CN115262757A - Prefabricated part node connection design - Google Patents
Prefabricated part node connection design Download PDFInfo
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- CN115262757A CN115262757A CN202210478539.2A CN202210478539A CN115262757A CN 115262757 A CN115262757 A CN 115262757A CN 202210478539 A CN202210478539 A CN 202210478539A CN 115262757 A CN115262757 A CN 115262757A
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- 238000013461 design Methods 0.000 title claims abstract description 26
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 193
- 239000010959 steel Substances 0.000 claims abstract description 193
- 239000004567 concrete Substances 0.000 claims description 27
- 238000012360 testing method Methods 0.000 claims description 10
- 210000001503 joint Anatomy 0.000 claims description 8
- 238000003466 welding Methods 0.000 claims description 8
- 239000011374 ultra-high-performance concrete Substances 0.000 claims description 4
- 239000004574 high-performance concrete Substances 0.000 claims description 3
- 238000004873 anchoring Methods 0.000 abstract description 6
- 238000010008 shearing Methods 0.000 abstract description 4
- 238000010276 construction Methods 0.000 description 10
- 238000009434 installation Methods 0.000 description 8
- 238000000034 method Methods 0.000 description 8
- 230000002787 reinforcement Effects 0.000 description 7
- 238000009415 formwork Methods 0.000 description 4
- 238000012423 maintenance Methods 0.000 description 4
- 239000002002 slurry Substances 0.000 description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000011178 precast concrete Substances 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 230000008901 benefit Effects 0.000 description 2
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 238000005265 energy consumption Methods 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 230000035939 shock Effects 0.000 description 2
- 238000004513 sizing Methods 0.000 description 2
- 239000002023 wood Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000001035 drying Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 230000010354 integration Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/21—Connections specially adapted therefor
- E04B1/215—Connections specially adapted therefor comprising metallic plates or parts
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/58—Connections for building structures in general of bar-shaped building elements
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Joining Of Building Structures In Genera (AREA)
Abstract
The invention discloses a prefabricated part joint connection design which is characterized by comprising a cross-shaped prefabricated beam column joint (1), a high-strength bolt (2), a face bearing plate (3) and a longitudinal steel bar (4). An angle steel (101) and a longitudinal steel bar (4) are embedded into the beam column on the inner side of the cross-shaped prefabricated beam column node (1), the angle steel (101) extends outside and is connected through a lap joint, and bolts are locked. The top surface and the bottom surface of the angle steel (101) in the node position are provided with an upper surface bearing plate and a lower surface bearing plate (301), and corresponding bolts are arranged in the bolt holes (302) and the angle steel (101). In addition, the angle steel can also be a slender steel bar, and the node connection can consume earthquake action energy by utilizing a steel hoop, so that the bearing capacity is improved, the stress concentration is reduced, the influence caused by torsion is reduced, the shearing resistance bearing capacity is improved, the anchoring length is reduced, and the tensile strength is greatly improved. The node has outstanding performances in the aspects of bearing capacity, rigidity, integrity and the like.
Description
Technical Field
The invention relates to the field of constructional engineering, in particular to a prefabricated part node connection design.
Background
In the design of the assembly type building, designers design components with standard performance according to the module coordination principle and then assemble the components on site, so that the cost is indirectly reduced, the construction quality is good, the design is reasonable, the process is combined with three technologies of low energy consumption, integration, prefabrication and cast-in-place, and the development is rapid. However, for the building nodes of the key positions, the related designers and constructors need to pay more attention, the reasonable connection of the nodes is related to the whole structure, and how to facilitate the bearing capacity, the rigidity, the shock resistance, the integrity and the like is very important.
In the connection of the vertical joint and the horizontal joint, dry processes such as bolts, welding, machinery and the like and wet processes such as sleeve grouting connection, slurry anchor lap joint and the like are mainly adopted. The dry method is characterized in that embedded parts are arranged in the structure, the whole structure is connected in a welding mode, a bolt mode and the like, concrete does not need to be poured in place, construction is rapid, the integrity is difficult to achieve a satisfactory effect, and the dynamic load resistance is poor. The full-grouting sleeve and the half-grouting sleeve which is connected with one side in a grouting mode and the other side in a threaded mode in a wet method reasonably and effectively transmit the stress of the steel bar in the structure, the integrity is good, the precision requirement of the manufactured prefabricated part is high, the butt joint difficulty of the steel bar and the sleeve is high, the construction cost is high, and meanwhile, the slurry anchor is in lap joint and is not suitable for being directly applied to dynamic loads and tension members.
CN108487458A relates to an assembly type precast beam node, which comprises an assembly type precast beam, an assembly type precast column, a connecting piece and a steel bar butting sleeve, wherein the end parts of the adjacent precast beams are respectively connected and fixed with the top end of the precast column by the connecting piece, overhanging main ribs are respectively reserved at the end parts of the precast beams and the top end of the precast column, and the overhanging main ribs respectively penetrate through the reserved holes of the connecting piece; the overhanging main reinforcement at the end part of the adjacent precast beam is butted with the sleeve through a steel bar; the nodes are plugged by cast-in-place concrete, so that the nodes and a building system are integrated to form the prefabricated beam nodes. The fabricated beam node provided by the invention can improve the cracking resistance and leakage resistance of the fabricated building node; and the overall anti-seismic performance of the fabricated building can be comprehensively improved, and the requirement of a high-performance building is met. However, the sleeve butt joint operation is not suitable, the construction difficulty is increased, and the adjacent beam end parts are not beneficial to positioning.
CN109281397A relates to the field of civil engineering and environment and resource utilization, and is suitable for vertical connection of bundle reinforcement in an assembly type building. The bundle reinforcement prefabricated concrete column is characterized in that reinforcing steel bundles are arranged at four corners of the column to replace a plurality of reinforcing steel bars arranged along the periphery of the column. The invention relates to a connection method of a cluster full grouting restrained slurry anchor, which aims at the connection of a cluster reinforced precast concrete upper column and a cluster full grouting restrained slurry anchor. The connection method is characterized in that the connection between the upper column and the lower column of the bundled reinforced concrete is realized by inserting the bundled connecting ribs into preformed holes of the upper column and the lower column of the bundled reinforced concrete and then injecting high-strength grouting material. The connection can effectively transmit the internal force generated by vertical and horizontal loads on the column, and reduce the connection quantity and anchoring length of the vertical steel bars. By adopting the connecting method, the component is manufactured without throwing ribs, so that the difficulty of construction and installation can be reduced, and the efficiency is improved. However, the connection method needs to consider the anchoring length, is only suitable for connecting the column nodes, and has higher cost.
Disclosure of Invention
In order to solve the problems in the prior art, the invention provides a prefabricated member node connection design point which effectively improves the bearing capacity and bending problems, is reliable in connection of a joint part, simple to operate, clear in positioning, low in anchoring length, high in safety, good in torsion resistance and shock resistance, and can be widely applied to prefabricated member beam-column nodes.
The invention discloses a prefabricated part joint connection design which is characterized by comprising a cross-shaped prefabricated beam column joint (1), a high-strength bolt (2), a face bearing plate (3) and a longitudinal steel bar (4). The cross-shaped precast beam column node (1) is characterized in that an angle steel (101) and a longitudinal steel bar (4) are embedded into an inner side beam column respectively, the embedded angle steel (101) and the longitudinal steel bar (4) are placed in a wrap angle mode, the angle steel extends out of the surface of concrete, the angle steel (101) is arranged at the joint position of the outer beam column node (1) in a certain length, the upper surface and the lower surface of the angle steel adopt a lap joint mode, angle steel bolt holes (102) are arranged in the angle steel (101) in a staggered mode, and angle steel high-strength bolts (201) corresponding to the holes are screwed after the upper portion and the lower portion of the angle steel are in butt joint. Outside angle steel (101) top surface and bottom surface are equipped with upper and lower portion face carrier plate (301), and face carrier plate (301) are connected through the billet and are formed the ring-type, upper and lower portion face carrier plate (301) are inside to be set up face carrier plate bolt hole (302), set up the same bolt hole on corresponding angle steel (101), and the test piece installation back of taking one's place is selected according to bolt hole (302) and angle steel bolt hole and is suitable for face carrier plate high-strength bolt (202).
The connection between embedded angle steel (101) and longitudinal steel bar (4) in cross precast beam column node (1) can adopt the welding, and embedded angle steel (101) of upper and lower portion set up and tie up the reinforcing bar and form stirrup (103), and the steel hoop is arranged near the post combination position, and the angle steel can also be elongated steel strip in addition.
When the angle steel (101) is arranged at a cross-shaped position, angle steel ribs can be arranged so as to reduce the influence caused by torsion and improve the shearing-resistant bearing capacity.
And one of high-performance concrete or ultrahigh-performance concrete is poured at the joint part of the cross-shaped precast beam column node (1).
The angle steel bolt hole (102) and the face bearing plate bolt hole (302) correspond to the angle steel high-strength bolt (201) and the face bearing plate high-strength bolt (202) respectively and are high-strength nuts and nuts.
Compared with the prior art, the invention has the advantages that:
1) The bolt anchoring is time-saving and labor-saving, and has high bearing capacity, rapidness and simplicity. The steel bar is directly connected with the bolts after being lapped, so that the stress concentration influence caused by welding is reduced, the steel bar can be used for beam columns, column columns and superposed beams, the steel bar rings at two sides are buckled with each other, the bolts are locked, part of earthquake energy can be consumed under the earthquake action, the stress is effectively borne, and the steel bar can be directly loaded by power and used for tension members.
2) Do benefit to the accurate location of beam column node, steel hoop and face carrier plate form good setpoint, facilitate the use, improve the efficiency of construction, also save wooden template.
3) Strong nodes, weak anchoring. The effect of improving the strength of the node is better. The unfavorable requirement of welding around the maximum bending moment is reduced by the face bearing plate, the anti-seismic performance of the building is improved, and the reliability is high. The compression resistance and the shear resistance of the concrete at the node part are improved.
4) Has good ductility, energy consumption performance and torsion resistance. The angle steel ribs are distributed, the inner side of each angle steel rib is triangular, more effective constraints are provided for a node area, the influence caused by torsion is reduced, and the local pressure-bearing damage of concrete is weakened.
5) The concrete is wrapped up and down around the closed steel hoop, so that the concrete is stressed in three directions, the deformation of the concrete is strongly restrained by the steel plate, the compression strength and the shear strength are greatly improved, and a part of shear force can be borne even if the concrete deforms.
6) The node can also be made of steel fiber concrete, the higher tensile strength of the node is obviously better than that of common concrete, cracks generated by stress are uniformly distributed, and the damage degree of the node is smaller when the node is damaged.
Drawings
The invention will be further explained with reference to the drawings.
FIG. 1 is a schematic view of a prefabricated component joint design first joint beam column;
FIG. 2 is a prefabricated component node connection design first node Liang Jiantu;
FIG. 3 is a schematic view of a prefabricated component joint design second joint beam column;
FIG. 4 is a prefabricated component node connection design second node Liang Jiantu;
FIG. 5 is a schematic view of a prefabricated component joint design third joint beam column;
FIG. 6 is a schematic view of a prefabricated component joint connection design third joint beam column.
The reference numbers in the figures are: 1. a cross-shaped prefabricated beam column node; 2. a high-strength bolt; 3. a face bearing plate; 4. longitudinal reinforcing steel bars; 101. angle steel; 102. an angle steel bolt hole; 103. a ring-shaped stirrup; 111. embedding a steel bar; 112. an outer steel bar; 113. hooping; 114. steel bar bolt holes; 201. angle steel high-strength bolts; 202. a panel high-strength bolt; 221. steel bar high-strength bolts; 301. upper and lower deck plates; 302. face the carrier plate bolt hole.
Detailed Description
Example 1
As shown in figure 1, the prefabricated part node connection design comprises a cross-shaped prefabricated beam-column node (1), high-strength bolts (2), a face bearing plate (3) and longitudinal steel bars (4). The cross-shaped precast beam column node (1) is characterized in that an angle steel (101) and a longitudinal steel bar (4) are embedded into an inner side beam column respectively, the embedded angle steel (101) and the longitudinal steel bar (4) are placed in a wrap angle mode, the angle steel extends out of the surface of concrete, the angle steel (101) is arranged at the joint position of the outer beam column node (1) in a certain length, the upper surface and the lower surface of the angle steel adopt a lap joint mode, angle steel bolt holes (102) are arranged in the angle steel (101) in a staggered mode, and angle steel high-strength bolts (201) corresponding to the holes are screwed after the upper portion and the lower portion of the angle steel are in butt joint. Outside angle steel (101) top surface and bottom surface are equipped with upper and lower portion face carrier plate (301), and face carrier plate (301) are connected through the billet and are formed the ring-type and arrange the distance and arrange one at every 100mm, upper and lower portion face carrier plate (301) are inside to be set up face carrier plate bolt hole (302), set up the same bolt hole on corresponding angle steel (101), and the test piece installation back of taking one's place is selected according to bolt hole (302) and angle steel bolt hole and is suitable for face carrier plate high-strength bolt (202). The connection between embedded angle steel (101) and longitudinal steel bar (4) in cross precast beam column node (1) can adopt the welding, and embedded angle steel (101) of upper and lower part set up and tie up the reinforcing bar and form annular stirrup (103), and the steel hoop is arranged near the post position of combination. When the external angle steel (101) is arranged at the cross position, angle steel ribs can be arranged so as to reduce the influence caused by torsion and improve the shear-resistant bearing capacity. The size of the angle steel (101) can be set according to the size of a longitudinal steel bar, and the wrap angle effect is achieved. The beam configuration is shown in figure 2. The angle steel high-strength bolt comprises embedded angle steel (101) of an inner side beam and longitudinal steel bars (4), wherein the embedded angle steel (101) and the longitudinal steel bars (4) are placed in a wrap angle mode, the angle steel extends out of a concrete surface, the angle steel (101) is arranged at the joint position of an external beam node (1) in a certain length, the upper surface and the lower surface of the angle steel adopt a lap joint mode, angle steel bolt holes (102) are arranged on the angle steel (101) in a staggered mode, and angle steel high-strength bolts (201) in corresponding holes are screwed after the upper portion and the lower portion of the angle steel are butted. Outside angle steel (101) top surface and bottom surface are equipped with upper and lower portion face carrier plate (301), and face carrier plate (301) pass through the billet and connect and form the ring-type, arrange the distance and arrange one every 100mm, upper and lower portion face carrier plate (301) are inside to be set up face carrier plate bolt hole (302), set up the same bolt hole on corresponding angle steel (101), and the test piece installation back of taking one's place is selected according to bolt hole (302) and angle steel bolt hole and is suitable for face bearing plate high-strength bolt (202). The embedded angle steel (101) and the longitudinal steel bar (4) can be connected by welding, and the upper embedded angle steel (101) and the lower embedded angle steel are provided with binding steel bars to form annular stirrups (103).
Example 2
The invention discloses a prefabricated part node connection design, which is characterized by comprising a cross-shaped prefabricated beam-column node (1), a high-strength bolt (2) and a face bearing plate (3), as shown in fig. 3. The cross-shaped precast beam column node (1) is characterized in that an angle steel (101) embedded in a beam column penetrates through a beam column body, the angle steel (101) extends out of the surface of concrete, a certain length is arranged at the joint part of the beam column node (1) outside the angle steel (101), the upper surface and the lower surface of the angle steel adopt a lap joint mode, bolt holes (102) are arranged on the angle steel (101) in a staggered mode, and angle steel high-strength bolts (201) corresponding to the holes are screwed after the upper part and the lower part of the angle steel are in butt joint. Angle steel (101) top surface and bottom surface combination position arrange twice upper and lower portion face carrier plate (301), and face carrier plate (301) are connected through the billet and are formed the ring-type, and other positions form the stirrup with the reinforcement according to actual conditions. Face carrier plate bolt holes (302) are formed in the upper face carrier plate and the lower face carrier plate (301), the same bolt holes are formed in corresponding angle steel (101), and after a test piece is installed in place, the suitable face carrier plate high-strength bolt (202) is selected according to the bolt holes (302) and the angle steel bolt holes. The embedded angle steel (101) of the upper portion and the lower portion of the cross-shaped precast beam are provided with binding steel bars to form stirrups (103), and steel hoops are arranged near the column combination portions. When the angle steel (101) is arranged at a cross-shaped position, angle steel ribs can be arranged so as to reduce the influence caused by torsion and improve the shearing-resistant bearing capacity. The beam configuration is shown in figure 4. The embedded angle steel (101) penetrates through a beam body, the concrete surface extends out of the angle steel (101), the outside of the angle steel (101) is arranged at the joint part of a beam node (1) to a certain length, the upper surface and the lower surface adopt a lap joint mode, bolt holes (102) are arranged on the angle steel (101) in a staggered mode, and angle steel high-strength bolts (201) corresponding to the holes are screwed after the upper part and the lower part are in butt joint. Two upper and lower face bearing plates (301) are arranged at the combined positions of the top face and the bottom face of the angle steel (101), the face bearing plates (301) are connected through steel bars to form a ring, and the other positions are bound by steel bars to form stirrups according to actual conditions. The test piece mounting device is characterized in that the upper and lower face bearing plates (301) are internally provided with face bearing plate bolt holes (302), the corresponding angle steel (101) is provided with the same bolt holes, and after a test piece is mounted in place, the bolt holes (302) and the angle steel bolt holes are used for selecting the high-strength bolts (202) of the applicable face bearing plates. The embedded angle steel (101) is provided with a binding steel bar to form a stirrup (103).
A prefabricated part node connection design is characterized by comprising the following steps:
step 1) selecting a reasonable node type according to construction conditions and geographical conditions, and prefabricating the components required by the beam-column nodes in batches. Proper angle steel and steel bars are selected to be pre-buried in the component, so that the maintenance quality is ensured, and the angle steel and the steel bars are reasonably stacked to wait for transportation;
and 2) transporting the component and installing the component on site. Note that the angle steel is lapped up and down, the bolt holes are corresponding reasonably, and the bolts are locked. All adopt face carrier plate connecting bolt fixed to the overhanging angle steel of first node, adopt face carrier plate fixed in roof beam and post combination position to the overhanging angle steel of second node, other positions are then with reinforcement. Adding angle steel ribs to angle steel at the combining part, and arranging steel hoops at the column part;
and 3) completing installation, and supporting a formwork at the node part. The installation condition is checked, the joint part is made into a wood sizing template, the construction arching can be carried out, and the changes caused by the actions of dead weight, load and the like are reduced;
and 4) pouring concrete. The precast concrete is slightly moistened, field personnel carry out concrete pouring while pouring and vibrating to ensure compactness, and the concrete can be selected from any one of high-performance concrete or ultrahigh-performance concrete;
and 5) removing the formwork and curing the concrete. And after one day of pouring, removing the mold and carrying out standard maintenance.
Example 3
The invention discloses a prefabricated part node connection design, which is characterized by comprising a cross-shaped prefabricated beam-column node (1), a high-strength bolt (2) and a face bearing plate (3), as shown in fig. 5. The cross precast beam column node (1) inside beam column contains embedded billet (111) and outside billet (112) respectively, the concrete surface that stretches out outward of embedded billet (111) is outside billet (112), certain length is arranged at beam column node (1) handing-over position in outside billet (112), and the upper and lower surface adopts the overlap joint form, and staggered arrangement billet bolt hole (114) is gone up in billet (112), and the billet high-strength bolt (211) that correspond the hole is screwed up to upper and lower portion after the butt joint. The outside billet (112) top surface and bottom surface combination position arrange twice upper and lower portion face carrier plate (301), and face carrier plate (301) form the ring-type through the billet connection, and other positions form the stirrup with the reinforcement according to actual conditions. Bolt holes (302) are formed in the upper and lower face bearing plates (301), the same bolt holes are formed in corresponding steel bars (112), and after a test piece is mounted in place, the high-strength bolt (202) of the face bearing plate is selected according to the bolt holes (302) and the steel bar bolt holes. The upper and lower embedded steel bars (111) are provided with binding steel bars to form stirrups (114), and steel hoops are arranged near the column joint parts. When the external steel bar (102) is in a cross-shaped position mode, angle steel ribs can be arranged, so that the influence caused by torsion is reduced, and the shearing-resistant bearing capacity is improved. The beam structure is shown in fig. 6, the beam column respectively comprises an embedded steel bar (111) and an external steel bar (112), the concrete surface outside the embedded steel bar (111) is the external steel bar (112), the external steel bar (112) is arranged at the joint part of the beam node (1) with a certain length, the upper surface and the lower surface adopt a lap joint form, steel bar bolt holes (114) are arranged on the steel bar (112) in a staggered way, and the steel bar high-strength bolts (211) corresponding to the holes are screwed after the upper part and the lower part are butted. The outside billet (112) top surface and bottom surface combination position arrange twice upper and lower portion face carrier plate (301), and face carrier plate (301) form the ring-type through the billet connection, and other positions form the stirrup with the reinforcement according to actual conditions. Bolt holes (302) are formed in the upper face bearing plate and the lower face bearing plate (301), the same bolt holes are formed in the corresponding steel bars (112), and after a test piece is installed in place, the high-strength bolts (202) of the face bearing plate are selected according to the bolt holes (302) and the steel bar bolt holes. The embedded steel bars (111) at the upper part and the lower part are provided with binding steel bars to form stirrups (114).
A prefabricated part node connection design is characterized by comprising the following steps:
step 1) selecting a reasonable node type according to construction conditions and geological conditions, and prefabricating cross-shaped prefabricated beam-column node required components in batches. Proper steel bars are selected to be pre-buried in the members, so that the maintenance quality is ensured, and the steel bars are reasonably stacked to wait for transportation;
and 2) transporting the component and installing the component on site. Note that the steel bars are lapped up and down, the bolt holes are corresponding and reasonable, and the bolts are locked. And 3, fixing the third node overhanging steel bar at the joint of the beam and the column by adopting a face bearing plate, and binding other parts by using steel bars. Adding angle steel ribs to the steel bars at the combination part, and arranging steel hoops at the column parts;
and 3) completing installation, and supporting a formwork at the node part. The installation condition is checked, the joint part is made into a wood sizing template, the construction arch camber can be made, and the deformation caused by the actions of self weight, load and the like is reduced;
and 4) pouring concrete. The precast concrete is slightly wetted, field personnel carry out concrete pouring while pouring and vibrating to ensure compactness, and the concrete can be selected from ultra-high performance concrete;
and 5) removing the formwork and curing the concrete. And after one day of pouring, removing the mold and carrying out standard maintenance.
Claims (6)
1. The invention discloses a prefabricated part joint connection design which is characterized by comprising a cross-shaped prefabricated beam column joint (1), a high-strength bolt (2), a face bearing plate (3) and a longitudinal steel bar (4). The beam column on the inner side of the cross-shaped prefabricated beam column node (1) comprises embedded angle steel (101) and longitudinal steel bars (4), the embedded angle steel (101) and the longitudinal steel bars (4) are placed in a wrap angle mode, concrete extends out of the embedded angle steel (101), the angle steel (101) is arranged at the joint position of the beam column node (1) to be long, the upper surface and the lower surface of the angle steel adopt a lap joint mode, angle steel bolt holes (102) are arranged on the angle steel (101) in a staggered mode, and angle steel high-strength bolts (201) corresponding to the holes are screwed after butt joint of the upper portion and the lower portion of the angle steel. The outside top surface and the bottom surface of angle steel (101) are equipped with upper and lower portion face carrier plate (301), and face carrier plate (301) form the ring-type through the billet connection. The test piece mounting device is characterized in that the upper and lower face bearing plates (301) are internally provided with face bearing plate bolt holes (302), the corresponding angle steel (101) is provided with the same bolt holes, and after a test piece is mounted in place, the bolt holes (302) and the angle steel bolt holes are used for selecting the high-strength bolts (202) of the applicable face bearing plates.
2. The prefabricated member joint connection design of claim 1, wherein the connection between the embedded angle steel (101) and the longitudinal steel bars (4) in the cross-shaped prefabricated beam-column joint (1) can be realized by welding, the embedded angle steel (101) at the upper part and the embedded angle steel at the lower part are provided with binding steel bars to form stirrups (103), and steel hoops are arranged near the joint part of the column.
3. The prefabricated member joint design of claim 1, wherein when the outer portion of the angle steel (101) is in a cross-shaped position mode, angle steel ribs can be arranged so as to reduce influence caused by torsion and improve shear bearing capacity.
4. The prefabricated member joint connection design of claim 1, wherein the joint portion of the cross-shaped prefabricated beam-column joint (1) is cast with one of high-performance concrete or ultra-high-performance concrete.
5. The prefabricated member joint connection design of claim 1, wherein the angle steel is also a steel bar, and no longitudinal steel bar is arranged inside the angle steel.
6. The prefabricated member node connection design of claim 1, wherein the angle steel bolt hole (102) and the face bearing plate bolt hole (302) correspond to the angle steel high-strength bolt (201) and the face bearing plate high-strength bolt (202), and the angle steel high-strength bolt hole and the face bearing plate bolt hole respectively correspond to a high-strength nut and a nut.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210478539.2A CN115262757A (en) | 2022-05-05 | 2022-05-05 | Prefabricated part node connection design |
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| CN202210478539.2A CN115262757A (en) | 2022-05-05 | 2022-05-05 | Prefabricated part node connection design |
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| CN214833401U (en) * | 2021-02-02 | 2021-11-23 | 北京三磊建筑设计有限公司 | Prefabricated frame beam column assembled nodal connection device |
| CN114033033A (en) * | 2021-11-13 | 2022-02-11 | 华北水利水电大学 | Reinforced concrete beam column-profile steel node combined structure and construction method thereof |
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