CN212896812U - Node strenghthened type assembled concrete frame structure - Google Patents
Node strenghthened type assembled concrete frame structure Download PDFInfo
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- CN212896812U CN212896812U CN202021869852.1U CN202021869852U CN212896812U CN 212896812 U CN212896812 U CN 212896812U CN 202021869852 U CN202021869852 U CN 202021869852U CN 212896812 U CN212896812 U CN 212896812U
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Abstract
The utility model provides a node reinforced type fabricated concrete frame structure, which belongs to the technical field of building design and comprises a prefabricated node component, a shear key and a beam component, wherein the prefabricated node component is connected with the beam component through the shear key; the prefabricated node components comprise transverse sections spliced by longitudinal column components and beam components and longitudinal sections longitudinally connected with the column components; the column member, the transverse section and the longitudinal section are prefabricated into an integral structure at the node area. The utility model discloses can improve node strenghthened type assembled concrete frame structure's bulk strength and bearing capacity, guarantee the wholeness in the complicated district of atress.
Description
Technical Field
The utility model belongs to the technical field of the architectural design, concretely relates to node strenghthened type assembled concrete frame structure.
Background
The existing assembled integral frame structure adopts a standard column component and a beam component, a node area is cast in situ, reinforcing steel bars of the beam and column component are connected in the node area, and the reinforcing steel bars are connected through mechanical connection or welding connection. Cast-in-place advantage in node district is that node district wholeness is good, and the shortcoming is that the reinforcing bar connection position all is in the great position of the complicated, internal force of atress, and the here is beam column reinforcing bar handing-over region, and the reinforcing bar is many, and the construction is complicated, and the concrete placement degree of difficulty is great.
SUMMERY OF THE UTILITY MODEL
In order to overcome the technical problem that current assembly integral frame construction beam column connection exists, the utility model provides a shift the concatenation node to the less position of atress, can prefabricate into the product component and pour the shaping in advance, reduce the construction degree of difficulty and improve the node strenghthened type assembled concrete frame structure of overall structure intensity.
The utility model adopts the technical proposal that:
a node reinforced fabricated concrete frame structure comprises prefabricated node components, shear keys and beam components, wherein the prefabricated node components are connected with the beam components through the shear keys; the prefabricated node components comprise longitudinal column components, transverse sections spliced with the beam components and longitudinal sections longitudinally connected with the column components; the column member, the transverse section and the longitudinal section are prefabricated into an integral structure at a node area; prefabricated node component in this scheme can pour the shaping in advance at the mill, and the direct forming installation during the installation practices thrift construction cost, reduces the construction degree of difficulty.
When the transverse section is spliced with the beam member, the position of a splicing node can be determined by the following formula:
wherein L1 is the length of the transverse section, mm;
l is the total beam length of the prefabricated node component and the beam component which are spliced, and is mm;
ηvbthe bending moment ratio between the splicing joint position of the transverse joint and the beam member and the center position of the prefabricated joint member is obtained; the corresponding values of 1.3,1.2 and 1.1 when the earthquake-resistant grades are first-level, second-level and third-level;
when the longitudinal sections are spliced with the column members, the positions of the splicing nodes can be determined by the following formula:
wherein L2 is the length of the longitudinal section, mm;
h is the column height of the prefabricated node component and the column component which are spliced, and is mm;
ηvcthe bending moment ratio of the splicing joint position of the splicing part of the longitudinal joint and the column member to the central position of the prefabricated joint member is obtained, and for the frame structure, the corresponding values are 1.4, 1.3 and 1.2 when the earthquake-resistant grade is primary, secondary and tertiary; for frames of other structural types except the frames, the corresponding values of the first level and the second level are 1.4 and 1.2, and the corresponding values of the third level and the fourth level are 1.1.
Further limiting, concave shear grooves are reserved on the sections spliced by the beam members and the transverse sections, the sections spliced by the column members and the longitudinal sections and the splicing end faces corresponding to the longitudinal sections and the transverse sections, sleeve plates are arranged on the peripheries of the splicing node positions, a pouring cavity is formed at the splicing node positions surrounded by the sleeve plates, and concrete slurry is poured into the pouring cavity to form the shear key.
Further limiting, reserving a beam grouting pipe communicated with the shear groove in the splicing end of the beam member, wherein an injection opening of the beam grouting pipe is arranged at the top of the beam member, an outlet communicated with the shear groove is arranged at the lower part of the beam member, and pouring is carried out from bottom to top in the pouring cavity.
Further limiting, a slurry overflow pipe and a column grouting pipe which are communicated with the shear groove are reserved in the splicing end of the column component, and the slurry overflow pipe and the column grouting pipe are respectively arranged on two sides of the column component, so that slurry during pouring can enter the shear groove from the column grouting pipe and then overflow from the slurry overflow pipe.
Compared with the prior art, the beneficial effects of the utility model are that:
1) the utility model discloses under the prerequisite that satisfies the stress intensity of unit-installment concrete concatenation frame's basic requirement, shift the weak position of concatenation node to the less position of atress, simplify concatenation department node, avoid the complicated stress area of beam column reinforcing bar handing-over, and then can also improve the bulk strength and the bearing capacity of node strenghthened type assembled concrete frame structure, guarantee the wholeness in the complicated area of atress.
2) The utility model discloses shift the concatenation node of beam column to the less position of atress, avoided the complicated region of horizontal longitudinal reinforcement handing-over promptly, make things convenient for the concatenation installation of beam column, reduce the construction degree of difficulty.
3) The utility model discloses a shaping can be being pour in advance according to the design requirement to prefabricated node component 1, save time and cost improve the efficiency of construction greatly, have simplified the construction operation moreover to improve the engineering quality and the construction speed of assembled structure system.
Drawings
Fig. 1 is a schematic structural view of a node-reinforced fabricated concrete frame.
Fig. 2 is a schematic structural view of a splice node spliced with the pillar member 13.
Fig. 3 is a sectional view a-a of fig. 2.
Fig. 4 is a schematic structural view of a splice node spliced with the beam member 2.
Fig. 5 is a sectional view B-B of fig. 4.
Detailed Description
The technical solution of the present invention will be further explained with reference to the accompanying drawings and examples, but the present invention is not limited to the following implementation.
Referring to fig. 1 ~ 5, the utility model discloses a node strenghthened type assembled concrete frame structure, including prefabricated node component 1, shear key 4 and beam member 2, each link of prefabricated node component 1 passes through shear key 4 and is connected with beam member 2 or an adjacent prefabricated node component 1.
Further explaining, the prefabricated node member 1 comprises a longitudinal column member 13, a transverse section 11 spliced with the beam member 2 and a longitudinal section 12 longitudinally connected with the column member 13; the column member 13, the transverse section 11 and the longitudinal section 12 are prefabricated into an integral structure at a node area; in use, the column member 13 is generally longitudinally connected to the longitudinal section 12 of an adjacent prefabricated node element 1.
The splicing joint of the prefabricated joint component 1 and the beam component 2 is determined by the following steps:
1) determining the total length and the seismic grade of the beam and/or the column according to the design requirements of the spliced beam;
2) the length L1 of the transverse joint 11 of the prefabricated node member 1 and the beam member 2 in the transverse direction and the length L2 of the longitudinal joint 12 of the prefabricated node member 1 and the column member 13 of another prefabricated node member 1 in the longitudinal direction are determined according to the following formulas:
for a high-intensity area, reinforcing bars at the beam end of the frame beam are controlled by the action of earthquake, bending moment is distributed on the beam in a linear distribution under the action of earthquake, and the position of a splicing node of the transverse joint 11 and the beam member 2 is determined by the following formula:
wherein L1 is the length, mm, of the transverse segment 11;
l is the total beam length of the prefabricated node component 1 and the beam component 2 which are spliced and is mm;
ηvbthe bending moment ratio between the splicing joint position of the transverse joint 11 and the beam member 2 and the central position of the prefabricated joint member 1 is obtained; the corresponding values of 1.3,1.2 and 1.1 when the earthquake-resistant grades are first-level, second-level and third-level;
when the longitudinal sections 12 are spliced with the longitudinal column members 13, the positions of the splicing nodes are determined by the following formula:
wherein L2 is the length, mm, of the longitudinal section 12;
h is the column height of the prefabricated node component 1 and the column component 13 which are spliced, and is mm;
ηvcthe bending moment ratio between the splicing joint position of the splicing part of the longitudinal joint 12 and the column member 13 and the central position of the prefabricated joint member 1 is obtained, and for the frame structure, the corresponding values are 1.4, 1.3 and 1.2 when the earthquake-resistant grades are primary, secondary and tertiary; for frames of other structural types except the frames, the corresponding values of the first level and the second level are 1.4 and 1.2, and the corresponding values of the third level and the fourth level are 1.1.
In order to reinforce the splicing structure at the splicing position of the longitudinal joint 12 and the column member 13 and the splicing structure at the splicing position of the transverse joint 11 and the beam member 2, and meet the requirement of the transmission of the shear force of the beam member, the shear key 4 of the embodiment is arranged at the splicing joint of the beam member 2 and the transverse joint 11 and the splicing joint of the longitudinal joint 12 and the column member 13, specifically, concave shear grooves are reserved on the splicing section of the beam member 2 and the transverse joint 11, the splicing section of the column member 13 and the longitudinal joint 12, the splicing end surface of the longitudinal joint 12 and the splicing end surface of the transverse joint 11, sleeve plates are respectively arranged on the periphery of each splicing joint position, a pouring cavity is formed at the splicing joint of the sleeve plate enclosure, concrete slurry is poured into the pouring cavity to form the shear key 4, and the sleeve plates are welded and connected with the beam member 2 or the column member 13.
A beam grouting pipe 7 communicated with the shear groove is reserved in the splicing end of the beam member 2, an injection port of the beam grouting pipe 7 is arranged at the top of the beam member 2, an outlet communicated with the shear groove is arranged at the lower part of the beam member 2, shrinkage-free fine aggregate concrete higher than the beam member 2 by one grade is poured into the pouring cavity from bottom to top, and the shear key 4 of the beam node is formed after maintenance for a certain time. The number of the beam grouting pipes 7 can be adjusted according to the width of the beam member 2, and a plurality of the beam grouting pipes can be arranged, wherein the spacing S1 meets the conditions that S1 is not more than 100mm, and the distance from the edge of the member is not less than 50 mm.
Similarly, a slurry overflow pipe 6 and a column grouting pipe 5 which are communicated with the shear groove are reserved in the splicing end of the column member 13, the slurry overflow pipe 6 and the column grouting pipe 5 are respectively arranged on two sides of the column member 13, so that the slurry in the pouring process can enter the column grouting pipe 5 to fill the shear groove and then overflow from the slurry overflow pipe 6, and after the non-shrinkage fine-stone concrete which is higher than the beam member 2 by one grade is poured into the pouring cavity, the non-shrinkage fine-stone concrete is maintained for a certain time, so that the shear key 4 of the column node is formed. The slurry overflow pipe 6 and the column grouting pipe 5 can be provided in plurality, and the spacing distance S2 satisfies the conditions that S2 is not more than 200mm and the distance from the edge of the member is not less than 50 mm.
Now, a frame structure having a span of 8.4m, a story height of 4.2m, and a secondary earthquake-resistant level will be described as an example.
Namely, the method of the utility model determines that the splicing joint position of the transverse joint 11 spliced with the beam member 2 is the position with the length of the transverse joint 11 being 700 mm; the splice node position of the longitudinal node 12 and the pillar member 13 is a position where the length of the longitudinal node 12 is 484 mm.
According to the utility model discloses a method is confirmed to be 400mm ~ 800mm within range to common integral frame construction, roof beam concatenation position L1 value, and post concatenation position L2 value is at 800mm ~ 1200mm within range, and the on-the-spot installation of being convenient for can reach concrete concatenation node when structural strength is optimal and can confirm according to foretell method.
The above illustration is merely an illustration of the present invention, and does not constitute a limitation to the protection scope of the present invention, and the components and structures of the present embodiment that are not described in detail belong to the known components and common structures or common means in the industry, and all the same or similar concepts of the present invention do not belong to the protection scope of the present invention.
Claims (4)
1. A node reinforced fabricated concrete frame structure is characterized by comprising prefabricated node components (1), shear keys (4) and beam components (2), wherein the prefabricated node components (1) are connected with the beam components (2) through the shear keys (4); the prefabricated node component (1) comprises a longitudinal column component (13), a transverse section (11) spliced with the beam component (2) and a longitudinal section (12) longitudinally connected with the column component (13); the column member (13), the transverse section (11) and the longitudinal section (12) are prefabricated into an integral structure at a node area;
when the transverse joint (11) is spliced with the beam member (2), the position of a splicing joint can be determined by the following formula:
wherein L1 is the length of the transverse joint (11), mm;
l is the total beam length of the prefabricated node component (1) and the beam component (2) which are spliced and is mm;
ηvbthe bending moment ratio between the splicing joint position of the splicing part of the transverse joint (11) and the beam member (2) and the central position of the prefabricated joint member (1) is obtained; the corresponding values of 1.3,1.2 and 1.1 when the earthquake-resistant grades are first-level, second-level and third-level;
when the longitudinal section 12 is spliced with the column member 13, the position of the spliced node can be determined by the following formula:
wherein L2 is the length, mm, of the longitudinal section 12;
h is the column height of the prefabricated node component (1) and the column component (13) which are spliced, and is mm;
ηvcthe splicing node position of the splicing part of the longitudinal node (12) and the column member (13)The bending moment ratio of the central position of the prefabricated node component (1) is set, and for the frame structure, the corresponding values are 1.4, 1.3 and 1.2 when the earthquake-resistant grades are primary, secondary and tertiary.
2. The node-reinforced fabricated concrete frame structure according to claim 1, wherein concave shear grooves are reserved on the sections where the beam members (2) and the transverse sections (11) are spliced, the sections where the column members (13) and the longitudinal sections (12) are spliced, and the corresponding splicing end faces of the longitudinal sections (12) and the transverse sections (11), sleeve plates are arranged on the peripheries of the splicing node positions, so that the splicing node positions surrounded by the sleeve plates form a casting cavity, and concrete slurry is cast into the casting cavity to form the shear key (4).
3. The node-reinforced fabricated concrete frame structure according to claim 2, wherein a beam grouting pipe (7) communicated with the shear groove is reserved in the splicing end of the beam member (2), an injection port of the beam grouting pipe (7) is formed in the top of the beam member (2), an outlet communicated with the shear groove is formed in the lower portion of the beam member (2), and the beam member is poured from bottom to top into the pouring cavity.
4. The node-reinforced fabricated concrete frame structure according to claim 2, wherein a grout overflow pipe (6) and a column grouting pipe (5) which are communicated with the shear groove are reserved in the splicing end of the column member (13), the grout overflow pipe (6) and the column grouting pipe (5) are respectively arranged on two sides of the column member (13), and grout during pouring can enter the column grouting pipe (5) to fill the shear groove and then overflow the grout overflow pipe (6).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021869852.1U CN212896812U (en) | 2020-08-31 | 2020-08-31 | Node strenghthened type assembled concrete frame structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021869852.1U CN212896812U (en) | 2020-08-31 | 2020-08-31 | Node strenghthened type assembled concrete frame structure |
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| Publication Number | Publication Date |
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| CN212896812U true CN212896812U (en) | 2021-04-06 |
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| CN202021869852.1U Active CN212896812U (en) | 2020-08-31 | 2020-08-31 | Node strenghthened type assembled concrete frame structure |
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