CN211007043U - Prestress assembly type concrete beam column connecting node - Google Patents
Prestress assembly type concrete beam column connecting node Download PDFInfo
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- CN211007043U CN211007043U CN201921191248.5U CN201921191248U CN211007043U CN 211007043 U CN211007043 U CN 211007043U CN 201921191248 U CN201921191248 U CN 201921191248U CN 211007043 U CN211007043 U CN 211007043U
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Abstract
The utility model discloses a prestressed assembly type concrete beam column connection node, which comprises a precast concrete column, a first anchoring pre-buried assembly arranged in the precast concrete column, a precast concrete beam, a beam post-pouring superposed layer arranged on the upper part of the precast concrete beam, beam top energy-consuming steel bars arranged in the beam post-pouring superposed layer, an adhesive layer arranged at the joint of the precast concrete beam and the precast concrete column, and a post-tensioning prestressed steel bar bundle used for connecting the precast concrete column and the precast concrete beam; the first anchoring embedded assembly comprises a first embedded part body, a nut, an in-column anchoring steel bar arranged in the first embedded part body and an equal-strength mechanical connecting joint arranged at the end of the in-column anchoring steel bar. The prestressed fabricated concrete structure frame system adopting the beam-column semi-dry type connecting nodes has the advantages that the longitudinal ribs at the beam bottom do not extend into the node area, the problems of avoiding of reinforcing steel bars at the nodes and concrete pouring of on-site formwork erecting are solved, and the production, construction and installation efficiency of the precast concrete beam is improved.
Description
Technical Field
The utility model relates to an assembly type structure building field, especially a prestressing force assembled concrete beam column connected node.
Background
At present, a multi-story and high-rise prefabricated assembly type concrete frame structure mainly adopts an assembly integral type structure system with cast-in-place beam column nodes.
The problems in the construction area of the beam-column cast-in-place node are as follows: firstly, the steel bars are difficult to avoid; secondly, the formwork is complex; thirdly, the concrete curing time limits the construction efficiency, and the construction efficiency is low.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a prestressing force assembled concrete beam column connected node, the technical problem that the cast-in-place node construction speed of beam column is slow, the template is complicated, the power consumption reinforcing bar is arranged and is not opened, the cast-in-place difficulty is solved at present stage.
In order to achieve the above purpose, the utility model adopts the following technical scheme:
the utility model provides a prestressing force assembled concrete beam column connected node, including precast concrete post, set up first anchor pre-buried subassembly in precast concrete post, precast concrete beam, set up and water the coincide layer after the roof beam on precast concrete beam upper portion, set up and water the roof beam energy consumption reinforcing bar in the coincide layer after the roof beam, set up the adhesive linkage in precast concrete beam and precast concrete post seam crossing, and be used for connecting the post-tensioned prestressing tendons bunch of precast concrete post and precast concrete beam;
the first anchoring embedded assembly is square in cross section and comprises a first embedded part body, nuts, in-column anchoring steel bars arranged in the first embedded part body and equal-strength mechanical connecting joints arranged at the ends of the in-column anchoring steel bars, the cross section of the first embedded part body is square, the first embedded part body is formed by connecting and enclosing four vertical plates end to end, first round holes used for penetrating through the in-column anchoring steel bars are formed in the vertical plates, the in-column anchoring steel bars are arranged in the first embedded part body in a groined shape, the ends of the in-column anchoring steel bars extend out of the vertical plates, the nuts are arranged at connecting nodes between the in-column anchoring steel bars and the vertical plates, and the outer ends of the equal-strength mechanical connecting joints are flush with the surface of the precast concrete column;
one end of the beam top energy consumption steel bar is arranged in the equal-strength mechanical connecting joint.
Further, the diameter of the first round hole is larger than that of the beam top energy dissipation steel bar; the number of the first round holes is adapted to the number of the energy-consuming steel bars on the beam top.
Further, the length of the anchoring steel bar in the column is smaller than the width of the precast concrete column.
Further, the cross section of the first embedded part body is shaped like a Chinese character 'tian' or a Chinese character 'ri'; at least one first stiffening plate is further arranged in the first embedded part body, and a second round hole used for penetrating through the anchoring steel bar in the column is formed in the first stiffening plate.
Furthermore, the diameter of the anchoring steel bar in the column is equal to that of the energy-consuming steel bar on the top of the beam.
Furthermore, the precast concrete beam is in a cross shape and comprises a transverse precast main beam and a longitudinal precast main beam; the post-beam pouring laminated layer comprises a first laminated layer arranged on the upper portion of the transverse prefabricated main beam and a second laminated layer arranged on the upper portion of the longitudinal prefabricated main beam.
Furthermore, the bonding layer adopts high-strength crack pouring bonding material.
The utility model provides another aspect still provides a prestressing force assembled concrete beam column connected node, including precast concrete post, set up first anchor pre-buried subassembly in precast concrete post, precast concrete beam, set up at the roof beam on precast concrete beam upper portion post-cast superimposed layer, set up at the roof beam post-cast iron in the superimposed layer, consumer, second anchor pre-buried subassembly, set up the adhesive linkage in precast concrete beam and precast concrete post seam crossing, and be used for connecting the post-tensioned prestressing tendons bunch of precast concrete post and precast concrete beam;
the energy dissipater comprises an energy dissipation steel bar, a constraint sleeve sleeved outside the energy dissipation steel bar and epoxy resin filled between the energy dissipation steel bar and the constraint sleeve, one end of the energy dissipation steel bar is connected with the first anchoring embedded assembly, and the other end of the energy dissipation steel bar is connected with the second anchoring embedded assembly;
the second anchoring embedded assembly comprises a second embedded part body, a second stiffening plate and a first connecting plate, the second embedded part body is U-shaped, the opening faces towards precast concrete, the second embedded part body comprises a second connecting plate and two side plates, a second round hole used for penetrating iron on a beam is formed in the second connecting plate, the first connecting plate and the second connecting plate are parallel, the first connecting plate is arranged in the U-shaped second embedded part body and close to one side of the precast concrete column, and two third round holes used for penetrating energy-consuming steel bars are formed in the first connecting plate. And the number of the second round holes is consistent with that of the iron steel bars on the beam.
Further, the cross section of the first anchoring embedded assembly is square, the first anchoring embedded assembly comprises a first embedded part body, nuts, in-column anchoring steel bars arranged in the first embedded part body and equal-strength mechanical connection joints arranged at the ends of the in-column anchoring steel bars, the cross section of the first embedded part body is square, the first embedded part body is formed by connecting and enclosing four vertical plates end to end, first round holes used for penetrating through the in-column anchoring steel bars are formed in the vertical plates, the in-column anchoring steel bars are arranged in the first embedded part body in a # -shaped manner, the ends of the in-column anchoring steel bars extend out of the vertical plates, the nuts are arranged at connection nodes between the in-column anchoring steel bars and the vertical plates, and the outer ends of the equal-strength mechanical connection joints are flush with the surface of the precast concrete column; one end of the energy-consuming steel bar is arranged in the equal-strength mechanical connecting joint.
Further, the length of the necking section of the energy-consuming steel bar is smaller than the length of the restraining sleeve.
Furthermore, the restraint sleeve is made of a steel pipe material; the wall thickness of the steel pipe is 6-10 mm.
Further, the diameter of the third circular hole is larger than the diameter of the second circular hole.
Furthermore, the second stiffening plate is parallel to the side plate of the second embedded part body, and two ends of the second stiffening plate are arranged at the middle point of the first connecting plate and the second connecting plate.
Further, the diameter of the iron on the beam is smaller than that of the energy-consumption steel bar.
The beneficial effects of the utility model are embodied in:
1, the utility model provides a pair of prestressing force assembled concrete beam column connected node adopts the prestressing force assembled concrete structure frame system of the half dry-type connected node of beam column, and the node region is not stretched into to the bottom of a beam longitudinal bar, and this kind of node form has avoided the node reinforcing bar to dodge and the problem of on-the-spot formwork concreting, improves the production efficiency and the construction installation effectiveness of precast concrete beam simultaneously. At the beam-column node of the frame system of the prestressed fabricated concrete structure, the diameter of energy-consuming steel bars at the top of the beam is generally larger, and within the beam width range, the energy-consuming steel bars are arranged and the anchoring reliability of the energy-consuming steel bars at the top of the beam and the steel bars in the column is ensured to be the difficulty of designing the node.
2, the utility model provides a pair of assembled concrete beam column connected node of prestressing force strengthens and the anchor reinforcing bar in the fixed column through pre-buried anchor assembly in the prefabricated post, ensures the power consumption reinforcing bar on roof beam cross-section upper portion or the reliability of energy dissipation ware and the anchor of reinforcing bar in the post to solved the difficult problem that roof beam top major diameter power consumption reinforcing bar was arranged and is not opened, accelerated the efficiency of construction when having improved the atress performance of beam column connected node. A concrete frame node in the field of prefabricated structural buildings is mainly used for a prefabricated concrete structural frame and is suitable for multi-story and high-rise public buildings, such as schools, office buildings, apartments, hospitals and the like.
Additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by the practice of the invention. The primary objects and other advantages of the invention may be realized and attained by the structure particularly pointed out in the written description.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings.
FIG. 1 is a three-dimensional schematic view of a cylinder node in example 1;
FIG. 2 is a schematic plan view of a column node in embodiment 1;
FIG. 3 is a schematic sectional view taken along line A-A in FIG. 2;
FIG. 4 is a three-dimensional schematic view of a center pillar node in example 4;
FIG. 5 is a schematic plan view of a center pillar node of embodiment 4;
FIG. 6 is a schematic cross-sectional view taken along line B-B in FIG. 5;
FIG. 7 is a three-dimensional schematic view of the side column node of example 5;
FIG. 8 is a schematic plan view of the side column node of example 5;
FIG. 9 is a schematic cross-sectional view taken along line C-C of FIG. 8;
FIG. 10 is a three-dimensional schematic view of a corner post node according to example 6;
FIG. 11 is a schematic plan view of a corner post node of embodiment 6;
fig. 12 is a schematic cross-sectional view taken along line D-D in fig. 11.
FIG. 13 is a schematic structural view of embodiment 2;
FIG. 14 is a schematic structural view of embodiment 3;
fig. 15 is a schematic structural view of a first anchoring embedded assembly;
fig. 16 is a schematic structural view of a second anchoring embedded assembly.
Reference numerals: 1.1-precast concrete beam, 1.2-post-beam cast laminated layer, 1.3-constraint sleeve, 1.4-second anchoring embedded component, 1.5-beam top energy dissipation steel bar, 1.7-energy dissipation steel bar, 1.8-beam upper iron, 1.9-necking section,
2-precast concrete column, 2.1-first anchoring embedded assembly, 2.2-column inner anchoring reinforcing steel bars, 2.3-equal-strength mechanical connecting joint, 2.4-vertical plate, 2.5-side plate, 2.6-first stiffening plate, 2.7-first connecting plate, 2.8-second stiffening plate, 2.3-equal-strength mechanical connecting joint, and,
3-post-tensioned prestressed reinforcement bundles, 3.1-second connecting plate,
4-nut, 5-prestressed duct, 6-adhesive layer.
Detailed Description
The technical solutions of the present invention are described in detail below by way of examples, which are only exemplary and can be used only for explaining and explaining the technical solutions of the present invention, but not for explaining the limitations of the technical solutions of the present invention.
Example 1
As shown in fig. 1, the utility model provides a prestressing force assembled concrete beam column connected node, this node is well node, including precast concrete post 2, the first anchor pre-buried subassembly 2.1 of setting in precast concrete post 2, precast concrete beam 1.1, set up and water the coincide layer 1.2 behind the roof beam on precast concrete beam 1.1 upper portion, set up and water roof beam top power consumption reinforcing bar 1.5 in the coincide layer 1.2 behind the roof beam, set up at the adhesive linkage 6 of precast concrete beam 1.1 with 2 seams of precast concrete post and be used for connecting the post-tensioned prestressing steel tendon 3 of precast concrete post 2 and precast concrete beam 1.1. The use of post-tensioned prestressed steel bundles 3 makes the structure have certain self-resilience under the action of earthquake.
As shown in fig. 2 and 3, the node is a middle node, and the precast concrete beam 1.1 is in a cross shape and comprises a transverse precast main beam and a longitudinal precast main beam; the post-beam pouring laminated layer 1.2 comprises a first laminated layer arranged on the upper portion of the transverse precast main beam and a second laminated layer arranged on the upper portion of the longitudinal precast main beam. Two ends of the anchor steel bar 2.2 in the column in two directions are respectively connected with the equal-strength mechanical connecting joint 2.3 in the column.
As shown in fig. 15, the first anchoring embedded component 2.1 includes a first embedded part body, nuts 4, in-column anchoring steel bars 2.2 arranged in the first embedded part body and equal-strength mechanical joints 2.3 arranged at ends of the in-column anchoring steel bars 2.2, the cross section of the first embedded part body is square, the first embedded part body is formed by welding four vertical plates 2.4 in an end-to-end encircling manner, first round holes for penetrating the in-column anchoring steel bars 2.2 are arranged on the vertical plates 2.4, the in-column anchoring steel bars 2.2 are arranged in the first embedded part body in a # -shape, ends of the in-column anchoring steel bars 2.2 extend out of the vertical plates 2.4, nuts 4 can be selectively arranged at connecting nodes between the in-column anchoring steel bars 2.2 and the vertical plates 2.4, and connecting nodes between the in-column anchoring steel bars 2.2 and the vertical plates 2.4 can also be directly welded and fixed.
The outer end of the equal-strength mechanical connecting joint 2.3 is flush with the surface of the precast concrete column 2; one end of the beam top energy consumption steel bar 1.5 is arranged in the equal-strength mechanical connecting joint 2.3. The anchor reinforcing bar 2.2 can include upper reinforcing bar and lower floor's reinforcing bar in the post, and the both ends head and the pre-buried roof beam top power consumption reinforcing bar 1.5 in first coincide intraformational beam top of upper reinforcing bar are connected through equal strong mechanical connection joint 2.3, and the both ends head and the pre-buried roof beam top power consumption reinforcing bar 1.5 in the second coincide intraformational beam top power consumption reinforcing bar of lower floor's reinforcing bar are connected through equal strong mechanical connection joint 2.3. The diameter of the anchor steel bar 2.2 in the column is equal to the diameter of the energy dissipation steel bar 1.5 on the top of the beam. The length of the anchor bar 2.2 in the column is less than the width of the precast concrete column 2.
The diameter of the first round hole is larger than the diameter of the beam top energy dissipation steel bar by 1.5; the number of the first round holes is adapted to the number of the beam top energy dissipation steel bars 1.5. The section of the first embedded part body can be in a shape like a Chinese character tian or a Chinese character ri, and the thickness of the steel plate is determined by design; at least one first stiffening plate 2.6 is further arranged in the first embedded part body, and a second round hole used for penetrating the anchor steel bar 2.2 in the column is formed in the first stiffening plate 2.6, so that the anchor steel bar 2.2 in the column can be ensured to smoothly penetrate through the first round hole.
The construction method of the prestressed assembly type concrete beam-column connecting joint comprises the following specific steps:
firstly, in the process of manufacturing a precast concrete column 2, welding a first anchoring embedded assembly 2.1 in the precast concrete column 2, enabling anchoring steel bars in the precast concrete column 2 to penetrate through a first embedded part body, fixing or directly welding and connecting two sides of a steel plate vertical plate 2.4 by using nuts 4, and screwing an in-column equal-strength mechanical connecting joint 2.3 at the tail part of the end of the anchoring steel bar in the precast concrete column 2;
secondly, pouring a precast concrete column 2 and a precast concrete beam 1.1 in a factory formwork, reserving a prestressed pore passage 5 in the precast concrete beam 1.1 and the precast concrete column 2 respectively, and pre-burying a processed first anchoring pre-buried assembly 2.1, an in-column anchoring steel bar 2.2 and an in-column equal-strength mechanical connecting joint 2.3 in the precast concrete column 2;
thirdly, placing the precast concrete column 2 in place, and prefabricating a concrete beam 1.1;
penetrating a post-tensioned prestressed reinforcement bundle 3;
filling high-strength crack pouring bonding materials at the joint of the beam column;
step six, after the high-strength crack pouring binding material reaches the required strength, tensioning the post-tensioned prestressed reinforcement bundle 3;
step seven, beam top energy dissipation steel bars 1.5 are laid, and one end of each beam top energy dissipation steel bar is connected with the equal-strength mechanical connecting joint 2.3 in the column; threading is needed to be carried out when the beam top energy-consuming steel bar 1.5 is inserted into one end of the internal equal-strength mechanical connecting joint 2.3;
and step eight, pouring the post-cast laminated layer 1.2 of the beam.
As shown in fig. 13. Embodiment 2, a prestressing force assembled concrete beam column connected node, with embodiment 1, the difference lies in that the connected node is the edge node, and precast concrete beam 1.1 is the T shape, including horizontal precast main girder and vertical precast main girder.
Referring to fig. 14, embodiment 3 is a prestressed fabricated concrete beam-column connection node, which is similar to embodiment 2, except that the connection node is an angle node, and a precast concrete beam 1.1 has an L shape, and includes a transverse precast main beam and a longitudinal precast main beam.
As shown in fig. 4, 5, and 6, the post-tensioned prestressed concrete column comprises a precast concrete column 2, a first anchoring pre-embedded assembly 2.1 arranged in the precast concrete column 2, a precast concrete beam 1.1, a post-beam cast-on-lamination layer 1.2 arranged on the upper portion of the precast concrete beam 1.1, an upper beam iron 1.8 arranged in the post-beam cast-on-lamination layer 1.2, an energy dissipater, a second anchoring pre-embedded assembly 1.4, an adhesive layer 6 arranged at a joint of the precast concrete beam 1.1 and the precast concrete column 2, and a post-tensioned prestressed steel bar bundle 3 for connecting the precast concrete column 2 and the precast concrete beam 1.1.
The energy dissipater comprises an energy dissipation steel bar 1.7, a restraint sleeve 1.3 sleeved outside the energy dissipation steel bar 1.7 and epoxy resin filled between the energy dissipation steel bar 1.7 and the restraint sleeve 1.3, the restraint sleeve 1.3 is a steel pipe with the wall thickness of 6-10mm, the inner diameter of the restraint sleeve 1.3 is larger than the diameter of the energy dissipation steel bar 1.7, a certain deformation space is provided, and buckling of the energy dissipation steel bar 1.7 can be limited. Threading two ends of an energy-consuming steel bar 1.7, connecting one end of the energy-consuming steel bar 1.7 with an in-column equal-strength mechanical connecting joint 2.3 of a first anchoring embedded component 2.1, and connecting the other end of the energy-consuming steel bar 1.7 with a second anchoring embedded component 1.4; the length of the necked-down section 1.9 of the dissipative steel bar 1.7 is smaller than the length of the restraining sleeve 1.3. The energy-consuming steel bar 1.7 can be provided with a necking section 1.9, the sectional area of the necking section 1.9 is reduced to 50-90% of the original sectional area, and the necking section 1.9 starts from the position 1.7 diameter of the energy-consuming steel bar 1-3 times of the equivalent-strength mechanical connecting joint 2.3 in the distance column, and the length is 5-10 times of the diameter of the energy-consuming steel bar 1.7. The length of the restraining sleeve 1.3 is to cover the necked-down section 1.9 of the energy dissipating steel bar 1.7, and the two ends respectively extend at least 1 time of the diameter of the energy dissipating steel bar 1.7. Through reasonable design, the energy-consuming steel bar is ensured to deform 1.7 in the energy-consuming section, and the connecting parts at the two ends are always in an elastic state in the deformation process of the component.
As shown in fig. 16, the second anchoring embedded assembly 1.4 includes a second embedded part body, a second stiffening plate 2.8 and a first connecting plate 2.7, the second embedded part body is U-shaped and has an opening facing the precast concrete, the second embedded part body includes a second connecting plate 3.1 and two side plates 2.5, a second round hole for passing through the iron 1.8 on the beam is provided on the second connecting plate 3.1, the first connecting plate 2.7 is parallel to the second connecting plate 3.1, the first connecting plate 2.7 is provided in the U-shaped second embedded part body and near one side of the precast concrete column 2, and two third round holes for passing through the energy-consuming steel bar 1.7 are provided on the first connecting plate 2.7. The diameter of the third circular hole is larger than the diameter of the second circular hole. The second stiffening plate 2.8 is parallel to the side plate 2.5 of the second embedded part body, and two ends of the second stiffening plate 2.8 are arranged at the midpoint position of the first connecting plate 2.7 and the second connecting plate 3.1. The diameter of the iron 1.8 on the beam is smaller than that of the energy consumption steel bar 1.7. In other words, there may be a plurality of iron bars 1.8 on the beam, and the second connecting plate 3.1 on the second anchor embedded assembly 1.4 is adapted to the stress on the first connecting plate 2.7. The second stiffening plates 2.8 are arranged as required, and the second stiffening plates 2.8 are not required to be arranged if the stress requirement is met.
Specifically, the first anchoring embedded assembly 2.1 comprises a first embedded part body, nuts 4, in-column anchoring steel bars 2.2 arranged in the first embedded part body and equal-strength mechanical connecting joints 2.3 arranged at the ends of the in-column anchoring steel bars 2.2, the cross section of the first embedded part body is square, the first embedded part body is formed by connecting and welding four vertical plates 2.4 end to end in a surrounding manner, first round holes used for penetrating through the in-column anchoring steel bars 2.2 are formed in the vertical plates 2.4, the in-column anchoring steel bars 2.2 are arranged in the first embedded part body in a # -shape, the ends of the in-column anchoring steel bars 2.2 extend out of the vertical plates 2.4, the nuts 4 are arranged at connecting nodes between the in-column anchoring steel bars 2.2 and the vertical plates 2.4, and the outer ends of the equal-strength mechanical connecting joints 2.3 are flush with the surface of the precast concrete column 2; one end of the energy consumption steel bar 1.7 is arranged in the equal-strength mechanical connecting joint 2.3.
The construction method of the prestressed assembly type concrete beam-column connecting joint comprises the following specific steps:
firstly, welding a first anchoring embedded assembly 2.1 in a precast concrete column 2, enabling anchoring steel bars in the precast concrete column 2 to penetrate through a first embedded part body, fixing or directly welding and connecting two sides of a steel plate vertical plate 2.4 by using nuts 4, and screwing an in-column equal-strength mechanical connecting joint 2.3 at the tail part of the end of the anchoring steel bar in the precast concrete column 2;
secondly, pouring a precast concrete column 2 and a precast concrete beam 1.1 in a factory formwork, reserving a prestressed pore passage 5 in the precast concrete beam 1.1 and the precast concrete column 2 respectively, and pre-burying a processed first anchoring pre-buried assembly 2.1, an in-column anchoring steel bar 2.2 and an in-column equal-strength mechanical connecting joint 2.3 in the precast concrete column 2;
thirdly, placing the precast concrete column 2 in place, and prefabricating a concrete beam 1.1;
penetrating a post-tensioned prestressed reinforcement bundle 3;
filling high-strength crack pouring bonding materials at the joint of the beam column;
step six, after the high-strength crack pouring binding material reaches the required strength, tensioning the post-tensioned prestressed reinforcement bundle 3;
step seven, paving an energy dissipater and a second anchoring embedded component 1.4; one end of an energy-consuming steel bar 1.7 is connected with an equal-strength mechanical connecting joint 2.3 in the column, the other end of the energy-consuming steel bar 1.7 penetrates through a third round hole and is fixed on two sides of a first connecting plate 2.7 through nuts 4 or can be directly welded and fixed, and an iron 1.8 on the beam penetrates through a second round hole and is welded and connected with a second connecting plate 3.1;
and step eight, pouring the post-cast laminated layer 1.2 of the beam.
See fig. 7, 8, 9. Embodiment 5, a prestressing force assembled concrete beam column connected node, with embodiment 4, the difference lies in that the connected node is the edge node, and precast concrete beam 1.1 is the T shape, including horizontal precast main girder and vertical precast main girder.
Referring to fig. 10, 11 and 12, embodiment 6 is a prestressed fabricated concrete beam-column connection node, which is similar to embodiment 4, except that the connection node is an angle node, and the precast concrete beam 1.1 has an L shape, and includes a transverse precast main beam and a longitudinal precast main beam.
Embodiment 7 is a prestressed fabricated concrete beam-column connection node, which is similar to embodiment 4, except that the connection member node is a middle node. The prefabricated concrete column comprises a prefabricated concrete column 2, a first anchoring pre-buried assembly 2.1 arranged in the prefabricated concrete column 2, a prefabricated concrete beam 1.1, a beam post-pouring laminated layer 1.2 arranged on the upper portion of the prefabricated concrete beam 1.1, beam top energy-consuming steel bars 1.5 arranged in the beam post-pouring laminated layer 1.2, an energy dissipater, an adhesive layer 6 arranged at the joint of the prefabricated concrete beam 1.1 and the prefabricated concrete column 2, and a post-tensioning prestressed steel bar bundle 3 used for connecting the prefabricated concrete column 2 and the prefabricated concrete beam 1.1.
The first anchoring embedded assembly 2.1 comprises a first embedded part body, nuts 4, in-column anchoring steel bars 2.2 arranged in the first embedded part body and equal-strength mechanical connecting joints 2.3 arranged at the ends of the in-column anchoring steel bars 2.2, the cross section of the first embedded part body is square, the first embedded part body is formed by connecting and enclosing four vertical plates 2.4 end to end, first round holes used for penetrating through the in-column anchoring steel bars 2.2 are formed in the vertical plates 2.4, the in-column anchoring steel bars 2.2 are arranged in the first embedded part body in a # -shape, the ends of the in-column anchoring steel bars 2.2 extend out of the vertical plates 2.4, the nuts 4 are arranged at connecting nodes between the in-column anchoring steel bars 2.2 and the vertical plates 2.4, and the outer ends of the equal-strength mechanical connecting joints 2.3 are flush with the surface of the precast concrete column 2; one end of the energy consumption steel bar 1.7 is arranged in the equal-strength mechanical connecting joint 2.3.
The energy dissipater comprises an energy dissipation steel bar 1.7, a restraint sleeve 1.3 sleeved outside the energy dissipation steel bar 1.7 and epoxy resin filled between the energy dissipation steel bar 1.7 and the restraint sleeve 1.3, wherein the restraint sleeve 1.3 is a steel pipe with the wall thickness of 6-10 mm. One end of an energy-consuming steel bar 1.7 is connected with the first anchoring embedded assembly 2.1, and the other end of the energy-consuming steel bar 1.7 is connected with a beam top energy-consuming steel bar 1.5; the length of the necked-down section 1.9 of the dissipative steel bar 1.7 is smaller than the length of the restraining sleeve 1.3.
The beam top energy dissipation steel bar 1.5 is arranged in the beam post-pouring laminated layer 1.2, the beam top energy dissipation steel bar 1.5 can be provided with a necking section 1.9, the sectional area of the necking section 1.9 is reduced to 50% -90% of the original sectional area, the necking section 1.9 starts from a position 2.31-3 times the diameter of the energy dissipation steel bar away from the equal-strength mechanical connection joint in the column, and the length is 5-10 times the diameter of the energy dissipation steel bar.
The connection nodes provided in embodiment 7 can be applied to the edge nodes and the corner nodes as well.
The lower part of the beam section is connected with the column without steel bars, so that the construction of the joint is facilitated; and energy-consuming steel bars or energy-consuming devices on the upper part of the section of the beam at the joint bear the bending moment of the joint. In order to reinforce the anchoring of the energy-consuming steel bars or energy-consuming devices on the upper part of the section of the beam in the precast concrete column 2, a first anchoring pre-buried assembly 2.1 is arranged in the precast concrete column 2, so that the nodes are prevented from being damaged due to insufficient anchoring. When the energy dissipater is adopted for connection, as in embodiment 4-6, the post-beam cast laminated layer 1.2 is connected with the beam iron 1.8 through the second anchoring embedded assembly 1.4.
The above description is only for the preferred embodiment of the present invention, but the protection scope of the present invention is not limited thereto, and any changes or substitutions that can be considered by those skilled in the art within the technical scope of the present invention should be covered by the protection scope of the present invention.
Claims (9)
1. The utility model provides a prestressing force assembled concrete beam column connected node which characterized in that: the steel plate concrete column anchoring and pre-embedding device comprises a precast concrete column (2), a first anchoring and pre-embedding assembly (2.1) arranged in the precast concrete column (2), a precast concrete beam (1.1), a post-beam casting laminated layer (1.2) arranged on the upper portion of the precast concrete beam (1.1), beam top energy-consuming steel bars (1.5) arranged in the post-beam casting laminated layer (1.2), an adhesive layer (6) arranged at the joint of the precast concrete beam (1.1) and the precast concrete column (2), and a post-tensioning prestressed steel bar bundle (3) used for connecting the precast concrete column (2) and the precast concrete beam (1.1);
the first anchoring embedded assembly (2.1) comprises a first embedded part body, nuts (4), in-column anchoring steel bars (2.2) arranged in the first embedded part body and equal-strength mechanical connecting joints (2.3) arranged at the ends of the in-column anchoring steel bars (2.2), the cross section of the first embedded part body is square, the first embedded part body is formed by connecting and enclosing four vertical plates (2.4) end to end, first round holes used for penetrating through the in-column anchoring steel bars (2.2) are formed in the vertical plates (2.4), the in-column anchoring steel bars (2.2) are arranged in the first embedded part body in a # -shape, the ends of the in-column anchoring steel bars (2.2) extend out of the vertical plates (2.4), the nuts (4) are arranged at connecting nodes between the in-column anchoring steel bars (2.2) and the vertical plates (2.4), and the outer ends of the equal-strength mechanical connecting joints (2.3) are flush with the surface of the precast concrete column (2);
one end of the beam top energy consumption steel bar (1.5) is arranged in the equal-strength mechanical connecting joint (2.3).
2. A prestressed fabricated concrete beam-column connection node as claimed in claim 1, wherein the first circular hole has a diameter greater than that of the beam-top energy-dissipating reinforcing steel bar (1.5); the number of the first round holes is adapted to the number of the beam top energy dissipation steel bars (1.5).
3. A prestressed fabricated concrete beam-column connection node as claimed in claim 1, wherein the precast concrete beam (1.1) has a cross shape including a transverse precast main beam and a longitudinal precast main beam; the post-beam pouring laminated layer (1.2) comprises a first laminated layer arranged on the upper portion of the transverse prefabricated main beam and a second laminated layer arranged on the upper portion of the longitudinal prefabricated main beam.
4. The utility model provides a prestressing force assembled concrete beam column connected node which characterized in that: the device comprises a precast concrete column (2), a first anchoring pre-buried assembly (2.1) arranged in the precast concrete column (2), a precast concrete beam (1.1), a beam post-pouring laminated layer (1.2) arranged on the upper part of the precast concrete beam (1.1), beam upper iron (1.8) arranged in the beam post-pouring laminated layer (1.2), an energy dissipater, a second anchoring pre-buried assembly (1.4), an adhesive layer (6) arranged at the joint of the precast concrete beam (1.1) and the precast concrete column (2), and a post-tensioning pre-stressed steel bar bundle (3) for connecting the precast concrete column (2) and the precast concrete beam (1.1);
the energy dissipater comprises an energy dissipation steel bar (1.7), a constraint sleeve (1.3) sleeved outside the energy dissipation steel bar (1.7) and epoxy resin filled between the energy dissipation steel bar (1.7) and the constraint sleeve (1.3), one end of the energy dissipation steel bar (1.7) is connected with a first anchoring embedded component (2.1), and the other end of the energy dissipation steel bar (1.7) is connected with a second anchoring embedded component (1.4);
the second anchoring embedded assembly (1.4) comprises a second embedded part body, a second stiffening plate (2.8) and a first connecting plate (2.7), the second embedded part body is U-shaped, the opening of the second embedded part body faces the precast concrete, the second embedded part body comprises a second connecting plate (3.1) and two side plates (2.5), a second round hole used for penetrating through the beam upper iron (1.8) is formed in the second connecting plate (3.1), the first connecting plate (2.7) is parallel to the second connecting plate (3.1), the first connecting plate (2.7) is arranged in the U-shaped second embedded part body and close to one side of the precast concrete column (2), and two third round holes used for penetrating through the energy-consuming steel bar (1.7) are formed in the first connecting plate (2.7).
5. A prestressed fabricated concrete beam-column connection node as claimed in claim 4, characterized in that the first anchoring embedded assembly (2.1) comprises a first embedded part body, a nut (4), the embedded part comprises an in-column anchoring steel bar (2.2) arranged in a first embedded part body and an equal-strength mechanical connecting joint (2.3) arranged at the end of the in-column anchoring steel bar (2.2), wherein the cross section of the first embedded part body is square, the first embedded part body is formed by connecting and enclosing four vertical plates (2.4) end to end, a first round hole used for penetrating through the in-column anchoring steel bar (2.2) is formed in each vertical plate (2.4), the in-column anchoring steel bar (2.2) is arranged in the first embedded part body in a # -shaped manner, the end of the in-column anchoring steel bar (2.2) extends out of each vertical plate (2.4), a nut (4) is arranged at a connecting node between the in-column anchoring steel bar (2.2) and each vertical plate (2.4), and the outer end of the equal-strength mechanical connecting joint (2.3) is flush with the surface of the precast concrete column (2); one end of the energy consumption steel bar (1.7) is arranged in the equal-strength mechanical connecting joint (2.3).
6. A prestressed fabricated concrete beam-column connection node as claimed in claim 4, characterized in that the length of the necked-down section (1.9) of the energy dissipating steel bar (1.7) is less than the length of the constraining sheath (1.3).
7. A prestressed fabricated concrete beam-column connection node as claimed in claim 4, wherein the constraining sheath (1.3) is made of steel pipe; the wall thickness of the steel pipe is 6-10 mm.
8. A prestressed fabricated concrete beam-column connection node as claimed in claim 4, wherein the diameter of the iron (1.8) on the beam is smaller than the diameter of the energy dissipating steel bar (1.7).
9. A prestressed fabricated concrete beam-column connection node as recited in claim 4,
the second stiffening plate (2.8) is parallel to the side plate (2.5) of the second embedded part body, and two ends of the second stiffening plate (2.8) are arranged at the middle point of the first connecting plate (2.7) and the second connecting plate (3.1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921191248.5U CN211007043U (en) | 2019-07-26 | 2019-07-26 | Prestress assembly type concrete beam column connecting node |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921191248.5U CN211007043U (en) | 2019-07-26 | 2019-07-26 | Prestress assembly type concrete beam column connecting node |
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| CN211007043U true CN211007043U (en) | 2020-07-14 |
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| CN201921191248.5U Expired - Fee Related CN211007043U (en) | 2019-07-26 | 2019-07-26 | Prestress assembly type concrete beam column connecting node |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110439109A (en) * | 2019-07-26 | 2019-11-12 | 中国建筑股份有限公司 | A kind of prestressing force assembly concrete beam-column connection and engineering method |
| CN114232792A (en) * | 2021-12-08 | 2022-03-25 | 中国二十冶集团有限公司 | Fabricated building beam-column joint connection construction method based on post-tensioning method anchoring |
-
2019
- 2019-07-26 CN CN201921191248.5U patent/CN211007043U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110439109A (en) * | 2019-07-26 | 2019-11-12 | 中国建筑股份有限公司 | A kind of prestressing force assembly concrete beam-column connection and engineering method |
| CN110439109B (en) * | 2019-07-26 | 2024-04-16 | 中国建筑股份有限公司 | Prestressed assembled concrete beam column connecting node and construction method |
| CN114232792A (en) * | 2021-12-08 | 2022-03-25 | 中国二十冶集团有限公司 | Fabricated building beam-column joint connection construction method based on post-tensioning method anchoring |
| CN114232792B (en) * | 2021-12-08 | 2023-08-08 | 中国二十冶集团有限公司 | Post-tensioning anchoring-based fabricated building beam column node connection construction method |
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