connects cylinder (11), the inside diameter of major diameter pipe pile board connects cylinder (8) is buried in the inside of precast pile board (8), the inside pipe pile is inserted in the inside stress pile pipe (8C is downthehole (8), the gasket (4) is provided with prestress holes (12) for the prestress pipelines (8) to pass through at equal intervals in an annular mode, and rubber cushion layers (19) are filled between the joint bosses (9) and the small-diameter holes; the joint boss (9) and the pile plate joint cylinder (11) are internally provided with a longitudinal reinforcement cage rib (16) and a circumferential spiral stirrup (17) which are similar to those of a conventional pile foundation, and the circumferential spiral stirrup (17) is positioned at the outer side of the prestressed pipeline (8); the bottom of the pile plate joint cylinder (11) and the top of the prefabricated PRC pipe pile (3) are respectively fixedly connected with an end plate (10) with a through hole in the middle, the two end plates (10) are connected by fillet welding and all-welded, hoops are fixed on the outer side of the end plate (10), the end plate (10) is also provided with prestress holes (12) which are used for the prestress pipelines (8) to pass through in an annular equidistant manner, and the cross section of the end plate (10) is circular and has the same diameter as the pile plate joint cylinder (11); the pile comprises a prefabricated PRC pipe pile (3), wherein a circular prestress anchor plate (5) with a through hole in the middle is arranged at the position 1.4-1.6 m downwards, the thickness of the prestress anchor plate (5) is 5mm, a pile outer ring longitudinal rib (14) is arranged in the prefabricated PRC pipe pile (3), a pile stirrup (15) is fixedly connected to the outer side of the pile outer ring longitudinal rib (14), the prestress anchor plate (5) is internally tangent to the pile outer ring longitudinal rib (14), the prestress anchor plate (5) is integrally welded with the pile outer ring longitudinal rib (14) and the pile stirrup (15), a pile encryption longitudinal rib (13) is arranged in the range of the pile diameter of the prestress anchor plate (5), the pile encryption longitudinal rib (13) penetrates through the prestress anchor plate (5), the periphery of the pile outer ring longitudinal rib is welded with the prestress anchor plate (5), holes for the encryption longitudinal rib to pass through and prestress holes (12) for the prestress pipe (8) to pass through are formed in an annular equidistant mode, and the prestress holes (12) are located between the pile encryption longitudinal rib (13) and the pile outer ring longitudinal rib (14); the outer side of the prestress anchor plate (5) is longitudinally fixed with tubular pile outer ring prestress steel bars (18), the tubular pile outer ring prestress steel bars (18) and tubular pile outer ring longitudinal steel bars (14) are staggered along the outer side of the prestress anchor plate (5), prestress steel bundles (6) are annularly and equidistantly distributed on the prestress anchor plate (5), the prestress steel bundles (6) are sleeved with plastic sleeves, the top ends of the prestress steel bundles are located in large-diameter holes after the prestress steel bundles (6) and the prestress pipelines (8) penetrate upwards, and concrete is poured in the large-diameter holes; the construction method of the assembled pile plate structure connecting node comprises the following steps:
s1, preliminarily determining structural materials, arrangement dimensions and number: precast concrete panel (1) according to actual erection position
And preliminary determination of pile plate joint cylinder (11) by geometric dimension, material parameter and upper structure load of prefabricated PRC pipe pile (3)
And the geometry of the joint boss (9); determining the number and arrangement of longitudinal reinforcement bars (16) and circumferential spiral stirrups (17) of a reinforcement cage in the joint; preliminarily determining the area, arrangement position and tensioning control force of the prestress steel bundles (6) required by the pile plate connection nodes; determining the size, the material and the position of a pre-stress anchor plate (5) additionally arranged in the lower prefabricated PRC pipe pile, and determining the respective number and arrangement of the pipe pile encryption longitudinal ribs (13), the pipe pile outer ring longitudinal ribs (14), the pipe pile stirrups (15) and the pipe pile outer ring pre-stress steel bars (18);
s2, prefabricating a component: the precast concrete slab (1) is accurately provided with a reserved hole (7) when being precast, meanwhile, the prestressed pipeline (8) is uniformly embedded in the large-diameter hole along the circumferential direction, and the size of the large-diameter hole can meet the requirements of prestressed steel beam tensioning and anchoring space; in the process of manufacturing the prefabricated PRC pipe pile (3), in the steel bar binding stage, the prestress anchor plate (5) is additionally arranged at a designed position in the prefabricated PRC pipe pile (3) and welded and fixed with surrounding pipe pile outer ring longitudinal ribs (14), pipe pile stirrups (15) and pipe pile outer ring prestress steel bars (18) to form a steel bar framework, the pipe pile encryption longitudinal ribs (13) and stirrups are additionally arranged at upper and lower areas of the prestress anchor plate (5) to form a common steel bar encryption area, the pipe pile encryption longitudinal ribs (13) need to penetrate through the prestress anchor plate (5) and welded and fixed with the prestress anchor plate, the space between circumferential spiral stirrups (17) is encrypted, holes through which the pipe pile encryption longitudinal ribs (13) penetrate and prestress holes (12) need to be reserved when the prestress anchor plate (5) is processed, the diameters of the holes need to be matched with those of the longitudinal ribs, the diameters of the prestress holes (12) are matched with those of the prestress steel bundles (6), and
the position location is accurate; one end of a prestress steel beam (6) is anchored on a prestress anchoring plate (5), a plastic sleeve is sleeved outside the prestress steel beam, the other end of the prestress steel beam vertically extends to the outside of a pile head of a prefabricated PRC pipe pile (3), and a positioning steel bar can be used for accurately positioning a prestress pipeline (8) so as to prevent deflection; after all components in the steel bar binding stage are accurately positioned and binding and welding are completed,
then casting precast PRC pipe pile (3) concrete and curing until the concrete reaches the design strength; prefabricating the precast pile plate joint (2) according to the design size, and paying attention to the accuracy of positioning the position of the prestressed pipeline (8) in the precast pile plate joint;
s3, splicing and connecting the prefabricated PRC pipe pile (3) with the prefabricated pile plate joint (2): driving each segment of prefabricated PRC pipe pile (3) into the ground to reach a designed elevation, connecting the prefabricated PRC pipe pile of the top segment with the prefabricated PRC pipe pile (3) of the lower segment, suspending the prefabricated pile plate joint (2) above the prefabricated PRC pipe pile (3) of the top segment, penetrating a pre-stressed steel beam (6) reserved at the top of the prefabricated pile plate joint through a pre-stressed pipeline (8) preset in the prefabricated pile plate joint (2), and then slowly dropping the prefabricated pile plate joint (2)
Placing the pile plate on a prefabricated PRC pipe pile (3), and finally connecting an end plate (10) below a pile plate joint cylinder (11) with a pile top end plate (10) of the prefabricated PRC pipe pile (3) by adopting a fillet weld;
s4, splicing and connecting the precast pile plate joint (2) with the precast concrete plate (1): suspending a precast concrete slab (1) above a precast pile slab joint (2), sleeving a gasket (4) above a pile slab joint cylinder (11), and connecting a boss (9) of the precast pile slab joint
The periphery is wrapped with a rubber cushion layer (19), a prestressed steel bundle (6) extending outwards from the top of a precast pile plate joint (2) passes through a prestressed pipeline (8) arranged in the precast concrete plate (1) above, then the precast concrete plate (1) is slowly dropped down and placed on the precast pile plate joint (2), gaps between a joint boss (9) and a small-diameter hole are filled with the rubber cushion layer (19), and after the positions of three components of the precast PRC pipe pile (3), the precast pile plate joint (2) and the precast concrete plate (1) of the top section are adjusted stably, the prestressed steel bundle (6) is symmetrically tensioned and anchored in batches at the top of the precast concrete plate (1), and the tensioning control force is strictly carried out according to a design value;
s5, sealing cover: finally, pouring concrete above the reserved holes (7) of the precast concrete slab (1) to cover the reserved holes (7);
the determination formula of the tension control force in the step S4 is as follows:wherein sigma con Controlling stress for prestress tensioning; sigma (sigma) p Compressive stress generated in the section of the pre-stressed steel bars matched in the prefabricated PRC pipe pile; n is the axial force born by the single pipe pile; m is bending moment born by a single pipe pile; a is the cross-sectional area of the tubular pile; w is the section modulus of the tubular pile; f (f) tk Is a standard value of tensile strength of the tubular pile concrete material.
2. A fabricated pile plate structure connection node according to claim 1, wherein: the height of the large-diameter hole is not more than 1/4 of the height of the precast concrete plate (1), and the diameter of the large-diameter hole is not less than the diameter of the pile plate joint cylinder (11).
3. A fabricated pile plate structure connection node according to claim 2, wherein: the height of the pile plate joint cylinder (11) is equal to 1-2 times of the diameter, the diameter of the pile plate joint cylinder (11) is the same as the diameter of the prefabricated PRC pipe pile (3), the height of the joint boss (9) is the same as the height of the small-diameter hole, and the concrete strength grade of the prefabricated pile plate joint (2) is not less than the concrete strength grade of the prefabricated PRC pipe pile (3).
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