CN212129456U - Assembled concrete is from restoring to throne beam column node connection structure - Google Patents
Assembled concrete is from restoring to throne beam column node connection structure Download PDFInfo
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- CN212129456U CN212129456U CN202020381561.1U CN202020381561U CN212129456U CN 212129456 U CN212129456 U CN 212129456U CN 202020381561 U CN202020381561 U CN 202020381561U CN 212129456 U CN212129456 U CN 212129456U
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Abstract
The utility model provides an assembled concrete is from restoring to throne beam column node connection structure, the precast reinforced concrete beam and the precast reinforced concrete post of this structure pass through the connecting plate and connect perpendicularly, pre-buried connection steel sheet groove is all installed to the joint end of precast reinforced concrete beam and precast reinforced concrete post, the both sides and two pre-buried connection steel sheet groove of connecting plate are connected, the prestressed reinforcement crosses the precast reinforced concrete beam in proper order, pre-buried connection steel sheet groove on the precast reinforced concrete beam, the pre-buried connection steel sheet groove of connecting plate and precast reinforced concrete post, wear out the precast reinforced concrete post at last, every prestressed reinforcement ground tackle corresponds soon and fixes in the end that stretches out of prestressed reinforcement, the power consumption attenuator is installed to the connecting plate both sides. The technical problems of how to develop a node connection mode which is green, environment-friendly, simple to assemble, capable of effectively dissipating energy under the action of earthquake load and simultaneously ensuring that the structure deforms less after earthquake or can be restored to the initial state are solved.
Description
Technical Field
The utility model relates to an assembled concrete is from restoring to throne beam column nodal connection structure belongs to assembled concrete building technical field.
Background
The beam-column components of the fabricated concrete structure are mostly prefabricated by adopting beam-columns, and the connection mode of node cast-in-place is adopted, so as to achieve the purpose of equal cast-in-place. By adopting a cast-in-place connection mode, a large amount of concrete wet operation is still required on a construction site, and the development concept of green, environment-friendly, energy-saving and efficient assembly type buildings cannot be met. In recent years, various dry-type connecting methods and technologies are vigorously raised, and the ways of sleeve grouting connection, constraint slurry anchor connection, post-cast strip connection and the like are increasingly mature. Experimental research shows that the connection mode can effectively 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. Meanwhile, various grouting methods are relatively complex, and the cost of used materials and instruments is high.
Therefore, the node connection mode which is green, environment-friendly and simple to assemble and can effectively dissipate energy under the action of earthquake load and ensure that the structure deforms less after earthquake or can be restored to the initial state is researched and developed, and the node connection mode has important significance for promoting the sustainable development of the assembly type building industry in China and the deep research thereof in the field of earthquake subjects.
SUMMERY OF THE UTILITY MODEL
The utility model discloses a solve the technical problem who mentions among the above-mentioned background art, provide a novel assembled concrete from restoring to throne beam column node connection structure, realize the connection between precast reinforced concrete roof beam and precast reinforced concrete post to satisfy the needs in actual design and the construction, 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 self-resetting beam column node connection structure, which comprises two pre-buried connecting steel plate grooves, a prefabricated reinforced concrete column, a prefabricated reinforced concrete beam, a connecting plate, two energy dissipation dampers, a plurality of prestressed tendons and a plurality of prestressed tendon anchors, wherein the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column are vertically connected through the connecting plate, the pre-buried connecting steel plate grooves are respectively arranged at the connecting ends of the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column, the front part and the rear part of the connecting plate are connected with the two pre-buried connecting steel plate grooves, the prestressed tendons sequentially cross the pre-buried connecting steel plate grooves on the prefabricated reinforced concrete beam, the connecting plate and the pre-buried connecting steel plate grooves of the prefabricated reinforced concrete column, finally the prefabricated reinforced concrete column is penetrated out, and each prestressed tendon anchor is correspondingly screwed on the extending end of the prestressed, and energy dissipation dampers are arranged on two sides of the connecting plate.
Preferably, the connecting plate is an I-shaped steel plate, and a plurality of prestressed rib holes II are formed in two sides of a flange of the I-shaped steel plate.
Preferably, pre-buried connection steel sheet groove includes single groove steel sheet, a plurality of prestressing tendons hole I, notch, two stretches out rib and a plurality of bolt hole I, single groove steel sheet 1 vertically is provided with logical groove, one side of single groove steel sheet 1 vertically is provided with the notch, lead to the one end cooperation of leading to hollow "T" shape and connecting plate of groove and notch constitution, the opposite side of single groove steel sheet is provided with a plurality of prestressing tendons hole I for the passing of prestressing tendons, the single groove steel sheet has the board wall both sides of notch and vertically is provided with two and stretches out the rib, every stretch out and be provided with a plurality of bolt hole I on the rib.
Preferably, the prefabricated reinforced concrete column comprises a plurality of longitudinal stressed steel bars, column stirrups and metal corrugated pipes I, the longitudinal stressed 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 metal corrugated pipes I are installed on the column stirrups along the direction of the prestressed tendons, the hollow area inside the metal corrugated pipes I serves as prestressed tendon ducts I and is used for penetrating the prestressed tendons, one sides, far away from the notch, of the plate walls of the embedded connection steel plate grooves are welded with the steel bar framework according to the positions of the metal corrugated pipes I, and the prestressed tendon ducts I are aligned with the prestressed tendon ducts I in the welding process.
Preferably, the precast reinforced concrete beam comprises a plurality of beam hogging moment tendons, beam positive bending moment tendons, beam stirrups, positioning steel bars and a metal corrugated pipe II, the beam hogging moment tendons, the beam positive bending moment tendons and the beam stirrups are mutually and vertically welded to form a transverse steel bar framework, concrete is poured outside the steel bar framework to form a precast beam, the front side and the rear side of the steel bar framework are provided with the positioning steel bars, the metal corrugated pipe II is installed on the positioning steel bars along the direction of the prestressed steel bars, the hollow area inside the metal corrugated pipe II serves as a prestressed steel hole II and is used for penetrating the prestressed steel bars, one side, far away from the notch, of a plate wall of the pre-buried connecting steel plate groove is welded and connected with the steel bar framework according to the position of the metal corrugated pipe II, and the alignment of the prestressed steel hole I and the prestressed steel hole II is guaranteed.
Preferably, the energy dissipation damper includes rectangle mild steel, a plurality of openings, two recesses and bolt hole II, be provided with a plurality of openings on the rectangle steel sheet, the both sides of rectangle steel sheet are provided with the recess, be provided with a plurality of bolt holes II on the recess, its number and size are the same with the number and the size of the bolt hole I that stretches out on the rib, and the bolt passes bolt hole I and bolt hole II and is used for fixed energy dissipation damper.
Preferably, the rectangular mild steel is made of low-yield and high-ductility materials.
Preferably, the sunken degree of depth of recess is the same with the thickness of the protruding rib on the pre-buried connecting steel plate groove to guarantee that can closely laminate between the two.
Preferably, the prestressed tendon anchorage is a clip type anchorage, a support type anchorage or a conical plug type anchorage.
Assembled concrete is from restoring to throne beam column nodal connection structure's beneficial effect do:
1. the utility model discloses a between prefabricated reinforced concrete post and prefabricated reinforced concrete roof beam, adopt I shape connecting steel plate as core adapting unit, can effectively guarantee the lateral rigidity of node, the shear force between the transmission prefabricated component, it is more clear and definite to pass the power route, passes power more reliably. Under the action of earthquake, when the I-shaped connecting steel plate is extruded and deformed and rubbed with the inner wall of the notch of the embedded connecting steel plate groove in the constraint connection with the I-shaped connecting steel plate, certain energy can be dissipated.
2. The utility model discloses at I shape connecting steel plate both sides installation mild steel energy consumption attenuator, as main power consumption original paper, owing to adopted low yield, high ductile material, can dissipate a large amount of seismic energy, opening on the mild steel attenuator also can be according to the nimble adjustment of different design demand and in service behavior, the mild steel attenuator passes through bolted connection's mode fixed, overhauls and changes convenient and fast.
3. The utility model discloses an unbonded prestressing tendons has from the reset capability, under the effect of prestressing force, can reduce the residual deformation of structure, makes prefabricated component resume to original initial condition after shaking, and unbonded prestressing tendons also can shake the restoration and change after according to the actual demand.
4. The utility model discloses the higher part of preparation requirement, including the preparation of prefabricated reinforced concrete post, prefabricated reinforced concrete roof beam, pre-buried connection steel sheet groove and I shape connecting steel plate, all can accomplish in the mill, transport and assemble according to the order behind the scene, installation steps is simple clear and definite, and is not high to constructor's requirement, and the job site does not have the wet operation of concrete and the grout mode of various complicacies, when improving the efficiency of construction, has also satisfied the development theory of assembly type building green.
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 pre-buried connecting steel plate groove of 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 pre-buried connecting steel plate groove 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 pre-buried connecting steel plate groove 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 connecting steel plate according to the present invention;
fig. 9 is a three-dimensional view of the mild steel energy dissipation 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-shaped connecting steel plate in the pre-buried connecting steel plate groove according to 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 soft steel energy dissipation damper of the present invention fixed on the pre-buried connection steel plate groove by bolts;
shown in the figure: 1-single-groove steel plate; 2-prestressed rib holes I; 3-notch; 4-projecting ribs; 5-bolt hole I; 6-column longitudinal stress steel bars; 7-column stirrups; 8-metal bellows I; 9-prestressed tendon duct I; 10-beam hogging moment bar; 11-beam positive bending moment rib; 12-beam stirrups; 13-positioning the steel bars; 14-metal bellows II; 15-prestressed tendon pore channel II; 16-h-shaped steel plate; 17-prestressed rib holes II; 18-rectangular mild steel; 19-opening; 20-grooves; 21-bolt hole II; 22-bolt; 23-unbonded 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 fabricated concrete self-resetting beam-column joint connection structure comprises two pre-buried connecting steel plate grooves, a prefabricated reinforced concrete column, a prefabricated reinforced concrete beam, a connecting plate, 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 connecting plate, the pre-buried connecting steel plate grooves are respectively installed at the connecting ends of the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column, the front and the rear of the connecting plate are connected with the two pre-buried connecting steel plate grooves, the plurality of prestressed tendons 23 sequentially penetrate through the prefabricated reinforced concrete beam, the pre-buried connecting steel plate grooves on the prefabricated reinforced concrete beam, the connecting plate and the pre-buried connecting steel plate grooves of the prefabricated reinforced concrete column and finally penetrate out of the prefabricated reinforced concrete column, and each prestressed tendon anchor 24 is correspondingly screwed at the extending end of the prestressed tendon 23 for fixing, and energy dissipation dampers are arranged on two sides of the connecting plate.
The connecting plate is an I-shaped steel plate 16, and a plurality of prestressed rib holes II 17 are formed in two sides of a flange of the I-shaped steel plate 16.
Pre-buried connection steel sheet groove includes single groove steel sheet 1, a plurality of prestressing tendons hole I2, notch 3, two stretch out rib 4 and a plurality of bolt hole I5, single groove steel sheet 1 vertically is provided with logical groove, one side of single groove steel sheet 1 vertically is provided with notch 3, lead to the one end cooperation of leading to hollow "T" shape and connecting plate of groove and 3 constitution of notch, single groove steel sheet 1's opposite side is provided with if intervene prestressing tendons hole I2 for passing of prestressing tendons 23, single groove steel sheet 1 has the vertical perpendicular two ribs 4 that stretch out in the siding wall both sides of notch 3, every stretch out and be provided with a plurality of bolt holes I5 on the rib 4.
The prefabricated reinforced concrete column comprises a plurality of longitudinal stress steel bars 6, column stirrups 7 and metal corrugated pipes I8, wherein the longitudinal stress steel bars 6 and the column stirrups 7 are mutually 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 metal corrugated pipes I8 are installed on the column stirrups 7 along the direction of the prestressed bars 23, the hollow area inside the metal corrugated pipes I8 serves as prestressed bar channels I9 and is used for penetrating through the prestressed bars 23, one side, far away from the notch 3, of each plate wall is connected with the steel bar framework in a pre-buried connection steel plate groove mode according to the positions of the metal corrugated pipes I8 in a welding mode, and the prestressed bar holes I2 are enabled to be aligned with the prestressed bar channels I9 in the welding process.
The precast reinforced concrete beam comprises a plurality of beam negative bending moment reinforcements 10, beam positive bending moment reinforcements 11, beam stirrups 12, positioning reinforcements 13 and metal corrugated pipes II 14, wherein the beam negative bending moment reinforcements 10, the beam positive bending moment reinforcements 11 and the beam stirrups 12 are mutually vertically welded into a transverse reinforcement framework, the steel bar framework is externally poured with concrete to be prefabricated into a beam, the front surface and the rear surface of the steel bar framework are provided with a plurality of positioning steel bars 13, a plurality of metal corrugated pipes II 14 are arranged on the positioning steel bars 13 along the direction of the prestressed tendons 23, the hollow area inside the metal corrugated pipe II 14 is used as a prestressed tendon channel II 15 for penetrating through a prestressed tendon 23, according to the position of the metal corrugated pipe II 14, one side of the pre-buried connecting steel plate groove, which is far away from the plate wall of the notch 3, is connected with the steel reinforcement framework in a welding way, in the welding process, the prestressed tendon hole I2 is ensured to be aligned with the prestressed tendon hole channel II 15.
(1) As shown in fig. 1, the concrete structure of the pre-buried connecting steel plate groove is as follows:
the pre-buried connection steel plate groove (figure 1) comprises a single-groove steel plate 1, prestressed rib holes I2, notches 3, extending ribs 4 and bolt holes I5, wherein the prestressed rib holes I2 are formed in the two sides of the plate wall of the single-groove steel plate 1 in a single-face through drilling mode, and the positions, the numbers and the sizes of the prestressed rib holes I2 are determined by the positions, the numbers and the sizes of unbonded prestressed ribs 23 penetrating through the holes. The single channel steel plate 1 is provided with a notch 3 along the longitudinal direction, and the size of the notch is determined by the size of the inserted I-shaped connecting steel plate (figure 8). Two sides of the plate wall of the single-groove steel plate 1 with the notch 3 are provided with extending ribs 4, and the extending ribs 4 are provided with bolt holes I5, so that the purpose of fixing the soft steel energy dissipation damper is achieved (figure 9). The thickness of the plate wall of the single-groove steel plate 1 far away from the side of the notch 3 is more than or equal to the thickness of the concrete protective layer of the prefabricated part connected with the single-groove steel plate, so that the normal insertion of the I-shaped connecting steel plate (figure 8) into the notch 3 can be ensured.
(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 and column hoops 7. After the binding of the column longitudinal stress steel bar 6 is finished, according to the design requirement, a plurality of metal corrugated pipes I8 (figure 2) are bound in the middle area of the steel bar framework, and the hollow area in the metal corrugated pipes I8 is used as a prestressed tendon channel I9 and used for penetrating through the unbonded prestressed tendon 23.
According to the position of the metal corrugated pipe I8, one side of the plate wall, away from the notch, of the embedded connecting steel plate groove (shown in figure 1) is connected with the steel reinforcement framework in a welding mode (shown in figure 3). In the welding process, the prestressed tendon hole I2 is aligned with the prestressed tendon duct I9, 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 notch 3 of the embedded connecting steel plate groove (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 10, beam positive bending moment bars 11, beam stirrups 12 and positioning steel bars 13. The positioning steel bars 13 are used for fixing the metal corrugated pipe II 14, 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 I8 in the prefabricated reinforced concrete column (shown in figure 4), the same number of metal corrugated pipes II 14 are bound in the steel bar framework. The hollow area inside the metal corrugated pipe II 14 is used as a prestressed tendon channel II 15 for penetrating through the unbonded prestressed tendon 23.
According to the position of the metal corrugated pipe II 14, one side of the embedded connecting steel plate groove (shown in figure 1) far away from the plate wall of the notch 3 is welded with the steel reinforcement framework (shown in figure 6). In the welding process, the prestressed tendon hole I2 is aligned with the prestressed tendon hole channel II 15, and the contact position between the holes has no relative dislocation.
And (3) supporting a template outside the 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 notch 3 of the embedded connecting steel plate groove (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 connecting steel plate are as follows:
the I-shaped connecting steel plate consists of an I-shaped steel plate 16 and a prestressed rib hole II 17. The two sides of the flange of the I-shaped steel plate 16 are provided with prestressed rib holes II 17 in a double-sided through drilling mode, and the position, the number and the size of the prestressed rib holes II are determined by the position, the number and the size of unbonded prestressed ribs 23 penetrating through the holes.
The size of the web plate of the I-shaped steel plate is determined according to the shear force transmitted between the prefabricated parts connected with the web plate, and the size of the flange is determined according to the axial force transmitted between the prefabricated parts connected with the flange.
(5) As shown in fig. 9-10, the concrete structure and manufacturing process of the mild steel energy-consuming damper and the bolt are as follows:
the mild steel energy dissipation damper (figure 9) is composed of rectangular mild steel 18, an opening 19, a groove 20 and a bolt hole II 21. The rectangular 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 rectangular steel plate 18 is provided with a plurality of openings 19, and the size and the position of the openings 19 can be flexibly adjusted according to different energy consumption requirements.
The two sides of the rectangular steel plate 18 are provided with grooves 20, the grooves 20 are 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 I5 extending out of the ribs 4, and bolts 22 penetrate through the bolt holes I5 and the bolt holes II 21 to fix the energy dissipation damper. Grooves 20 are formed in two sides of the rectangular steel plate 18, and the depth of the grooves is the same as the thickness of the extending ribs 4 on the embedded connecting steel plate groove (shown in figure 1) so as to ensure that the grooves can be tightly attached to the embedded connecting steel plate groove. 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 protruding rib 4 and the depth of the recess 20.
(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 unbonded prestressed tendons 23 can be determined according to the 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 predetermined position, the embedded connection steel plate grooves (fig. 1) between the prefabricated reinforced concrete column and the prefabricated reinforced concrete beam are parallel and opposite, and then the flange part of the i-shaped connection steel plate (fig. 8) is inserted into the notch 3 of the embedded connection steel plate groove (fig. 1) along the longitudinal direction.
(2) As shown in fig. 14 to 15, the unbonded prestressed tendons 23 are guided through all the prefabricated units (fig. 14), and then the unbonded prestressed tendons 23 are tensioned at one side of the prefabricated reinforced concrete beam (fig. 7), while the unbonded prestressed tendons 23 are fixed at one side of the prefabricated reinforced concrete column (fig. 4) using the tendon anchors 24 (fig. 15).
(3) As shown in fig. 16, after the unbonded prestressed tendons 23 are tensioned and anchored, the soft energy dissipation dampers (fig. 9) are installed on two sides of the i-shaped connecting steel plate (fig. 8), so that the grooves 20 on the soft energy dissipation dampers (fig. 9) are fastened with the extending ribs 4 on the embedded connecting steel plate grooves (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 connecting steel plate (fig. 8) is used as a core connecting component between the prefabricated reinforced concrete column (fig. 4) and the prefabricated reinforced concrete beam (fig. 7), so that the lateral rigidity of the node can be effectively ensured, and the shear force transferred between prefabricated components can be borne. Under the action of an earthquake, when the I-shaped connecting steel plate (figure 8) deforms, the embedded connecting steel plate groove (figure 1) can restrain the I-shaped connecting steel plate groove, and meanwhile, the flange and the web of the I-shaped connecting steel plate (figure 8) are in extrusion friction with the inner wall of the notch 3 of the embedded connecting steel plate groove (figure 1), so that certain energy can be dissipated.
The mild steel energy dissipation damper (figure 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. Different design requirements and use conditions can be met by adjusting the size and the position of the opening 19 on the mild steel energy consumption damper (figure 9). The soft steel energy dissipation damper (figure 9) is connected with the embedded connecting steel plate groove (figure 1) through the bolt 22, and the maintenance and the replacement are convenient and fast.
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 earthquake action is large, the I-shaped connecting steel plate (figure 8) and the soft steel energy dissipation damper (figure 9) may deform to a certain degree, so that the prefabricated reinforced concrete column (figure 4) and the prefabricated reinforced concrete beam (figure 7) move relatively, and after the earthquake, the prefabricated beam column can restore to the original initial state under the action of the unbonded prestressed tendons 23.
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 (9)
1. An assembled concrete self-resetting beam column node connecting structure is characterized by comprising two pre-buried connecting steel plate grooves, a prefabricated reinforced concrete column, a prefabricated reinforced concrete beam, a connecting plate, two energy dissipation dampers, a plurality of pre-stressed tendons (23) and a plurality of pre-stressed tendon anchors (24), wherein the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column are vertically connected through the connecting plate, the pre-buried connecting steel plate grooves are respectively arranged at the connecting ends of the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column, the front and the back of the connecting plate are connected with the two pre-buried connecting steel plate grooves, the plurality of pre-stressed tendons (23) sequentially penetrate through the pre-buried connecting steel plate grooves on the prefabricated reinforced concrete beam, the pre-buried connecting steel plate grooves on the connecting plate and the prefabricated reinforced concrete column and finally penetrate out of the prefabricated reinforced concrete column, and each pre-stressed tendon anchor (24) is fixed at the extending end of the pre-stressed tendon (23) in a corresponding mode, and energy dissipation dampers are arranged on two sides of the connecting plate.
2. The fabricated concrete self-resetting beam-column joint connecting structure according to claim 1, wherein the connecting plate is an I-shaped steel plate (16), and a plurality of prestressed reinforcement holes II (17) are formed in two sides of a flange of the I-shaped steel plate (16).
3. The fabricated concrete self-restoring beam-column joint connection structure according to claim 2, the pre-buried connecting steel plate groove comprises a single-groove steel plate (1), a plurality of prestressed rib holes I (2), a notch (3), two extending ribs (4) and a plurality of bolt holes I (5), a through groove is longitudinally arranged on the single-groove steel plate (1), a notch (3) is longitudinally arranged on one side of the single-groove steel plate (1), the through groove and the notch (3) form a hollow T shape to be matched with one end of the connecting plate, the other side of the single-groove steel plate (1) is provided with a plurality of interference stress rib holes I (2), the single-groove steel plate is used for the prestressed tendons (23) to penetrate, two extending ribs (4) are vertically arranged on two sides of the plate wall of the single-groove steel plate (1) with the groove openings (3) in the longitudinal direction, and each extending rib (4) is provided with a plurality of bolt holes I (5).
4. The fabricated concrete self-resetting beam-column joint connection structure of claim 3, wherein the prefabricated reinforced concrete column comprises a plurality of longitudinal stress steel bars (6), column stirrups (7) and metal corrugated pipes I (8), the longitudinal stress steel bars (6) and the column stirrups (7) are mutually and vertically welded to form a longitudinal steel skeleton, the steel skeleton is externally poured with concrete and prefabricated into a column body, the metal corrugated pipes I (8) are installed on the column stirrups (7) along the direction of the prestressed tendons (23), the hollow areas inside the metal corrugated pipes I (8) are used as prestressed tendon ducts I (9) for penetrating through the prestressed tendons (23), and according to the positions of the metal corrugated pipes I (8), the pre-embedded steel plate grooves are connected with one side of the plate wall far away from the notch (3) and are welded with the steel skeleton, and in the welding process, the prestressed tendon hole I (2) is aligned with the prestressed tendon hole channel I (9).
5. The fabricated concrete self-resetting beam-column joint connection structure of claim 3, wherein the prefabricated reinforced concrete beam comprises a plurality of beam negative bending moment reinforcements (10), beam positive bending moment reinforcements (11), beam stirrups (12), positioning reinforcements (13) and metal corrugated pipes II (14), the beam negative bending moment reinforcements (10), the beam positive bending moment reinforcements (11) and the beam stirrups (12) are vertically welded to form a transverse reinforcement framework, the concrete is poured outside the reinforcement framework to form a beam, the front surface and the rear surface of the reinforcement framework are provided with the positioning reinforcements (13), the metal corrugated pipes II (14) are arranged on the positioning reinforcements (13) along the direction of the prestressed reinforcements (23), the hollow area inside the metal corrugated pipes II (14) is used as prestressed reinforcement channels II (15) for penetrating through the prestressed reinforcements (23) according to the positions of the metal corrugated pipes II (14), one side of the plate wall of the embedded connecting steel plate groove far away from the notch (3) is in welded connection with the steel reinforcement framework, and the prestressed reinforcement hole I (2) is aligned with the prestressed reinforcement hole channel II (15) in the welding process.
6. The assembly type concrete self-resetting beam-column joint connecting structure according to claim 3, wherein the energy-consuming damper comprises rectangular mild steel (18), a plurality of openings (19), two grooves (20) and bolt holes II (21), the rectangular mild steel (18) is provided with the plurality of openings (19), the grooves (20) are arranged on two sides of the rectangular mild steel (18), the grooves (20) are formed in the grooves (20), the number and the size of the bolt holes II (21) are the same as those of the bolt holes I (5) extending out of the rib (4), and bolts (22) penetrate through the bolt holes I (5) and the bolt holes II (21) to fix the energy-consuming damper.
7. The fabricated concrete self-restoring beam-column joint connection structure according to claim 6, wherein the rectangular mild steel (18) is selected from a low-yield, high-ductility material.
8. The fabricated concrete self-resetting beam-column joint connection structure as claimed in claim 6, wherein the recess depth of the groove (20) is the same as the thickness of the protruding rib (4) on the embedded connection steel plate groove, so as to ensure that the two can be tightly attached.
9. The fabricated concrete self-restoring beam-column joint connection structure according to claim 1, wherein the 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 |
|---|---|---|---|
| CN202020381561.1U CN212129456U (en) | 2020-03-20 | 2020-03-20 | Assembled concrete is from restoring to throne beam column node connection structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020381561.1U CN212129456U (en) | 2020-03-20 | 2020-03-20 | Assembled concrete is from restoring to throne beam column node connection structure |
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| CN212129456U true CN212129456U (en) | 2020-12-11 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111335466A (en) * | 2020-03-20 | 2020-06-26 | 哈尔滨工业大学 | Fabricated concrete self-resetting beam-column joint connecting structure and assembling method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111335466A (en) * | 2020-03-20 | 2020-06-26 | 哈尔滨工业大学 | Fabricated concrete self-resetting beam-column joint connecting structure and assembling method |
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