CN212129455U - Self-resetting node connecting structure for beam column of assembled concrete frame - Google Patents
Self-resetting node connecting structure for beam column of assembled concrete frame Download PDFInfo
- Publication number
- CN212129455U CN212129455U CN202020381520.2U CN202020381520U CN212129455U CN 212129455 U CN212129455 U CN 212129455U CN 202020381520 U CN202020381520 U CN 202020381520U CN 212129455 U CN212129455 U CN 212129455U
- Authority
- CN
- China
- Prior art keywords
- column
- steel plate
- reinforced concrete
- prestressed
- prefabricated reinforced
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
- 239000004567 concrete Substances 0.000 title claims abstract description 39
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 154
- 239000010959 steel Substances 0.000 claims abstract description 154
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 71
- 210000002435 tendon Anatomy 0.000 claims abstract description 65
- 230000002787 reinforcement Effects 0.000 claims description 51
- 239000002184 metal Substances 0.000 claims description 36
- 230000021715 photosynthesis, light harvesting Effects 0.000 claims description 22
- 238000005452 bending Methods 0.000 claims description 14
- 229910001209 Low-carbon steel Inorganic materials 0.000 claims description 13
- 238000003466 welding Methods 0.000 claims description 11
- 238000000034 method Methods 0.000 claims description 10
- 230000008569 process Effects 0.000 claims description 9
- 230000000149 penetrating effect Effects 0.000 claims description 8
- 239000000463 material Substances 0.000 claims description 5
- 230000000694 effects Effects 0.000 abstract description 5
- 230000009471 action Effects 0.000 description 8
- 238000004519 manufacturing process Methods 0.000 description 8
- 238000010276 construction Methods 0.000 description 5
- 238000013461 design Methods 0.000 description 5
- 238000005516 engineering process Methods 0.000 description 4
- 238000004364 calculation method Methods 0.000 description 3
- 238000005265 energy consumption Methods 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- 239000011148 porous material Substances 0.000 description 3
- 239000011241 protective layer Substances 0.000 description 3
- 238000011161 development Methods 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- 230000002452 interceptive effect Effects 0.000 description 2
- 239000011229 interlayer Substances 0.000 description 2
- 238000002360 preparation method Methods 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 238000004134 energy conservation Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Images
Landscapes
- Rod-Shaped Construction Members (AREA)
Abstract
The utility model provides an assembled concrete frame beam column is from restoring to throne nodal connection structure, the prefabricated reinforced concrete roof beam and the prefabricated reinforced concrete column of this structure are connected perpendicularly through parallel arrangement's upper and lower I-shaped steel sheet key, the draw-in groove formula steel sheet built-in fitting is all installed to the joint end of prefabricated reinforced concrete roof beam and prefabricated reinforced concrete column, two I-shaped steel sheet keys are connected with the draw-in groove of the upper and lower both sides of draw-in groove formula steel sheet built-in fitting, a plurality of prestressing tendons cross prefabricated reinforced concrete roof beam, and wear out prefabricated reinforced concrete column, every prestressing tendon ground tackle corresponds to be fixed in the end that stretches out of prestressing tendon soon, the power consumption attenuator is installed to the both sides of I-shaped steel sheet key. The problem of how effectively to improve the power consumption ability of node, furthest's reduction prefabricated component deformation after the earthquake destroys is solved. The utility model discloses the beam column node after the assembly can dissipate a large amount of energy under the earthquake effect, can resume original initial condition after the earthquake.
Description
Technical Field
The utility model relates to an assembled concrete frame beam column is from restoring to throne nodal connection structure belongs to assembled concrete building technical field.
Background
The fabricated concrete structure has the advantages of high construction speed, energy conservation, environmental protection, time conservation, high efficiency and the like, and is widely popularized in China in recent years. In a traditional fabricated concrete frame structure, a node usually adopts a cast-in-place connection mode, namely a fabricated integral type, wherein only beam and column components are prefabricated, and the degree of assembly is not high. And a cast-in-place connection mode is adopted, a large amount of concrete wet operation is still needed in a construction site, and the development concept of green, environment-friendly, energy-saving and efficient assembly type buildings cannot be met.
With the progress of science and technology and the improvement of construction technology in the 21 st century, various dry-type connection methods and technologies are vigorously developed and gradually become the mainstream direction of assembly type node connection. Dry-type connection technologies represented by sleeve grouting connection, constraint grout anchor connection, post-cast strip connection and the like are becoming mature day by day. Experimental research shows that the connection mode can ensure the rigidity and the bearing capacity of the joint connection area, is reliable in stress, but poor in energy consumption, and is easy to cause brittle failure at the grouting position under the action of repeated earthquake load. Therefore, how to effectively improve the energy consumption capability of the node and reduce the deformation and damage of the prefabricated part after the earthquake to the maximum extent is an important problem which needs attention and research in the field of the connection of the nodes of the prefabricated concrete structure.
SUMMERY OF THE UTILITY MODEL
The utility model discloses a solve the problem mentioned in the above-mentioned background art, provide a novel assembled concrete frame beam column from restoring to throne nodal connection structure, realize the connection between prefabricated reinforced concrete roof beam and prefabricated reinforced concrete column to satisfy the needs in actual design and the construction, the beam column node after the assembly can dissipate a large amount of energy under the earthquake effect, can resume original initial condition after the earthquake.
The utility model provides an assembled concrete frame beam column is from restoring to throne node connection structure, including two draw-in groove formula steel sheet built-in fittings, prefabricated reinforced concrete column, prefabricated reinforced concrete beam, two I shaped steel plate keys, two power consumption attenuator, a plurality of prestressing tendons and a plurality of prestressing tendons ground tackle, prefabricated reinforced concrete beam and prefabricated reinforced concrete column are connected perpendicularly through the I shaped steel plate key that parallel arrangement from top to bottom, the draw-in groove formula steel sheet built-in fitting is all installed to the connecting end of prefabricated reinforced concrete beam and prefabricated reinforced concrete column, and two I shaped steel plate keys are connected with the draw-in groove of the upper and lower both sides of draw-in groove formula steel sheet built-in fitting, and a plurality of prestressing tendons pass through prefabricated reinforced concrete beam in proper order, the draw-in groove formula steel sheet built-in fitting that prefabricated reinforced concrete beam and prefabricated reinforced concrete column set up relatively, wear out prefabricated reinforced concrete column at, each prestressed tendon anchorage device is correspondingly screwed at the extending end of each prestressed tendon for fixing, and energy dissipation dampers are installed on two sides of each I-shaped steel plate key.
Preferably, the clamping groove type steel plate embedded part comprises a double-groove steel plate, a plurality of prestressed rib holes, two T-shaped notches, two overhanging ribs and a plurality of bolt holes I, wherein two transverse clamping grooves are arranged on the upper side and the lower side of one side of the double-groove steel plate, a T-shaped notch is formed in the open end of each clamping groove, each clamping groove is matched with one end of an I-shaped steel plate key, the middle of the other side of the double-groove steel plate is provided with the interfering prestressed rib holes for the prestressed ribs to penetrate through, two overhanging ribs are vertically arranged in the middle of the two sides of the plate wall of the double-groove steel plate with the T-shaped notches, and each overhanging rib is provided with the bolt holes I.
Preferably, the prefabricated reinforced concrete column comprises a plurality of column longitudinal stress steel bars, column stirrups, positioning steel bars I and metal corrugated pipes I, the column longitudinal stress steel bars and the column stirrups are mutually and vertically welded to form a longitudinal steel bar framework, concrete is poured outside the steel bar framework to form a column body in a prefabricated mode, the front face and the rear face of the steel bar framework are provided with the positioning steel bars I, the metal corrugated pipes I are arranged on the positioning steel bars I along the direction of the prestressed tendons, the hollow area inside the metal corrugated pipes I serves as prestressed tendon channels I and is used for penetrating through the prestressed tendons, one side, far away from the T-shaped notch, of the plate wall of the clamping groove type steel plate embedded part is connected with the steel bar framework in a welding mode according to the positions of the metal corrugated pipes I, and the prestressed tendon channels I are aligned with the prestressed tendon channels I in the welding process.
Preferably, the prefabricated reinforced concrete beam comprises a plurality of beam negative-moment reinforcements, beam positive-moment reinforcements, beam stirrups, positioning reinforcements II and metal corrugated pipes II, the beam negative-moment reinforcements, the beam positive-moment reinforcements and the beam stirrups are mutually and vertically welded into a transverse reinforcement framework, concrete is poured outside the reinforcement framework to form the prefabricated beam, the positioning reinforcements II are installed at two ends of the reinforcement framework, the metal corrugated pipes II are installed on the positioning reinforcements II along the direction of the prestressed reinforcements, the hollow areas inside the metal corrugated pipes II are used as prestressed reinforcement channels II for penetrating the prestressed reinforcements, one side of the plate wall of the T-shaped notch is far away from the clamping groove type steel plate embedded part according to the positions of the metal corrugated pipes II and is welded with the reinforcement framework, and the alignment of the prestressed reinforcement holes I and the prestressed reinforcement channels II is guaranteed in the welding process.
Preferably, the energy dissipation damper comprises energy dissipation mild steel, a plurality of openings, two inner grooves and bolt holes II, the energy dissipation mild steel is provided with the openings, the inner grooves are formed in the front and the back of the energy dissipation mild steel, each inner groove is provided with a plurality of bolt holes II, the number and the size of the bolt holes II are the same as those of the bolt holes I in the outward extending ribs, and bolts penetrate through the bolt holes I and the bolt holes II to fix the energy dissipation damper.
Preferably, the energy-consuming mild steel is made of a low-yield and high-ductility material.
Preferably, the depth of the concave groove is the same as the thickness of the outward extending rib on the clamping groove type steel plate embedded part, so that the concave groove and the clamping groove type steel plate embedded part can be tightly attached.
Preferably, the prestressed tendon anchorage is a clip type anchorage, a support type anchorage or a conical plug type anchorage.
Assembled concrete frame beam column from restoring to throne nodal connection structure's beneficial effect do:
1. the utility model discloses be used for connecting the I shaped steel plate key between prefabricated reinforced concrete post and prefabricated reinforced concrete roof beam, can effectively guarantee the bending stiffness of node, moment of flexure and shear force between the transmission prefabricated component, it is clear and definite to pass the power route, passes power more reliably. Under the action of earthquake, when the I-shaped steel plate key is extruded, deformed and rubbed between the inner walls of the T-shaped groove openings of the clamping groove type steel plate embedded parts in constraint connection with the I-shaped steel plate key, certain energy can be dissipated.
2. The utility model discloses at I shaped steel plate key both sides installation power consumption attenuator, as main power consumption original paper, owing to adopted low yield, high ductile material, can dissipate a large amount of seismic energy, the last rectangle opening of power consumption attenuator also can be adjusted according to the design demand of difference and in a flexible way of service behavior. Meanwhile, the energy dissipation damper can also increase the lateral rigidity of the structure and reduce the interlayer displacement of the structure under the action of an earthquake.
3. The utility model discloses an unbonded prestressed tendons can remain elastic state throughout after applying prestressing force, and when the precast beam post takes place relative movement under great seismic action, unbonded prestressed tendons can make it resume to original initial condition after the earthquake to play from the effect of restoring to the throne.
4. The utility model discloses the higher part of preparation requirement, including the preparation of prefabricated reinforced concrete post, prefabricated reinforced concrete roof beam, draw-in groove formula steel sheet built-in fitting and I-shaped steel plate key, all can accomplish in the mill, transport and assemble according to the order behind the scene, the installation is simple and clear, and the job site does not have extra concrete wet work, accords with assembled building energy-concerving and environment-protective, the efficient development theory of saving time.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, are included to provide a further understanding of the invention, and are incorporated in and constitute a part of this specification.
In the drawings:
FIG. 1 is a three-dimensional view of a slot-in steel plate embedded part according to the present invention;
fig. 2 is a three-dimensional view of the arrangement of the reinforcing steel bars in the prefabricated reinforced concrete column of the present invention;
FIG. 3 is a three-dimensional view of the groove-fastening type embedded steel plate part and the prefabricated reinforced concrete column after the welding of the steel bars is completed;
FIG. 4 is a three-dimensional view of a prefabricated reinforced concrete column according to the present invention;
fig. 5 is a three-dimensional view of the arrangement of the reinforcing bars in the precast reinforced concrete beam according to the present invention;
FIG. 6 is a three-dimensional view of the groove-fastening type embedded steel plate part and the prefabricated reinforced concrete beam after the welding of the steel bars is completed;
fig. 7 is a three-dimensional view of a precast reinforced concrete beam according to the present invention;
fig. 8 is a three-dimensional view of an i-shaped steel plate key according to the present invention;
fig. 9 is a three-dimensional view of the energy-consuming damper of the present invention;
fig. 10 is a three-dimensional view of a bolt according to the present invention;
fig. 11 is a three-dimensional view of a tendon according to the present invention;
fig. 12 is a three-dimensional view of the tendon anchor according to the present invention;
FIG. 13 is a three-dimensional view of the installation of the I-beam panel key in the slot-in panel embedment of the present invention;
fig. 14 is a three-dimensional view of unbonded tendons according to the present invention after they have been passed through all the prefabricated elements;
fig. 15 is a three-dimensional view of the unbonded prestressed tendon of the present invention after tensioning and fixing with the prestressed tendon anchorage;
fig. 16 is a three-dimensional view of the energy-consuming damper of the present invention fixed to a slot-type steel plate embedded part by bolts;
shown in the figure: 1-double-groove steel plate; 2-prestressed rib holes; 3-T-shaped notches; 4-overhanging ribs; 5-bolt hole I; 6-column longitudinal stress steel bars; 7-column stirrups; 8-positioning the steel bar I; 9-metal bellows I; 10-a prestressed tendon duct I; 11-beam hogging moment tendon; 12-beam positive bending moment rib; 13-beam stirrups; 14-positioning a steel bar II; 15-metal bellows II; 16-prestressed tendon pore channel II; 17-an i-beam steel plate key; 18-energy-consuming mild steel; 19-opening; 20-inner grooves; 21-bolt hole II; 22-bolt; 23-prestressed tendons; 24-prestressed tendon anchorage.
Detailed Description
The following detailed description of the embodiments of the present invention is provided with reference to the accompanying drawings:
the first embodiment is as follows: the present embodiment is explained with reference to fig. 1 to 16. The self-resetting node connecting structure of the assembled concrete frame beam column comprises two clamping groove type steel plate embedded parts, a prefabricated reinforced concrete column, a prefabricated reinforced concrete beam, two I-shaped steel plate keys 17, two energy dissipation dampers, a plurality of prestressed tendons 23 and a plurality of prestressed tendon anchors 24, wherein the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column are vertically connected through the I-shaped steel plate keys which are arranged in parallel up and down, the clamping groove type steel plate embedded parts are respectively installed at the connecting ends of the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column, the two I-shaped steel plate keys 17 are connected with clamping grooves on the upper side and the lower side of the clamping groove type steel plate embedded parts, the plurality of prestressed tendons 23 sequentially penetrate through the clamping groove type steel plate embedded parts which are oppositely arranged on the prefabricated reinforced concrete beam, the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column and finally penetrate out of the prefabricated reinforced concrete column, each prestressed tendon anchorage device 24 is correspondingly screwed at the extending end of each prestressed tendon 23 for fixing, and energy dissipation dampers are installed on two sides of each I-shaped steel plate key.
The clamping groove type steel plate embedded part comprises a double-groove steel plate 1, a plurality of prestressed rib holes 2, two T-shaped groove openings 3, two overhanging ribs 4 and a plurality of bolt holes I5, wherein two transverse clamping grooves are arranged on the upper side and the lower side of one side of the double-groove steel plate 1, each T-shaped groove opening 3 is formed in the open end of each clamping groove, each clamping groove is matched with one end of an I-shaped steel plate key, the middle of the other side of the double-groove steel plate 1 is provided with the corresponding interfering prestressed rib hole 2 for the prestressed ribs 23 to penetrate through, the middle positions of the two sides of the plate wall, provided with the T-shaped groove openings 3, of the double-groove steel plate 1 are vertically provided with the two overhanging ribs 4, and each overhanging rib 4 is.
The prefabricated reinforced concrete column comprises a plurality of column longitudinal stress steel bars 6, column hoops 7, positioning steel bars I8 and a metal corrugated pipe I9, wherein the column longitudinal stress steel bars 6 and the column hoops 7 are perpendicularly welded to form a longitudinal steel bar framework, concrete is poured outside the steel bar framework to be prefabricated into a column body, the front and back surfaces of the steel bar framework are provided with the positioning steel bars I8, the metal corrugated pipes I9 are arranged on the positioning steel bars I8 along the direction of prestressed ribs 23, the hollow area inside the metal corrugated pipe I9 serves as prestressed rib channels I10 and is used for penetrating through the prestressed ribs 23, according to the position of the metal corrugated pipe I9, a clamping groove type steel plate embedded part is far away from one side of the plate wall of a T-shaped groove 3 and is in welded connection with the steel bar framework, and in the welding process, the prestressed rib holes I2 are enabled to be aligned with the prestressed rib channels I10.
The precast reinforced concrete beam comprises a plurality of beam negative bending moment reinforcements 11, beam positive bending moment reinforcements 12, beam stirrups 13, positioning reinforcements II 14 and metal corrugated pipes II 15, wherein the beam negative bending moment reinforcements 11, the beam positive bending moment reinforcements 12 and the beam stirrups 13 are mutually vertically welded into a transverse reinforcement framework, the steel bar framework is externally poured with concrete to be prefabricated into a beam, two ends of the steel bar framework are provided with positioning steel bars II 14, a plurality of metal corrugated pipes II 15 are arranged on the positioning steel bars II 14 along the direction of the prestressed tendons 23, the hollow area inside the metal corrugated pipe II 15 is used as a prestressed tendon pore passage II 16 for penetrating through a prestressed tendon 23, according to the position of the metal corrugated pipe II 15, one side of the clamping groove type steel plate embedded part, which is far away from the plate wall of the T-shaped groove opening 3, is welded with the steel reinforcement framework, in the welding process, the prestressed tendon hole I2 is ensured to be aligned with the prestressed tendon hole channel II 16.
(1) As shown in fig. 1, the concrete structure and manufacturing process of the slot-type steel plate embedded part are as follows:
the clamping groove type steel plate embedded part (shown in figure 1) is composed of a double-groove steel plate 1, a prestressed rib hole 2, a T-shaped groove opening 3, an outward extending rib 4 and a bolt hole I5. The side face of the plate wall of the double-groove steel plate 1 is provided with prestressed tendon holes 2 in a double-sided through drilling mode, and the position, number and size of the prestressed tendon holes 2 are determined by the position, number and size of unbonded prestressed tendons 23 penetrating through the holes. The upper and lower regions of the double-groove steel plate 1 are transversely provided with T-shaped notches 3, and the size of the notches 3 is determined by the size of the inserted I-shaped steel plate keys 17. An outward extending rib 4 is arranged on one side of the plate wall of the double-groove steel plate 1 with the T-shaped notch, and a bolt hole I5 is formed in the outward extending rib 4, so that the energy dissipation damper (shown in figure 9) can be fixed. The thickness of the plate wall of one side of the double-groove steel plate 1 far away from the notch 3 is larger than or equal to the thickness of a concrete protective layer of a prefabricated part connected with the double-groove steel plate so as to ensure that the I-shaped steel plate key 17 can be normally inserted into the T-shaped notch 3.
(2) As shown in fig. 2 to 4, the concrete structure and manufacturing process of the prefabricated reinforced concrete column are as follows:
the steel bars in the prefabricated reinforced concrete column are composed of column longitudinal stress steel bars 6, column hoops 7 and positioning steel bars I8. The effect of positioning steel bar I8 lies in fixed metal bellows I9, and its position can be adjusted in a flexible way. After the reinforcement finishes, according to the design demand, at the regional ligature a plurality of corrugated metal pipes I9 of framework of steel reinforcement in the middle part (fig. 2), the inside hollow region of corrugated metal pipe I9 is as prestressing tendons pore I10 for pass unbonded prestressing tendons 23.
According to the position of the metal corrugated pipe I9, the clamping groove type steel plate embedded part (shown in figure 1) is far away from one side of the plate wall of the T-shaped notch 3 and is in welded connection with the steel reinforcement framework (shown in figure 3). In the welding process, the prestressed tendon hole 2 is aligned with the prestressed tendon duct I10, and the contact position between the holes has no relative dislocation.
And (3) supporting a template outside a steel reinforcement framework in the column, pouring concrete, pouring a protective layer of the concrete in the template to a thickness not more than the inner wall surface of the T-shaped notch 3 of the clamping groove type steel plate embedded part (shown in figure 1), and removing the template after the concrete is solidified to finish the manufacturing of the prefabricated reinforced concrete column (shown in figure 4).
(3) As shown in fig. 5 to 7, the concrete structure and the manufacturing process of the precast reinforced concrete beam are as follows:
the steel bars in the precast reinforced concrete beam are composed of beam negative bending moment bars 11, beam positive bending moment bars 12, beam stirrups 13 and positioning steel bars II 14. The positioning steel bar II 14 is used for fixing the metal corrugated pipe II 15, and the position of the metal corrugated pipe II can be flexibly adjusted. After the steel bars are bound, according to the positions and the number of the metal corrugated pipes I9 in the prefabricated reinforced concrete column (shown in figure 4), the same number of metal corrugated pipes II 15 are bound in the steel bar framework. The hollow area inside the metal corrugated pipe II 15 is used as a prestressed tendon channel II 16 for penetrating through the unbonded prestressed tendon 23.
According to the position of the metal corrugated pipe II 15, the clamping groove type steel plate embedded part (shown in figure 1) is far away from one side of the plate wall of the T-shaped notch 3 and is in welded connection with the steel reinforcement framework (shown in figure 6). In the welding process, the prestressed tendon hole 2 is aligned with the prestressed tendon duct II 16, and the contact position between the holes has no relative dislocation.
And (3) supporting a template outside a steel reinforcement framework in the beam, pouring concrete, pouring a protective layer of the concrete in the template to a thickness not more than the inner wall surface of the T-shaped notch 3 of the clamping groove type steel plate embedded part (shown in figure 1), and removing the template after the concrete is solidified to finish the manufacturing of the prefabricated reinforced concrete column (shown in figure 7).
(4) As shown in fig. 8, the specific structure and manufacturing process of the i-shaped steel plate key are as follows:
the size of the web plate of the I-shaped steel plate key 17 is determined by calculation according to the bending moment and the shearing force transmitted between the prefabricated parts connected with the web plate, and the size of the flange is determined by calculation according to the axial force transmitted between the prefabricated parts connected with the flange.
(5) As shown in fig. 9-10, the specific structure and manufacturing process of the energy-consuming damper and the bolt are as follows:
the energy dissipation damper (figure 9) is composed of energy dissipation mild steel 18, a rectangular opening 19, an inner groove 20 and a bolt hole II 21. The energy dissipating mild steel 18 is preferably made of a low yield, high ductility material, and the geometric dimensions are determined by calculation based on the shear forces transmitted between the connected prefabricated components. The energy-consuming mild steel 18 is provided with a plurality of rectangular openings 19, and the size and the position of the rectangular openings 19 can be flexibly adjusted according to different energy-consuming requirements. Inner grooves 20 are formed in the front and the back of the energy-consuming mild steel 18, and the depth of the inner grooves is the same as the thickness of the outward-extending ribs 4 on the clamping groove type steel plate embedded part (shown in figure 1) so as to ensure that the two parts can be tightly attached. The inner groove 20 is provided with bolt holes II 21, and the number and the size of the bolt holes II are the same as those of the bolt holes I5 on the overhanging rib 4. The outer diameter of the screw of the bolt 22 is the same as the bolt holes I5 and II 21, and the length of the screw is slightly longer than the sum of the thickness of the overhanging rib 4 and the depth of the recess of the inner groove 20. And bolts 22 penetrate through the bolt holes I5 and the bolt holes II 21 to fix the energy-consumption damper.
(6) As shown in fig. 11-12, the concrete structure and manufacturing process of the unbonded tendon and anchor head are as follows:
the material, number and size of the prestressed tendons 23 can be determined according to actual design requirements. The prestressed tendon anchorage 24 may be a clip type anchorage, a support type anchorage or a cone plug type anchorage, depending on the actual situation.
The components can be prefabricated or purchased in a factory and then transported to a construction site for assembly, and the specific assembly process is as follows:
(1) as shown in fig. 13, the prefabricated reinforced concrete column (fig. 4) and the prefabricated reinforced concrete beam (fig. 7) are hoisted to a preset position, the slot-type steel plate embedded parts (fig. 1) between the prefabricated reinforced concrete column and the prefabricated reinforced concrete beam are parallel and opposite, and then flange parts of the i-shaped steel plate key 17 are transversely inserted into the T-shaped notches 3 of the upper and lower areas of the slot-type steel plate embedded parts (fig. 1) respectively;
(2) as shown in fig. 14 to 15, the unbonded prestressed tendons 23 are guided to pass through all the prefabricated parts (fig. 14), and then the unbonded prestressed tendons 23 are tensioned at one side of the prefabricated reinforced concrete beam (fig. 7), and simultaneously the unbonded prestressed tendons 23 are fixed at one side of the prefabricated reinforced concrete column (fig. 4) by using the prestressed tendon anchors 24 (fig. 15);
(3) as shown in fig. 16, after the unbonded prestressed tendons 23 are tensioned and anchored, energy-consuming dampers (fig. 9) are installed on the left and right sides of the slot-type steel plate embedded part (fig. 1), so that the inner grooves 20 on the energy-consuming dampers (fig. 9) are fastened with the outward-extending ribs 4 on the slot-type steel plate embedded part (fig. 1), and the bolts 22 are tightened, thereby completing the connection between the prefabricated reinforced concrete column (fig. 4) and the prefabricated reinforced concrete beam (fig. 7).
In this embodiment, the i-shaped steel plate key 17 can effectively ensure the bending rigidity of the joint, and bear the bending moment and the shearing force transferred between the prefabricated parts. Under the action of an earthquake, when the I-shaped steel plate key 17 deforms, the clamping groove type steel plate embedded part (shown in figure 1) can restrain the I-shaped steel plate embedded part, and meanwhile, the flange and the web of the I-shaped steel plate key 17 are in extrusion friction with the inner wall of the T-shaped notch 3 of the clamping groove type steel plate embedded part (shown in figure 1), so that certain energy can be dissipated.
The energy dissipation damper (fig. 9) is used as a main energy dissipation component, and can enter a yielding stage before the main body structure under the action of an earthquake, so that a large amount of energy is dissipated. By adjusting the size and position of the rectangular opening 19 on the dissipative damper (fig. 9), different design requirements and use cases can be met. In addition, the energy dissipation damper can increase the lateral rigidity of the structure and reduce the interlayer displacement of the structure under the action of an earthquake.
The bending moment transmitted between the prefabricated parts is borne by the unbonded prestressed tendons 23. All the prefabricated parts are connected by prestressing the unbonded prestressed tendons 23 and pre-stressing is produced. When the precast reinforced concrete beam (figure 4) and the precast reinforced concrete column (figure 9) move relatively under the action of a large earthquake, the unbonded prestressed tendons 23 always keep an elastic state, and the precast beam column can be restored to the original initial state after the earthquake, so that the self-resetting effect is achieved.
The above-mentioned embodiments further explain the objects, technical solutions and advantages of the present invention in detail. It should be understood that the above description is only exemplary of the present invention, and is not intended to limit the present invention, and that any modifications, equivalent substitutions, improvements, etc. made within the spirit and principle of the present invention may be made without departing from the scope of the present invention.
Claims (8)
1. A self-reset node connecting structure of an assembled concrete frame beam column is characterized by comprising two clamping groove type steel plate embedded parts, a prefabricated reinforced concrete column, a prefabricated reinforced concrete beam, two I-shaped steel plate keys (17), two energy dissipation dampers, a plurality of prestressed ribs (23) and a plurality of prestressed rib anchorage devices (24), wherein the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column are vertically connected through the I-shaped steel plate keys which are arranged in parallel up and down, the clamping groove type steel plate embedded parts are respectively arranged at the connecting ends of the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column, the two I-shaped steel plate keys (17) are connected with clamping grooves at the upper side and the lower side of the clamping groove type steel plate embedded parts, and the plurality of prestressed ribs (23) sequentially penetrate through the clamping groove type steel plate embedded parts which are oppositely arranged on the prefabricated reinforced concrete beam, the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column, and finally, the prefabricated reinforced concrete column is penetrated out, each prestressed tendon anchorage device (24) is correspondingly screwed at the extending end of each prestressed tendon (23) for fixing, and energy dissipation dampers are installed on two sides of the I-shaped steel plate key.
2. The fabricated concrete frame beam-column self-resetting nodal connection structure of claim 1, it is characterized in that the clamping groove type steel plate embedded part comprises a double-groove steel plate (1), a plurality of prestressed rib holes (2), two T-shaped notches (3), two outward extending ribs (4) and a plurality of bolt holes I (5), the upper side and the lower side of one side of the double-groove steel plate (1) are provided with two transverse clamping grooves, the open end of each clamping groove is provided with a T-shaped notch (3), the clamping groove is matched with one end of an I-shaped steel plate key, the middle part of the other side of the double-groove steel plate (1) is provided with a plurality of interference stress rib holes (2), the double-groove steel plate is used for the prestressed tendons (23) to penetrate through, two outward extending ribs (4) are vertically arranged in the middle positions of two sides of the plate wall of the double-groove steel plate (1) with the T-shaped notches (3) in the longitudinal direction, and a plurality of bolt holes I (5) are formed in each outward extending rib (4).
3. The self-resetting node connection structure of the assembled concrete frame beam column according to claim 2, wherein the prefabricated reinforced concrete column comprises a plurality of column longitudinal stress steel bars (6), column stirrups (7), positioning steel bars I (8) and metal corrugated pipes I (9), the column longitudinal stress steel bars (6) and the column stirrups (7) are mutually and vertically welded to form a longitudinal steel reinforcement framework, concrete is poured outside the steel reinforcement framework to form a column body, the front and back surfaces of the steel reinforcement framework are provided with the positioning steel bars I (8), the metal corrugated pipes I (9) are arranged on the positioning steel bars I (8) along the direction of the prestressed tendons (23), the hollow area inside the metal corrugated pipes I (9) is used as prestressed tendon channels I (10) for penetrating through the prestressed tendons (23) according to the positions of the metal corrugated pipes I (9), one side of the plate wall of the clamping groove type steel plate embedded part far away from the T-shaped notch (3) is in welded connection with the steel reinforcement framework, and in the welding process, the prestressed reinforcement hole (2) is aligned with the prestressed reinforcement hole channel I (10).
4. The fabricated concrete frame beam-column self-resetting node connection structure of claim 2, wherein the prefabricated reinforced concrete beam comprises a plurality of beam hogging moment reinforcements (11), beam positive bending moment reinforcements (12), beam stirrups (13), positioning reinforcements II (14) and metal corrugated pipes II (15), the beam hogging moment reinforcements (11), the beam positive bending moment reinforcements (12) and the beam stirrups (13) are vertically welded to form a transverse steel reinforcement framework, concrete is poured outside the steel reinforcement framework to form a beam, the positioning reinforcements II (14) are installed at two ends of the steel reinforcement framework, the metal corrugated pipes II (15) are installed on the positioning reinforcements II (14) along the direction of the prestressed reinforcements (23), the hollow inner area of the metal corrugated pipes II (15) is used as prestressed reinforcement channels II (16) for penetrating through the prestressed reinforcements (23), and according to the positions of the metal corrugated pipes II (15), one side of the plate wall of the clamping groove type steel plate embedded part, which is far away from the T-shaped notch (3), is in welded connection with the steel reinforcement framework, and in the welding process, the prestressed reinforcement hole (2) is ensured to be aligned with the prestressed reinforcement hole channel II (16).
5. The fabricated concrete frame beam-column self-resetting node connecting structure according to claim 2, wherein the energy dissipation damper comprises energy dissipation mild steel (18), a plurality of openings (19), two inner grooves (20) and bolt holes II (21), the energy dissipation mild steel (18) is provided with the plurality of openings (19), the inner grooves (20) are arranged in front of and behind the energy dissipation mild steel (18), each inner groove (20) is provided with a plurality of bolt holes II (21), the number and the size of the bolt holes II (21) are the same as those of bolt holes I (5) in the outward extending ribs (4), and bolts (22) penetrate through the bolt holes I (5) and the bolt holes II (21) to fix the energy dissipation damper.
6. The fabricated concrete frame beam-column self-resetting nodal connection of claim 5, wherein said energy dissipating mild steel (18) is selected from a low yield, high ductility material.
7. The fabricated concrete frame beam-column self-resetting node connection structure of claim 5, wherein the recessed depth of the inner groove (20) is the same as the thickness of the overhanging rib (4) on the clamping groove type steel plate embedded part so as to ensure that the two can be tightly attached.
8. The fabricated concrete frame beam-column self-resetting nodal connection structure of claim 1, wherein said tendon anchors (24) are clip-type anchors, support-type anchors or cone plug-type anchors.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020381520.2U CN212129455U (en) | 2020-03-20 | 2020-03-20 | Self-resetting node connecting structure for beam column of assembled concrete frame |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020381520.2U CN212129455U (en) | 2020-03-20 | 2020-03-20 | Self-resetting node connecting structure for beam column of assembled concrete frame |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN212129455U true CN212129455U (en) | 2020-12-11 |
Family
ID=73671045
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202020381520.2U Expired - Fee Related CN212129455U (en) | 2020-03-20 | 2020-03-20 | Self-resetting node connecting structure for beam column of assembled concrete frame |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN212129455U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111335467A (en) * | 2020-03-20 | 2020-06-26 | 哈尔滨工业大学 | Self-resetting node connecting structure and assembling method for beam column of assembled concrete frame |
| CN112832371A (en) * | 2021-01-12 | 2021-05-25 | 江南大学 | Assembled beam column energy dissipation node unit that contains tenon fourth of twelve earthly branches structure |
-
2020
- 2020-03-20 CN CN202020381520.2U patent/CN212129455U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111335467A (en) * | 2020-03-20 | 2020-06-26 | 哈尔滨工业大学 | Self-resetting node connecting structure and assembling method for beam column of assembled concrete frame |
| CN112832371A (en) * | 2021-01-12 | 2021-05-25 | 江南大学 | Assembled beam column energy dissipation node unit that contains tenon fourth of twelve earthly branches structure |
| CN112832371B (en) * | 2021-01-12 | 2021-12-28 | 江南大学 | Assembled beam column energy dissipation node unit that contains tenon fourth of twelve earthly branches structure |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109083295B (en) | Function-restorable coupled shear wall structure with replaceable parts | |
| CN2784490Y (en) | Prestress connection node for beam column of assembled concrete frame structure | |
| CN111335466A (en) | Fabricated concrete self-resetting beam-column joint connecting structure and assembling method | |
| CN108612188B (en) | Assembled self-resetting prestressed concrete frame | |
| CN112832416A (en) | Assembled RCS frame-RECC shear force wall mixed structure system | |
| CN107152097B (en) | External prestress assembly type energy dissipation frame reinforcing structure with cantilever plate frame | |
| CN110847357B (en) | Energy dissipation spare modular assembled is from low damage node of restoring to throne concrete frame | |
| CN112854443B (en) | Assembly type concrete self-resetting beam-column combined node connecting structure and assembling method | |
| CN113863492B (en) | Fabricated concrete beam-column self-resetting node based on friction steel plate connection and assembling method | |
| CN212129455U (en) | Self-resetting node connecting structure for beam column of assembled concrete frame | |
| CN111335465A (en) | Rotatable self-resetting node connecting structure of assembled concrete beam column and assembling method | |
| CN112854440B (en) | Self-resetting rotating node connecting structure and assembling method for beam column of assembled concrete frame | |
| CN112854441A (en) | Assembly type concrete self-resetting beam column rotating node connecting structure and assembling method | |
| CN111335467A (en) | Self-resetting node connecting structure and assembling method for beam column of assembled concrete frame | |
| CN112854442B (en) | Self-resetting combined node connecting structure and assembling method for beam column of assembled concrete frame | |
| CN212129456U (en) | Assembled concrete is from restoring to throne beam column node connection structure | |
| CN110924522B (en) | Steel plate interface connecting structure and connecting method for reinforced concrete beam and column | |
| CN111851737A (en) | Assembled concrete frame beam column trunk type connecting joint | |
| CN209907572U (en) | Self-resetting precast beam column anti-seismic node structure | |
| CN212295048U (en) | Slidable self-resetting node connecting structure for assembled concrete beam column | |
| CN212271213U (en) | Rotatable self-resetting node connecting structure of assembled concrete beam column | |
| CN113863490A (en) | Assembly type self-resetting rotation constraint type concrete beam column joint connecting structure and assembling method | |
| CN106978908B (en) | Embedded prestress assembly type frame reinforcing structure with shearing mild steel damper | |
| CN113863493B (en) | Full-assembly type self-resetting concrete beam column connecting node and assembling method | |
| CN111424847A (en) | Self-resetting connecting node of steel tube bundle combined shear wall and steel beam |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20201211 |