CN211816898U - Truss conversion layer structure node structure - Google Patents
Truss conversion layer structure node structure Download PDFInfo
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- CN211816898U CN211816898U CN202020232827.6U CN202020232827U CN211816898U CN 211816898 U CN211816898 U CN 211816898U CN 202020232827 U CN202020232827 U CN 202020232827U CN 211816898 U CN211816898 U CN 211816898U
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Abstract
The utility model provides a truss conversion layer structure node structure, including last chord member and lower chord member, the both ends of last chord member and lower chord member are connected with the top and the middle part of frame post respectively, the middle part of last chord member and lower chord member is connected perpendicular web member, the both ends of lower chord member respectively with the sub-unit connection of oblique web member, the even middle part of last chord member in upper portion of oblique web member is connected. The utility model discloses when realizing the structure conversion, the truss conversion has the atress clear and definite, and the structure dead weight is compared with lower floor rigidity little, the biography power route is clear, and increase conversion layer usage space is favorable to ventilation daylighting and large-scale piping installation to arrange, and the shock resistance is stronger simultaneously.
Description
Technical Field
The utility model relates to a truss conversion layer structure node structure belongs to building structure field.
Background
The building structure of the high-rise building is higher, the building structure is larger, the size is complex, the functions of different floors are diversified, the lower part of the building generally needs a free activity space as large as possible, the requirement of a column net is large, the number of shear walls is small as possible, a conversion layer is required to be arranged in order to meet the requirements of building functions, the conversion layer building structure is a structure which is common in the complex high-rise building, and the building structure is widely applied to modern comprehensive buildings integrating business, office and residences. In order to realize the conversion floor structure arrangement, a horizontal conversion member, i.e., a conversion structure, needs to be provided at the floor where the structure is converted.
In actual engineering, a beam type conversion structure is mostly adopted, and although the beam type conversion structure is convenient to construct, the stress transmission of vertical load is inferior to that of a truss conversion structure due to the characteristics of a large number of bearing layers and large load, and quality defects such as cracks are easily generated.
SUMMERY OF THE UTILITY MODEL
In order to achieve the above object, an object of the present invention is to provide a structure node structure of truss conversion layer, which adopts the following technical scheme:
the utility model provides a truss conversion layer structure node structure, includes upper chord member and lower chord member, the both ends of upper chord member and lower chord member are connected with the top and the middle part of frame post respectively, the vertical web member is connected at the middle part of upper chord member and lower chord member, the both ends of lower chord member respectively with oblique web member's sub-unit connection, the even middle part of upper chord member in oblique web member is connected.
Preferably, the end parts of the steel reinforcement frameworks of the upper chord beam and the lower chord beam are anchored into the steel reinforcement frameworks of the frame columns; the end parts of the steel reinforcement frameworks of the vertical web girder and the inclined web girder are respectively anchored into the steel reinforcement frameworks of the upper chord girder and the lower chord girder.
Furthermore, a plurality of lower chord beam middle bending reinforcing steel bars are arranged at the connecting positions of the vertical web beam and the reinforcing steel bar frameworks of the lower chord beams, the lower chord beam middle bending reinforcing steel bars penetrate through the reinforcing steel bar frameworks of the vertical web beam, are obliquely anchored into the lower parts of the reinforcing steel bar frameworks of the lower chord beams towards two sides, are bent by 45 degrees and extend towards the two sides; the steel bar frameworks of the oblique web girders on the two sides of the vertical web girder are arranged in a crossed manner, a plurality of upper chord girder middle bending steel bars are arranged at the joints of the upper chord girder, the vertical web girder and the steel bar frameworks of the oblique web girders, the upper chord girder middle bending steel bars penetrate through the steel bar frameworks of the vertical web girder and the oblique web girders, and are anchored into the upper parts of the steel bar frameworks of the upper chord girder obliquely towards the two sides and then bent by 45 degrees to extend towards the two sides; the oblique web member sets up the curved reinforcing bar of lower chord end portion with the steel reinforcement of lower chord end portion's junction, the curved reinforcing bar of lower chord end portion runs through the steel reinforcement of oblique web member, and one side slant anchor is buckled 45 after going into the steel reinforcement of lower chord end portion and is extended to the outside, and the horizontal anchor of opposite side goes into the steel reinforcement of frame post outside back bend 90 settings.
Furthermore, the end parts of the steel reinforcement frameworks of the vertical web beams are anchored into the steel reinforcement frameworks of the upper chord beam and the lower chord beam and then bent by 90 degrees to extend to two sides; the end parts of the steel reinforcement frameworks of the oblique web girder are anchored into the steel reinforcement frameworks of the upper chord girder and the lower chord girder and then bent for 45 degrees.
Furthermore, the joints of the steel bar frameworks of the vertical web beam and the inclined web beam and the steel bar frameworks of the upper chord beam and the lower chord beam are haunched structures, and two-way stirrups are arranged in the haunched structures.
Furthermore, the straight length of 45-degree bending of the middle bent steel bar of the lower chord beam and the middle bent steel bar of the upper chord beam is 15d and is more than or equal to 300 mm.
Further, the distance between the two-way stirrups is 100 mm.
The utility model discloses when realizing the structure conversion, the truss conversion has the atress clear and definite, and the structure dead weight is compared with lower floor rigidity little, the biography power route is clear, and increase conversion layer usage space is favorable to ventilation daylighting and large-scale piping installation to arrange, and the shock resistance is stronger simultaneously.
Drawings
Fig. 1 is a schematic structural diagram of the truss conversion layer structure node structure of the present invention.
Fig. 2 is the connection structure diagram of the part a steel bar frame of the present invention.
Fig. 3 is the structural schematic diagram of the lower beam middle bending reinforcing steel bar of the utility model.
Fig. 4 is a connection structure diagram of the steel bar frame of part B of the present invention.
Fig. 5 is the structural schematic diagram of the steel bar bent at the middle part of the upper chord beam.
Fig. 6 is a connection structure diagram of the part C steel frame of the present invention.
Fig. 7 is the structural schematic diagram of the reinforcing steel bar bent at the end part of the lower chord beam.
In the figure: 1. an upper chord beam; 2. a lower chord beam; 3. a frame column; 4. erecting a web girder; 5. a diagonal web girder; 6. bending the steel bars at the middle part of the lower chord beam; 7. bending the steel bars at the middle part of the upper chord beam; 8. bending up the steel bar at the end part of the lower chord beam; 9. and (4) bidirectional stirrups.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely with reference to the accompanying drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative work belong to the protection scope of the present invention.
As shown in fig. 1 to 7, the truss conversion layer structure node structure comprises an upper chord beam 1 and a lower chord beam 2, wherein two end parts of the upper chord beam 1 and the lower chord beam 2 are respectively connected with the top and the middle part of a frame column 3, the middle parts of the upper chord beam 1 and the lower chord beam 2 are connected with a vertical web beam 4, two end parts of the lower chord beam 2 are respectively connected with the lower part of an oblique web beam 5, and the upper part of the oblique web beam 5 is uniformly connected with the middle part of the upper chord beam 1.
The end parts of the steel reinforcement frameworks of the upper chord beam 1 and the lower chord beam 2 are anchored into the steel reinforcement frameworks of the frame columns 3; the end parts of the steel bar frameworks of the vertical web girder 4 and the oblique web girder 5 are respectively anchored into the steel bar frameworks of the upper chord beam 1 and the lower chord beam 2.
A plurality of lower chord beam middle bending reinforcing steel bars 6 are arranged at the joint of the vertical web beam 4 and the reinforcing steel bar framework of the lower chord beam 2, the lower chord beam middle bending reinforcing steel bars penetrate through the reinforcing steel bar framework of the vertical web beam 4, and bend for 45 degrees towards the two sides after being anchored into the lower stress reinforcing steel bars of the reinforcing steel bar framework of the lower chord beam 2 in an inclined manner, and extend towards the two sides; the reinforcement frameworks of the oblique web girders 5 at two sides of the vertical web girder 4 are arranged in a crossed manner, a plurality of upper chord girder middle bending reinforcements 7 are arranged at the joints of the upper chord girder 1, the vertical web girder 4 and the reinforcement frameworks of the oblique web girders 5, the upper chord girder middle bending reinforcements 7 penetrate through the reinforcement frameworks of the vertical web girder 4 and the oblique web girders 5, and are obliquely anchored into the upper stress reinforcements of the reinforcement frameworks of the upper chord girder 1 at two sides and then bent by 45 degrees and extend towards two sides; the oblique web member 5 sets up lower chord roof beam tip 8 with the framework of steel reinforcement of 2 tip on the lower chord roof beam, the 8 curved reinforcing bars on the lower chord roof beam tip run through the framework of steel reinforcement of oblique web member 5, and one side slant anchor is buckled 45 behind the framework of steel reinforcement of lower chord roof beam 2 and is extended to the outside, and the horizontal anchor of opposite side is buckled 90 behind the framework of steel reinforcement's of frame post 3 outside atress reinforcing bar and is set up.
The end parts of the steel reinforcement frameworks of the vertical web beams 4 are anchored into the stressed steel reinforcements of the steel reinforcement frameworks of the upper chord beam 1 and the lower chord beam 2 and then bent by 90 degrees and extend to two sides; the end parts of the steel reinforcement frameworks of the oblique web girders 5 are anchored into the stressed steel reinforcements of the steel reinforcement frameworks of the upper chord beam 1 and the lower chord beam 2 and then are bent for 45 degrees.
The steel bar frameworks of the vertical web beam 4 and the oblique web beam 5 and the steel bar frameworks of the upper chord beam 1 and the lower chord beam 2 are in an armpit structure, and a bidirectional stirrup 9 is arranged in the armpit structure. The straight length of 45 degrees of buckling of the lower chord beam middle part bent steel bar 6 and the upper chord beam middle part bent steel bar 7 is 15d and more than or equal to 300mm, and the interval of the bidirectional stirrups 9 is 100 mm.
The utility model discloses a mode of increasing perpendicular web girder 4 and oblique web girder 5 turns into girder type transform structure with beam type transform structure, has changed the biography power route of upper portion load, unloads partial vertical load for perpendicular web girder 4, oblique web girder 5, and direct transmission plays the uninstallation effect for frame post 3.
Although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that modifications may be made to the embodiments or portions thereof without departing from the spirit and scope of the invention.
Claims (7)
1. A truss conversion layer structure node structure is characterized in that: the upper chord beam and the lower chord beam are connected with the top and the middle of the frame column respectively, the middle parts of the upper chord beam and the lower chord beam are connected with the vertical web beam, the two end parts of the lower chord beam are connected with the lower part of the oblique web beam respectively, and the middle parts of the upper uniform upper chord beams of the oblique web beam are connected.
2. The truss conversion layer structure node construction as claimed in claim 1, wherein: the end parts of the steel reinforcement frameworks of the upper chord beam and the lower chord beam are anchored into the steel reinforcement frameworks of the frame columns; the end parts of the steel reinforcement frameworks of the vertical web girder and the inclined web girder are respectively anchored into the steel reinforcement frameworks of the upper chord girder and the lower chord girder.
3. The truss conversion layer structure node construction as claimed in claim 2, wherein: a plurality of lower chord beam middle bending reinforcing steel bars are arranged at the joint of the vertical web beam and the reinforcing steel bar framework of the lower chord beam, penetrate through the reinforcing steel bar framework of the vertical web beam, are obliquely anchored into the lower part of the reinforcing steel bar framework of the lower chord beam towards two sides and then are bent by 45 degrees and extend towards two sides; the steel bar frameworks of the oblique web girders on the two sides of the vertical web girder are arranged in a crossed manner, a plurality of upper chord girder middle bending steel bars are arranged at the joints of the upper chord girder, the vertical web girder and the steel bar frameworks of the oblique web girders, the upper chord girder middle bending steel bars penetrate through the steel bar frameworks of the vertical web girder and the oblique web girders, and are anchored into the upper parts of the steel bar frameworks of the upper chord girder obliquely towards the two sides and then bent by 45 degrees to extend towards the two sides; the oblique web member sets up the curved reinforcing bar of lower chord end portion with the steel reinforcement of lower chord end portion's junction, the curved reinforcing bar of lower chord end portion runs through the steel reinforcement of oblique web member, and one side slant anchor is buckled 45 after going into the steel reinforcement of lower chord end portion and is extended to the outside, and the horizontal anchor of opposite side goes into the steel reinforcement of frame post outside back bend 90 settings.
4. The truss conversion layer structure node construction as claimed in claim 3, wherein: the end parts of the steel reinforcement frameworks of the vertical web beams are anchored into the steel reinforcement frameworks of the upper chord beam and the lower chord beam and then bent by 90 degrees to extend to two sides; the end parts of the steel reinforcement frameworks of the oblique web girder are anchored into the steel reinforcement frameworks of the upper chord girder and the lower chord girder and then bent for 45 degrees.
5. The truss conversion layer structure node construction as claimed in claim 4, wherein: the steel reinforcement framework of erecting web beam and oblique web beam and the steel reinforcement framework's of last string roof beam and lower chord roof beam junction are haunched structure, set up two-way stirrup in the haunched structure.
6. The truss conversion layer structure node construction as claimed in claim 5, wherein: the straight length of 45-degree bending of the lower chord beam middle bent reinforcing steel bar and the upper chord beam middle bent reinforcing steel bar is 15d and is more than or equal to 300 mm.
7. The truss conversion layer structure node construction as claimed in claim 5, wherein: the distance between the two-way stirrups is 100 mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020232827.6U CN211816898U (en) | 2020-03-02 | 2020-03-02 | Truss conversion layer structure node structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020232827.6U CN211816898U (en) | 2020-03-02 | 2020-03-02 | Truss conversion layer structure node structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN211816898U true CN211816898U (en) | 2020-10-30 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202020232827.6U Expired - Fee Related CN211816898U (en) | 2020-03-02 | 2020-03-02 | Truss conversion layer structure node structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN211816898U (en) |
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2020
- 2020-03-02 CN CN202020232827.6U patent/CN211816898U/en not_active Expired - Fee Related
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| GR01 | Patent grant | ||
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| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20201030 Termination date: 20210302 |