CN214738792U

CN214738792U - Eccentric outrigger truss node structure

Info

Publication number: CN214738792U
Application number: CN202023197126.2U
Authority: CN
Inventors: 龚铭; 师建伟; 徐浩翔; 王�琦
Original assignee: Goa Architecture Design Co ltd
Current assignee: Goa Architecture Design Co ltd
Priority date: 2020-12-25
Filing date: 2020-12-25
Publication date: 2021-11-16
Anticipated expiration: 2030-12-25

Abstract

The utility model discloses an eccentric outrigger truss node structure, which comprises a vertical steel rib, an outrigger truss chord member and an outrigger truss web member, wherein the vertical steel rib is arranged in a concrete wall, the outrigger truss chord member is fixedly connected with the vertical steel rib, the outrigger truss chord member and the outrigger truss web member are arranged in an angle and converge at the vertical steel rib, and the outrigger truss web member is arranged below the outrigger truss chord member; the axes of the boom truss chord member and the boom truss web member are respectively intersected with the axis of the vertical steel rib, and the distance between the two intersection points is the axis eccentricity. This structure can effectively guarantee that transition steel sheet stress is even, avoids appearing stress concentration at the edge of transition steel sheet for pass the power route as far as directly as, guaranteed the rationality of node atress, can effectively reduce transition steel sheet thickness simultaneously, save the steel quantity of node, and reduce the processing and install the degree of difficulty.

Description

Eccentric outrigger truss node structure

Technical Field

The utility model relates to a truss technical field specifically is an eccentric formula outrigger truss node structure.

Background

The frame-core tube structure system is a structure system which is often adopted in a super high-rise building structure, and when the lateral stiffness of the frame-core tube structure is insufficient, a waist truss or an outrigger truss is usually added to improve the overall lateral stiffness of the structure. The floor on which the waist truss or the outrigger truss is provided is generally defined as a reinforcing layer. The influence of the waist truss and the outrigger truss on the structure is integral and is not limited to only one layer on which the waist truss or the outrigger truss is arranged. The purpose of arranging the waist truss or the outrigger truss is to improve the overall lateral stiffness of the structure, rather than increasing the floor stiffness of a certain floor. Therefore, the outrigger truss members in the reinforcing layer are subjected to much greater forces than the members of other standard floors.

The outrigger truss needs to coordinate the deformation of the core tube and the outer frame column, and the stress is very large. The huge internal force of the outrigger truss needs to be transmitted at the connecting node of the outrigger truss and the core tube, the size of the member connected at the node is limited by the thickness of the concrete wall, the size of the node is very limited, obvious stress concentration can be generated, and the stress of the node at the position is very complex.

If the connection node of the outrigger truss and the core tube is not processed well, the concrete wall and the floor slab at the connection node can crack, even the node is damaged before the outrigger member, and the whole safety problem is brought to the building.

In the prior design of the connection node of the outrigger truss and the core barrel, the following technical scheme is generally adopted:

1. the core tube concrete wall is internally provided with vertical steel ribs, and the axes of the steel ribs and the chord member axes and the web member axes of the outrigger truss are intersected at one point;

2. arranging horizontal section steel in the core cylinder concrete wall at the corresponding position of the boom truss chord member;

3. vertical rectangular thick transition steel plates are arranged between chords and webs of the outrigger truss, the huge axial force of web members of the outrigger truss is transmitted to vertical steel ribs arranged in the core tube concrete wall, and then the force is gradually transmitted to the concrete wall by the vertical steel ribs and the horizontal steel;

4. the vertical transition steel plate is positioned in the web plane of the boom truss chord member and the web member: and the plane is reinforced by adopting a stiffening plate to prevent the instability outside the plane.

The prior connecting technology of the outrigger truss and the core barrel has the following defects:

at the connecting node of the outrigger truss and the core tube, the axis of the steel rib in the concrete wall and the axis of the chord member of the outrigger truss intersect with the axis of the web member at the same point, so that the axial force transmission path of the web member of the outrigger truss is indirect, the stress of the vertical transition steel plate is extremely uneven, and the stress in the plane of the transition steel plate is mainly concentrated at one side close to the outer edge of the chord member of the outrigger truss. In order to control the stress of the transition steel plate within the yield stress range, the method only can be used for thickening the thickness of the transition steel plate, the stress of the transition steel plate is uneven, the maximum stress is concentrated in a minimum area, the method for thickening the whole transition steel plate obviously wastes materials, the node is excessively heavy, the steel consumption is increased, and meanwhile, great difficulty is caused to processing work and hoisting work.

Disclosure of Invention

In order to overcome the defects in the prior art, the utility model aims to provide an eccentric outrigger truss node structure, this structure can effectively guarantee that transition steel sheet stress is even, avoid appearing stress concentration at the edge of transition steel sheet, make the power transmission route direct as far as, the rationality of node atress has been guaranteed, can effectively reduce transition steel sheet thickness simultaneously, save the steel quantity of node, and reduce processing and the installation degree of difficulty, be favorable to the popularization and the application of above-mentioned eccentric outrigger truss node structure in truss technical field.

In order to realize the aim, the utility model adopts the following technical scheme that the eccentric outrigger truss node structure comprises a vertical steel rib, an outrigger truss chord member and an outrigger truss web member, wherein the vertical steel rib is arranged in a concrete wall, the outrigger truss chord member is fixedly connected with the vertical steel rib, the outrigger truss chord member and the outrigger truss web member are arranged at an angle and converge at the vertical steel rib, and the outrigger truss web member is arranged below the outrigger truss chord member; the axes of the boom truss chord member and the boom truss web member are respectively intersected with the axis of the vertical steel rib, and the distance between the two intersection points is the axis eccentricity.

As an optimized scheme of the utility model, the central axis of vertical shaped steel reinforcing bar with the surperficial parallel arrangement of concrete wall.

As an optimized scheme of the utility model, the outrigger truss web member is located the setting under the outrigger truss chord member.

As an optimized scheme of the utility model, corresponding to the position on the edge of a wing of outrigger truss chord member has set firmly horizontal stiffener two, two form the node domain between the horizontal stiffener two.

As an optimized scheme of the utility model, the edge of a wing of outrigger truss web member with concrete wall contactless setting, the web of outrigger truss web member link firmly in on the edge of a wing of vertical shaped steel reinforcing bar.

As an optimized proposal of the utility model, the extension line of the inner edge of the web member of the outrigger truss and the crossed position of the vertical steel rib are provided with a transverse stiffening plate I.

As an optimized scheme of the utility model, the outrigger truss chord member with outrigger truss web member junction is provided with vertical transition steel sheet, vertical transition steel sheet with the web of outrigger truss web member is located same vertical plane.

As an optimized proposal of the utility model, the size of the axis eccentricity is 0.5 to 1 times of the height of the cross section of the web rod of the outrigger truss.

As an optimized scheme of the utility model, correspond outrigger truss chord member the concrete wall is inside to be provided with horizontal shaped steel.

As a preferred scheme of the utility model, horizontal shaped steel with be equipped with vertical haunching between the vertical shaped steel reinforcing bar, vertical haunching comprises vertical haunching edge of a wing and vertical haunching web.

The utility model provides an eccentric outrigger truss node structure, through setting up vertical shaped steel reinforcing bar, outrigger truss chord member and outrigger truss web member, the axis of outrigger truss chord member and outrigger truss web member intersects with the axis of vertical shaped steel reinforcing bar respectively simultaneously, distance between two nodical is the eccentric distance setting of axis, can effectively guarantee that transition steel sheet stress is even, avoid the stress concentration appearing at the edge of transition steel sheet, make the path of passing force direct as far as, the rationality of node atress has been guaranteed, can effectively reduce transition steel sheet thickness simultaneously, save the steel quantity of node, and reduce the processing and the installation degree of difficulty, be favorable to the popularization and the application of above-mentioned eccentric outrigger truss node structure in truss technical field.

Drawings

FIG. 1 is a schematic structural diagram of a node structure of an eccentric outrigger truss according to an embodiment;

fig. 2 is a schematic view of the structure from a-a in fig. 1.

Reference numerals: 1. a concrete wall; 2. vertical steel ribs; 3. horizontal section steel; 4. a second transverse stiffening plate; 5. a node domain; 6. an outer edge extension line; 7. boom chord members; 8. a vertical transition steel plate; 9. boom truss web members; 10. vertically adding armpits; 11. a vertical haunch web; 12. a vertical haunch flange; 13. a transverse stiffening plate I; 14. an inner edge extension line; a. the eccentricity of the axis; H. the height of the cross section.

Detailed Description

The following describes embodiments of the present invention in detail with reference to the accompanying drawings.

Example (b): as shown in fig. 1-2, an eccentric outrigger truss node structure, including vertical shaped steel reinforcing bar 2, outrigger truss chord member 7 and outrigger truss web member 9, in order to guarantee the stability of structure, set up above-mentioned vertical shaped steel reinforcing bar 2 in concrete wall 1, the central axis of above-mentioned vertical shaped steel reinforcing bar 2 and the surface parallel arrangement of above-mentioned concrete wall 1, perhaps say that the web of vertical shaped steel reinforcing bar 2 and the wall parallel arrangement of concrete wall 1, avoid setting up the stress concentration that causes because of the slope.

The flange and the web of the boom truss chord member 7 are fixedly connected to the flange of the vertical steel skeleton 2 in a welding mode, the boom truss chord member 7 and the boom truss web member 9 are arranged at an angle and converged at the vertical steel skeleton 2, a transverse stiffening plate two 4 is fixedly arranged at a position corresponding to the flange of the boom truss chord member 7, and a node area 5 is formed between the two transverse stiffening plates two 4.

The boom truss web member 9 is disposed below the boom truss chord member 7, preferably, the boom truss web member 9 is disposed right below the boom truss chord member 7, so that the boom truss web member 9 and the boom truss chord member 7 are disposed in the same vertical plane, thereby ensuring the stability of the eccentric boom truss node structure and the smoothness of the appearance.

The flange of the boom truss web member 9 is arranged in a non-contact manner with the concrete wall 1, namely the flange of the boom truss web member 9 is cut off before encountering the concrete wall 1, only the web plate of the boom truss web member 9 is fixedly connected to the flange of the vertical steel rib 2 in a welding manner, and a transverse stiffening plate 13 is arranged at the intersection position of the inner edge extension line 14 of the boom truss web member 9 and the vertical steel rib 2.

The vertical transition steel plate 8 is arranged at the intersection of the boom truss chord member 7 and the boom truss web member 9, and the vertical transition steel plate 8 and the web plate of the boom truss web member 9 are positioned in the same vertical plane.

The axial lines of the boom truss chord member 7 and the boom truss web member 9 are respectively intersected with the axial line of the vertical steel skeleton 2, the distance between two intersection points is axial eccentricity a, and the size of the axial eccentricity a is 0.5-1 times of the section height H of the boom truss web member 9. Under the action of horizontal load of a high layer, the boom chord member 7 and the boom truss web member 9 bear great pressure or tension at the same time, and the pressure or tension borne by the boom truss web member 9 is far greater than the internal force borne by the boom chord member 7; if the axes of the boom truss chord member 7 and the boom truss web member 9 intersect with the axis of the vertical steel skeleton 2 at one point, the axial force is mainly the axial force of the boom truss web member 9, and the main stress is basically concentrated on the outer edges of the boom truss chord member 7 and the boom truss web member 9 at the intersection of the nodes, so that serious stress concentration is caused, the stress on the vertical transition steel plate 8 is uneven, and the utilization rate of steel is low. The axes of the boom truss chord member 7 and the boom truss web member 9 are respectively converged with the axis of the vertical steel skeleton 2, and a certain axis eccentricity a is reserved, so that the center line of the force of the boom truss web member 9 passes through the node area of the node, the stress born by the vertical transition steel plate 8 is uniform, and the utilization rate of steel is improved.

Because the axis of outrigger truss chord member 7 and outrigger truss web member 9 has off-centre at the nodical of vertical shaped steel reinforcing bar 2's axis, bring unfavorable to vertical shaped steel reinforcing bar 2 atress, consequently set up horizontal shaped steel 3 in the concrete wall, and set up vertical haunching 10 between horizontal shaped steel 3 and vertical shaped steel reinforcing bar 2, unbalanced force in the area for the balance eccentricity, simultaneously, horizontal shaped steel 3 and vertical haunching 10 can be with the even transmission of axial force in node region for concrete wall 1, above-mentioned vertical haunching 10 comprises vertical haunching edge of a wing 12 and vertical haunching web 11.

An eccentric outrigger truss node structure in this embodiment, through setting up vertical shaped steel reinforcing bar 2, outrigger truss chord member 7 and outrigger truss web member 9, it is even to effectively guarantee transition steel sheet stress, avoid the stress concentration to appear at the edge of transition steel sheet, make pass the power route as far as directness, the rationality of node atress has been guaranteed, can effectively reduce transition steel sheet thickness simultaneously, save the steel quantity of node, and reduce processing and the installation degree of difficulty, be favorable to the popularization and the application of above-mentioned eccentric outrigger truss node structure in truss technical field.

The previous description of the disclosed embodiments is provided to enable any person skilled in the art to make or use the present invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the invention; thus, the present invention is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Although the reference numerals in the figures are used more here: 1. a concrete wall; 2. vertical steel ribs; 3. horizontal section steel; 4. a second transverse stiffening plate; 5. a node domain; 6. an outer edge extension line; 7. boom chord members; 8. a vertical transition steel plate; 9. boom truss web members; 10. vertically adding armpits; 11. a vertical haunch web; 12. a vertical haunch flange; 13. a transverse stiffening plate I; 14. an inner edge extension line; a. the eccentricity of the axis; H. section height, etc., but does not exclude the possibility of using other terms. These terms are used merely to more conveniently describe and explain the nature of the present invention; they are to be construed in a manner that is inconsistent with the spirit of the invention.

Claims

1. The utility model provides an eccentric formula outrigger truss node structure which characterized in that: the concrete wall is characterized by comprising a vertical steel rib (2), an outrigger truss chord member (7) and an outrigger truss web member (9), wherein the vertical steel rib (2) is arranged in the concrete wall (1), the outrigger truss chord member (7) is fixedly connected to the vertical steel rib (2), the outrigger truss chord member (7) and the outrigger truss web member (9) are arranged in an angle and converge at the vertical steel rib (2), and the outrigger truss web member (9) is arranged below the outrigger truss chord member (7); the axial lines of the boom truss chord member (7) and the boom truss web member (9) are respectively intersected with the axial line of the vertical steel skeleton (2), and the distance between the two intersection points is the axial line eccentricity (a).

2. The eccentric outrigger truss node structure of claim 1, wherein: the central axis of the vertical steel skeleton (2) is parallel to the surface of the concrete wall (1).

3. The eccentric outrigger truss joint structure of claim 2, wherein: the boom truss web member (9) is arranged right below the boom truss chord member (7).

4. The eccentric outrigger truss joint structure of claim 3, wherein: and a second transverse stiffening plate (4) is fixedly arranged at a position corresponding to the flange of the boom truss chord member (7), and a node area (5) is formed between the two second transverse stiffening plates (4).

5. The eccentric outrigger truss joint structure of claim 4, wherein: the flange of the outrigger truss web member (9) is arranged in a non-contact manner with the concrete wall (1), and the web plate of the outrigger truss web member (9) is fixedly connected to the flange of the vertical steel rib (2).

6. The eccentric outrigger truss joint structure of claim 5, wherein: and a transverse stiffening plate I (13) is arranged at the crossed position of an extension line (14) of the inner edge of the outrigger truss web member (9) and the vertical steel rib (2).

7. The eccentric outrigger truss joint structure of claim 6, wherein: the vertical transition steel plate (8) is arranged at the junction of the boom truss chord member (7) and the boom truss web member (9), and the vertical transition steel plate (8) and the web of the boom truss web member (9) are located on the same vertical plane.

8. The eccentric outrigger truss joint structure of claim 7, wherein: the size of the axial eccentricity (a) is 0.5-1 times of the section height (H) of the outrigger truss web member (9).

9. The eccentric outrigger truss joint structure of claim 8, wherein: and horizontal section steel (3) is arranged in the concrete wall (1) corresponding to the outrigger truss chord member (7).

10. The eccentric outrigger truss joint structure of claim 9, wherein: vertical haunching arms (10) are arranged between the horizontal steel sections (3) and the vertical steel section steel ribs (2), and the vertical haunching arms (10) are composed of vertical haunching flange (12) and vertical haunching web plates (11).