CN211774533U - Novel integral beam column of high-efficient installation node assembly - Google Patents
Novel integral beam column of high-efficient installation node assembly Download PDFInfo
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- CN211774533U CN211774533U CN201922211848.XU CN201922211848U CN211774533U CN 211774533 U CN211774533 U CN 211774533U CN 201922211848 U CN201922211848 U CN 201922211848U CN 211774533 U CN211774533 U CN 211774533U
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Abstract
The utility model belongs to the technical field of reinforced concrete assembled building structure engineering technique and specifically relates to a novel integral beam column of high-efficient installation node assembly and production design method thereof, the beam subassembly on a plurality of layers that sets up including column subassembly (18) and top-down, the beam subassembly on a plurality of layers is including the beam subassembly that is located the top layer, the beam subassembly that is located the standard layer, the beam subassembly includes beam assembly (16), longeron subassembly (17) and cast-in-place roof beam, beam assembly (16) comprise prefabricated girder (3) that a plurality of interval set up, longeron subassembly (17) comprise prefabricated secondary beam of a plurality of (4), prefabricated girder (3) with be shelved primary and secondary beam between prefabricated secondary beam (4) and connect. The utility model discloses roof beam, post connected node carry out cast in situ concrete when construction and installation, and the integral beam column of novel high-efficient installation node assembly has solved the reinforcing bar collision problem, has that prefabricated production integrated level is high, construction simple to operate, construction cycle is short, advantage of high quality.
Description
Technical Field
The utility model belongs to the technical field of reinforced concrete assembly type building structure engineering technique and specifically relates to a novel integral beam column of high-efficient installation node assembly and production design method thereof.
Background
The prefabricated structure is that concrete components such as beams, plates, columns, walls and the like are prefabricated in a factory, then the prefabricated structure is transported to a construction site for splicing or part of key nodes are cast in situ, and finally a building is built.
The beam and column joints of the prefabricated concrete structure generally meet the basic requirements of reasonable stress, good integrity, simple construction, attractive appearance and the like during design.
Due to the difference of the specifications, the classification of the connection modes is diversified, but from the aspect of construction technology, the connection modes are mostly divided into a dry connection mode and a wet connection mode. The wet connection means that main components of the building are prefabricated in a factory, the integral connection of the building is realized through pouring nodes on a construction site, and the wet connection is the connection mode which is most applied in the existing assembly type structure in China. At present, the dry type connecting technology is still immature, and the wet type connecting technology is still an indispensable key legal instrument for the national vigorous popularization of the integral assembly type building.
The performance of the beam and column joints in the prefabricated frame structure is related to the overall performance of the building.
The prefabricated members have absolutely reliable quality from the characteristics of the fabricated building, and the combination of the prefabricated members into the building depends on the nodes, so the node performance is related to the overall performance of the building.
From the stress characteristics of the beam and column nodes, the beam and column nodes are not only complex in stress and force transmission mechanism, but also easy to generate non-ductile damage. The beam and column joints are not only the key parts of the bearing stress of the building, but also the weakest ring of the building, and once damaged, serious consequences can be caused.
In the wet connection, the bending rigidity of the beam can be changed by changing the number of the upper and lower reinforcing steel bars of the beam to form a plastic hinge, and meanwhile, the shear resistance of the beam can be enhanced by the inclined reinforcing steel bars.
SUMMERY OF THE UTILITY MODEL
The utility model discloses a solve one of the above-mentioned technical problem, this company is through the technology pass through, develops the integral beam column node reinforcing bar of assembly and dodges structure and method, and the technical scheme who adopts is: the utility model provides a novel integral beam column of high-efficient installation node assembly, includes the roof beam subassembly on a plurality of layers that column subassembly and top-down set up, the roof beam subassembly on a plurality of layers is including the roof beam subassembly that is located the top layer, the roof beam subassembly that is located the standard layer, the roof beam subassembly includes beam assembly (16), longeron subassembly (17), beam assembly (16) comprises prefabricated girder (3) that a plurality of interval set up, longeron subassembly (17) comprises a plurality of prefabricated secondary beam (4), prefabricated girder (3) with be connected for shelving formula primary and secondary beam between prefabricated secondary beam (4), column subassembly (18) includes a plurality of prefabricated post, each prefabricated post all connects perpendicularly the bottom of beam subassembly, each prefabricated girder (3), each prefabricated secondary beam (4) all link firmly with cast-in-place secondary beam (2) overlap joint.
The novel efficient mounting node is assembled into an integral beam column and other parts and components which are all prefabricated in a factory, and the cast-in-place beam and column connecting node is transported to a construction site to be constructed and mounted.
Preferably, a beef stretcher plate is installed at the connecting position of the prefabricated main beam (3) and the corresponding prefabricated secondary beam (4) at the connecting node of the shelving type primary and secondary beams, one end of the beef stretcher plate is connected with the corresponding prefabricated main beam (3) through an embedded part fixedly connected with the beef stretcher plate, and the other end of the beef stretcher plate is connected with the corresponding prefabricated secondary beam (4) through a plurality of studs fixedly connected with the beef stretcher plate.
Preferably, the cast-in-place secondary beam (2) is connected with the current precast beam at the joint of the cast-in-place secondary beam (2) and the precast beam through a pre-embedded primary mechanical connecting joint and connecting steel bars at the end part.
Preferably, the lower prefabricated column connected with the cast-in-place beam at the variable cross section of the prefabricated column is connected with the upper prefabricated column through a steel bar bending device. The node map is shown in fig. 6.
A production design method of a novel efficient installation node assembly integral beam column comprises the following steps:
a. carrying out novel efficient installation of a reinforcement avoiding mode design and a column variable cross-section reinforcement arrangement design at the joint connection part of the node assembly integral beam column;
b. the novel efficient mounting node assembled integral beam column is produced by using a group vertical mold on an automatic production line.
Preferably, the concrete design modes of the steel bar avoiding mode design and the column variable cross-section steel bar arrangement design at the joint connection part of the novel efficient installation joint assembly integral beam column in the step a are as follows:
(1) the shelving type primary and secondary beams are connected; the node map is shown in fig. 2:
the shelving type main and secondary beam connecting node is mainly characterized in that a shelving type prefabricated secondary beam (4) is lapped on a shelving type prefabricated main beam (3) through a pre-embedded cattle arm plate, the cattle arm plate is fixed on the shelving type prefabricated secondary beam (4) through a stud during installation, and grouting materials are filled at the lapping position of the cattle arm plate of the shelving type prefabricated main beam (3) and the shelving type prefabricated secondary beam (4);
(2) the cast-in-place secondary beam (2) is connected with the prefabricated beam; the node map is shown in fig. 3:
the stressed steel bars of the cast-in-place secondary beam (2) and the precast beam (1) are connected through a primary mechanical connecting joint and connecting steel bars which are pre-embedded in the precast beam (1), the diameter of the connecting steel bars is consistent with that of longitudinal bars of the beam, and stirrups in a lap joint area are encrypted;
(3) anchoring longitudinal bars in the node areas of the precast beams and the columns of the standard layer; the node map is shown in fig. 4:
firstly, when the heights of the precast beams are consistent, nodes in a standard layer are formed;
the node precast beam (5) in the standard layer is lapped on the node precast column (6) in the standard layer, the longitudinal bar can be anchored in a reinforcing bar bending mode, the bending length of the reinforcing bar is 15d (d is the diameter of the reinforcing bar), and the extending anchoring length of the reinforcing bar of the node precast beam (5) in the standard layer is more than or equal to 0.4LabE;
secondly, when the height of the precast beam is inconsistent, nodes in the standard layer are formed;
the node precast beam (5) in the standard layer is lapped on the node precast column (6) in the standard layer, the longitudinal bar anchor with small height of the node precast beam (5) in the standard layer can adopt a steel bar bending mode, and the bending length is 15d (d is the diameter of the steel bar); the large height of the node precast beam (5) in the standard layer can be fixed by adopting an anchoring plate mode, and the overhanging anchoring length of the steel bar of the node precast beam (5) in the standard layer is more than or equal to 0.4LabE;
thirdly, standard layer end nodes;
the standard layer end node precast beam (7) is lapped on the standard layer end node precast column (8), and the vertical reinforcement anchorage of the standard layer end node precast beam (7) can be fixed by adopting a reinforcement bending mode or an anchorage plate adding mode;
(4) the top layer precast beam and the column node area longitudinal bar are anchored; the node map is shown in fig. 5:
firstly, when the height of the precast beam is consistent, a top layer middle node is formed;
the top-layer middle-node precast beam (9) is lapped on the top-layer middle-node precast column (10), the longitudinal bar anchoring of the top-layer middle-node precast beam (9) can adopt a bar bending mode, and the bending length 15d (d is the diameter of a bar) is required to be more than or equal to 0.4LabE;
the reserved anchoring length of the steel bars of the node prefabricated columns 10 in the top layer is required to be more than or equal to 0.5LabE, and the reserved steel bars are fixed in an anchoring plate mode (when the requirement of straight anchoring is met, the anchoring plate is not required to be arranged);
secondly, when the heights of the precast beams are not consistent, a top middle node is formed;
the top-layer middle-node precast beam (9) is lapped on the top-layer middle-node precast column (10), the vertical reinforcement with small height of the top-layer middle-node precast beam (9) can be anchored in a reinforcement bending mode, and the bending length is 15d (d is the diameter of the reinforcement);
the high node precast beam (9) in the top layer can be fixed by adopting an anchoring plate;
the overhanging anchoring length of the steel bar of the top-layer middle node prefabricated beam (9) is required to be more than or equal to 0.4LabE, the reserved anchoring length of the steel bar of the top-layer middle node prefabricated column 10 is required to be more than or equal to 0.5LabE, and the reserved steel bar is fixed in an anchoring plate mode (when the requirement of straight anchoring is met, the anchoring plate is not required);
top layer end nodes;
in the situation, the overhanging anchoring reinforcing steel bars of the prefabricated column (12) of the top end node and the prefabricated beam (11) of the top end node adopt an anchoring plate mode;
(5) constructing longitudinal steel bars at the variable cross section of the prefabricated column; the node map is shown in fig. 6:
firstly, when the variable cross section of the prefabricated column is not eccentric;
when the longitudinal steel bar of the lower prefabricated column 15 is bent, the ratio of the transverse bending length to the longitudinal bending length at the bending position of the steel bar is ensured to be less than or equal to 1/6, and the upper variable cross-section prefabricated column (14) and the longitudinal steel bar of the lower prefabricated column 15 are connected by adopting a grouting sleeve;
secondly, when the variable cross section of the prefabricated column is eccentric;
when the longitudinal steel bar of the lower prefabricated column 15 is bent, the ratio of the transverse bending length to the longitudinal bending length at the bending position of the steel bar is ensured to be less than or equal to 1/6, and the upper variable cross-section prefabricated column (14) and the longitudinal steel bar of the lower prefabricated column 15 are connected by adopting a grouting sleeve;
preferably, when the beam and column reinforcing steel bars are avoided, the maximum bending ratio of the reinforcing steel bars is 1/6, namely the ratio of the transverse direction to the longitudinal direction of the bending is less than or equal to 1/6.
Preferably, in the step b, the step of assembling the integral beam column by using the grouped vertical moulds to produce the novel efficient installation node on the automatic production line comprises the following steps:
(1) treating the die:
cleaning the surfaces of the grouped vertical mold plates, leveling the surfaces, removing residues and foreign matters, and cleaning cement paste and concrete residues on the surfaces;
(2) the group vertical mold is provided with reserved tongue-and-groove, reserved key groove holes, hoisted embedded parts, connected embedded parts and positioned installation of anti-slip strips;
accurately installing the reserved structure waterproof rabbet accessory on the side template surface of the mold, and installing the key groove reserved hole, the hoisting embedded part and the connecting embedded part accessory required for on-site construction installation and hoisting on the template surface;
(3) installing and assembling a steel bar net rack of the integral beam column;
binding the steel bars into a steel bar net rack in a steel bar binding area according to a design drawing, hoisting the steel bar net rack to the assembled integral beam column group vertical mold through hoisting equipment, and installing and positioning;
(4) pouring concrete: the assembled integral beam column is subjected to hidden acceptance check before concrete is poured, and after the acceptance check is passed, an automatic distributing machine is adopted to pour the concrete, and the concrete is continuously poured;
ensuring the concrete to vibrate compactly and uniformly; when the mould, the embedded part, the reinforcing steel bar net rack and the like are deformed and displaced, reinforcement and correction measures are taken in time;
(5) maintaining and demolding;
and (3) after the concrete is poured, statically maintaining for a period of time, performing steam curing on the assembled integral beam column, and inspecting the strength of the concrete test block cured under the same condition before the stripping and lifting, so as to achieve the designed stripping and lifting strength and then stripping and lifting.
The beneficial effects of the utility model are embodied in:
the structure and the construction method mainly aim at solving the problems of steel bar collision and the like existing in connection nodes of on-site construction beams and columns in an assembled building structure; the steel bar collision phenomenon in the process of installing the component on site is effectively avoided, the arrangement mode, the bending mode and the like of the steel bars in the process of installing the component on site are solved, the safety and the stability of the connecting joint of the beam and the column are ensured, and the installation efficiency on the construction site is improved.
The utility model discloses roof beam, post connected node carry out cast in situ concrete when construction and installation, and the integral beam column of novel high-efficient installation node assembly has solved the reinforcing bar collision problem, has that prefabricated production integrated level is high, construction simple to operate, construction cycle is short, advantage of high quality.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the embodiments or the technical solutions in the prior art will be briefly described below. Throughout the drawings, like elements or components are generally identified by like reference numerals. In the drawings, elements or components are not necessarily drawn to scale.
Fig. 1 is the layout of the integrated beam column reinforcement design plane of the assembly of the utility model.
Fig. 2 is the utility model discloses a shelve formula primary and secondary roof beam connected node schematic diagram.
Figure 3 is the utility model discloses a cast-in-place secondary beam and precast beam connected node schematic diagram.
Fig. 4 is the utility model discloses a muscle anchor schematic diagram is indulged in standard layer precast beam, post nodal point district.
(note: the column stirrup is not expressed in the node area in the figure, and the stirrup is in the same column encryption area.)
Figure 5 is the utility model discloses a top layer precast beam, post nodal point district indulge muscle anchor sketch map.
(note: the column stirrup is not expressed in the node area in the figure, and the stirrup is in the same column encryption area.)
Fig. 6 is the utility model discloses a vertical reinforcing bar structure schematic diagram of prefabricated post variable cross section department.
(note: the column stirrup is not expressed in the node area in the figure, and the stirrup is in the same column encryption area.)
In the figure, 1, a beam is prefabricated; 2. Casting a secondary beam in situ; 3. prefabricating a main beam; 4. Prefabricating a secondary beam; 5. Prefabricating a beam at a node in a standard layer; 6. prefabricating columns for nodes in the standard layer; 7. prefabricating a beam at an end node of a standard layer; 8. prefabricating columns for standard layer end nodes; 9. prefabricating a beam at a top-layer middle node; 10. prefabricating columns for nodes in the top layer; 11. prefabricating a beam at a top-layer end node; 12. prefabricating a column at a top-layer end node; 13. casting a beam in situ at the variable cross-section column; 14. an upper layer variable cross-section prefabricated column; 15. lower layer prefabricated column longitudinal steel bar; 16. a beam assembly; 17. a stringer assembly; 18. a column assembly; 19. pre-burying a primary mechanical connecting joint; 20. connecting reinforcing steel bars; 21. a cattle stretcher board; 22. embedding parts; 23. a stud; 24. and (5) grouting sleeves.
Detailed Description
Embodiments of the present invention will be described in detail below with reference to the accompanying drawings. The following examples are only for illustrating the technical solutions of the present invention more clearly, and therefore are only examples, and the protection scope of the present invention is not limited thereby.
As shown in fig. 1-6, a novel integral beam column of high-efficient installation node assembly, includes column subassembly 18 and a plurality of layers of beam subassembly that top-down set up, a plurality of layers of beam subassembly is including the beam subassembly that is located the top layer, the beam subassembly that is located the standard layer, the beam subassembly includes crossbeam subassembly 16, longeron subassembly 17 and cast-in-place roof beam, crossbeam subassembly has the prefabricated girder 3 constitution of a plurality of interval setting, the longeron subassembly has a plurality of prefabricated secondary beam to constitute, prefabricated girder 3 with be shelved primary and secondary beam between the prefabricated secondary beam and be connected, column subassembly includes a plurality of prefabricated post, prefabricated secondary beam 4 with prefabricated girder 3 all is called prefabricated beam 1, each prefabricated post all connects perpendicularly in the bottom of beam subassembly, each prefabricated beam and cast-in-place secondary beam overlap joint link firmly.
The novel efficient mounting node is assembled into an integral beam column and other parts and components which are all prefabricated in a factory, and the cast-in-place beam and column connecting node is transported to a construction site to be constructed and mounted.
Preferably, a position of the connection node of the shelving type primary and secondary beams, where the prefabricated main beam 3 is connected with the corresponding prefabricated secondary beam, is provided with a load board 21, one end of the load board 21 is connected with the corresponding prefabricated main beam 3 through an embedded part 22 fixedly connected with the load board, and the other end of the load board 21 is connected with the corresponding prefabricated secondary beam through a plurality of studs 23 fixedly connected with the load board.
Preferably, the cast-in-place secondary beam is connected with the current precast beam 1 through a pre-buried primary mechanical connecting joint and connecting steel bars 20 at the end part at the connecting node of the cast-in-place secondary beam and the precast beam 1.
Preferably, the lower prefabricated column connected with the cast-in-place beam at the variable cross section of the prefabricated column is connected with the upper prefabricated column through a steel bar bending device. The node map is shown in fig. 6.
A production design method of a novel efficient installation node assembly integral beam column comprises the following steps:
a. carrying out novel efficient installation of a reinforcement avoiding mode design and a column variable cross-section reinforcement arrangement design at the joint connection part of the node assembly integral beam column;
b. the novel efficient mounting node assembled integral beam column is produced by using a group vertical mold on an automatic production line.
Preferably, the concrete design modes of the steel bar avoiding mode design and the column variable cross-section steel bar arrangement design at the joint connection part of the novel efficient installation joint assembly integral beam column in the step a are as follows:
(1) the shelving type primary and secondary beams are connected; the node map is shown in fig. 2:
the laying type main and secondary beam connecting node is mainly characterized in that a laying type prefabricated secondary beam 4 is lapped on a laying type prefabricated main beam 3 through a pre-embedded cattle arm plate 21, the cattle arm plate 21 is fixed on the laying type prefabricated secondary beam 4 through a stud during installation, and grouting materials are filled at the lapping position of the cattle arm plate 21 of the laying type prefabricated main beam 3 and the laying type prefabricated secondary beam 4;
(2) connecting nodes of the cast-in-situ secondary beam and the precast beam 1; the node map is shown in fig. 3: the left side view is an elevation view.
The stressed steel bars of the cast-in-place secondary beam and the precast beam 1 are connected through a primary mechanical connecting joint 19 and connecting steel bars 20 which are pre-embedded in the precast beam 1, the diameter of each connecting steel bar 20 is consistent with that of a longitudinal bar of the beam, and stirrups in a lap joint area are encrypted;
(3) anchoring longitudinal bars in the node areas of the precast beams and the columns of the standard layer;the node map is shown in fig. 4:
firstly, when the heights of the precast beams are consistent, nodes in a standard layer are formed; the node map is shown as the leftmost map in fig. 4:
the node precast beam 5 in the standard layer is lapped on the node precast column 6 in the standard layer, the longitudinal bar anchoring can adopt a bar bending mode, the bending length of the bar is 15d (d is the diameter of the bar), and the overhanging anchoring length of the bar of the node precast beam 5 in the standard layer is more than or equal to 0.4LabE;
secondly, when the height of the precast beam is inconsistent, nodes in the standard layer are formed; the node map is shown in the middle map of fig. 4:
the node precast beam 5 in the standard layer is lapped on the node precast column 6 in the standard layer, the longitudinal bar anchor with small height of the node precast beam 5 in the standard layer can adopt a reinforcing bar bending mode, and the bending length is 15d (d is the diameter of the reinforcing bar); the large height of the node precast beam 5 in the standard layer can be fixed by adopting an anchoring plate mode, and the overhanging anchoring length of the steel bar of the node precast beam 5 in the standard layer is more than or equal to 0.4LabE;
thirdly, standard layer end nodes; the node map is shown as the right-most map in fig. 4:
the standard layer end node precast beam 7 is lapped on the standard layer end node precast column 8, and the vertical bar anchoring of the standard layer end node precast beam 7 can be fixed by adopting a steel bar bending mode or an anchoring plate adding mode;
(4) the top layer precast beam and the column node area longitudinal bar are anchored; the node map is shown in fig. 5:
firstly, when the height of the precast beam is consistent, a top layer middle node is formed; the node map is shown at the far left in fig. 5:
the top middle node precast beam 9 is lapped on the top middle node precast column 10, the longitudinal bar anchoring of the top middle node precast beam 9 can adopt a bar bending mode, and the bending length 15d (d is the diameter of a bar) is required to be more than or equal to 0.4LabE;
the reserved anchoring length of the steel bars of the node prefabricated columns 10 in the top layer is required to be more than or equal to 0.5LabE, and the reserved steel bars are fixed in an anchoring plate mode (when the requirement of straight anchoring is met, the anchoring plate is not required to be arranged);
secondly, when the heights of the precast beams are not consistent, a top middle node is formed; the node map is shown in the middle map of fig. 5:
the top-layer middle-node precast beam 9 is lapped on the top-layer middle-node precast column 10, the longitudinal bar anchor with the small height of the top-layer middle-node precast beam 9 can adopt a steel bar bending mode, and the bending length is 15d (d is the diameter of the steel bar);
the large height of the node precast beam 9 in the top layer can be fixed by adopting an anchoring plate mode;
the overhanging anchoring length of the steel bar of the top-layer middle node precast beam 9 is required to be more than or equal to 0.4LabE, the reserved anchoring length of the steel bar of the top-layer middle node precast column 10 is required to be more than or equal to 0.5LabE, and the reserved steel bar is fixed in an anchoring plate mode (when the requirement of straight anchoring is met, the anchoring plate is not required to be arranged);
top layer end nodes; the node map is shown as the right-most map in fig. 5:
in this case, the overhanging anchoring steel bars of the prefabricated column 12 of the top-layer end node and the prefabricated beam 11 of the top-layer end node adopt an anchoring plate mode;
(5) constructing longitudinal steel bars at the variable cross section of the prefabricated column; the node map is shown in fig. 6:
firstly, when the variable cross section of the prefabricated column is not eccentric;
when the longitudinal steel bar of the lower prefabricated column 15 is bent, the ratio of the transverse bending length to the longitudinal bending length at the bending position of the steel bar is ensured to be less than or equal to 1/6, and the longitudinal steel bar of the upper variable cross-section prefabricated column 14 and the lower prefabricated column 15 are connected by adopting a grouting sleeve 24;
secondly, when the variable cross section of the prefabricated column is eccentric;
when the longitudinal steel bar of the lower prefabricated column 15 is bent, the ratio of the transverse bending length to the longitudinal bending length at the bending position of the steel bar is ensured to be less than or equal to 1/6, and the longitudinal steel bar of the upper variable cross-section prefabricated column 14 and the lower prefabricated column 15 are connected by adopting a grouting sleeve 24;
preferably, when the beam and column reinforcing steel bars are avoided, the maximum bending ratio of the reinforcing steel bars is 1/6, namely the ratio of the transverse direction to the longitudinal direction of the bending is less than or equal to 1/6.
Preferably, in the step b, the step of assembling the integral beam column by using the grouped vertical moulds to produce the novel efficient installation node on the automatic production line comprises the following steps:
(1) treating the die:
cleaning the surfaces of the grouped vertical mold plates, leveling the surfaces, removing residues and foreign matters, and cleaning cement paste and concrete residues on the surfaces;
(2) the group vertical mold is provided with reserved tongue-and-groove, reserved key groove holes, hoisted embedded parts, connected embedded parts and positioned installation of anti-slip strips;
accurately installing the reserved structure waterproof rabbet accessory on the side template surface of the mold, and installing the key groove reserved hole, the hoisting embedded part and the connecting embedded part accessory required for on-site construction installation and hoisting on the template surface;
(3) installing and assembling a steel bar net rack of the integral beam column;
binding the steel bars into a steel bar net rack in a steel bar binding area according to a design drawing, hoisting the steel bar net rack to the assembled integral beam column group vertical mold through hoisting equipment, and installing and positioning;
(4) pouring concrete: the assembled integral beam column is subjected to hidden acceptance check before concrete is poured, and after the acceptance check is passed, an automatic distributing machine is adopted to pour the concrete, and the concrete is continuously poured;
ensuring the concrete to vibrate compactly and uniformly; when the mould, the embedded part, the reinforcing steel bar net rack and the like are deformed and displaced, reinforcement and correction measures are taken in time;
(5) maintaining and demolding;
and (3) after the concrete is poured, statically maintaining for a period of time, performing steam curing on the assembled integral beam column, and inspecting the strength of the concrete test block cured under the same condition before the stripping and lifting, so as to achieve the designed stripping and lifting strength and then stripping and lifting.
The problem of among the prefabricated building structure, the reinforcing bar collision that on-the-spot construction roof beam, post connected node exist is solved. The utility model discloses can effectively avoid the reinforcing bar collision phenomenon in the scene installation component in-process to and solved at variable cross-section post, reinforcing bar arrangement mode when variable cross-section roof beam, the mode of buckling etc. has guaranteed roof beam, post connected node's security and stability moreover, improves job site installation effectiveness.
The above embodiments are only used to illustrate the technical solution of the present invention, and not to limit the same; although the present invention has been described in detail with reference to the foregoing embodiments, it should be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; such modifications and substitutions do not substantially depart from the scope of the embodiments of the present invention, and are intended to be covered by the claims and the specification; to those skilled in the art, any alternative improvements or changes made to the embodiments of the present invention are all within the scope of the present invention.
The parts of the present invention not described in detail are the known techniques of those skilled in the art.
Claims (4)
1. The utility model provides a novel integral beam column of high-efficient installation node assembly, includes the beam assembly on a plurality of layers that column subassembly (18) and top-down set up, the beam assembly on a plurality of layers is including the beam assembly who is located the top layer, the beam assembly who is located the standard layer, the beam assembly includes crossbeam subassembly (16), longeron subassembly (17) and cast-in-place roof beam, its characterized in that: the beam assembly (16) is composed of a plurality of prefabricated main beams (3) arranged at intervals, the longitudinal beam assembly (17) is composed of a plurality of prefabricated secondary beams (4), the prefabricated main beams (3) are connected with the prefabricated secondary beams (4) through shelving type main and secondary beams, the column assembly (18) comprises a plurality of prefabricated columns, each prefabricated column is vertically connected to the bottom of the beam assembly, and the prefabricated main beams (3) and the prefabricated secondary beams (4) are fixedly connected with the cast-in-place secondary beams (2) in an overlapping mode.
2. The novel efficient mounting joint assembling integral beam column as claimed in claim 1, wherein: and a position, at the joint of the laying type primary and secondary beams, of the connection part of the prefabricated main beam (3) and the corresponding prefabricated secondary beam (4) is provided with a load bearing plate, one end of the load bearing plate is connected with the corresponding prefabricated main beam (3) through an embedded part fixedly connected with the load bearing plate, and the other end of the load bearing plate is connected with the corresponding prefabricated secondary beam (4) through a plurality of studs fixedly connected with the load bearing plate.
3. The novel efficient mounting joint assembling integral beam column as claimed in claim 2, wherein: and the cast-in-situ secondary beam (2) is connected with the current precast beam at the joint of the cast-in-situ secondary beam (2) and the precast beam through a pre-embedded primary mechanical connector and a connecting steel bar at the end part.
4. The novel efficient mounting joint assembling integral beam column as claimed in claim 3, wherein: the lower layer of the prefabricated column connected with the cast-in-place beam at the variable cross section of the prefabricated column is connected with the upper layer of the prefabricated column through a steel bar bending device.
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| CN201922211848.XU CN211774533U (en) | 2019-12-11 | 2019-12-11 | Novel integral beam column of high-efficient installation node assembly |
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| CN201922211848.XU CN211774533U (en) | 2019-12-11 | 2019-12-11 | Novel integral beam column of high-efficient installation node assembly |
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| CN110847355A (en) * | 2019-12-11 | 2020-02-28 | 山东海龙建筑科技有限公司 | Novel efficient mounting node assembly integral beam column and production design method thereof |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110847355A (en) * | 2019-12-11 | 2020-02-28 | 山东海龙建筑科技有限公司 | Novel efficient mounting node assembly integral beam column and production design method thereof |
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