An intercolumnar support structure

Abstract

The utility model relates to the field of building, concretely relates to a column interval support structure, including upper tie and lower tie, upper tie and lower tie parallelly arranged, upper tie and lower tie both ends are fixed on two steel columns respectively, and the upper tie and lower tie between the oblique setting has a plurality of upper abdominal pole, and the both ends of upper abdominal pole are fixedly connected with upper tie and lower tie respectively, and the bottom end between lower tie and steel column is obliquely connected with two inclined supports, two inclined supports are symmetrically arranged, and two inclined supports outside are obliquely connected with lower abdominal pole, and the top end of lower abdominal pole is fixedly connected with the end part of lower tie, and upper tie, lower tie, upper abdominal pole, lower abdominal pole and inclined support all adopt round pipe. The utility model can solve the problem that the stress effect of the prior art column interval support structure is poor.

Description

Technical Field

[0001] This utility model relates to the field of buildings, specifically to a column support structure. Background Technology

[0002] Currently, inter-column bracing structures are widely used in various types of buildings. For example, in steel structure buildings, inter-column bracing can not only effectively resist horizontal forces such as wind loads and seismic forces, but also reduce structural lateral displacement, provide lateral support points for columns, thereby improving the compressive stability of columns and reducing their slenderness ratio; it can also provide temporary stability for the structure during the construction phase.

[0003] However, some existing inter-column bracing structures have numerous problems in practical applications. Regarding material selection, some inter-column bracing structures use rectangular tubes. Taking one such structure (publication number: CN210562628U) as an example, this structure performs poorly in terms of load-bearing capacity: the cross-sectional characteristics of the rectangular tube prevent it from efficiently distributing and transferring loads under complex stresses, thus limiting the overall load-bearing capacity and stability of the structure. Furthermore, for the same diameter requirement, due to the shape and size characteristics of the rectangular tube, more raw materials are needed to meet the same mechanical performance requirements, which undoubtedly increases material costs. Utility Model Content

[0004] The present invention aims to provide a column support structure to solve the problem of poor stress-bearing effect of existing column support structures.

[0005] To achieve the above objectives, the present invention adopts the following technical solution:

[0006] A column support structure includes an upper tie rod and a lower tie rod, which are arranged in parallel. The two ends of the upper tie rod and the lower tie rod are respectively fixed to two steel columns. Several upper web members are inclinedly arranged between the upper tie rod and the lower tie rod. The two ends of the upper web members are fixedly connected to the upper tie rod and the lower tie rod respectively. Two diagonal supports are inclinedly connected between the lower tie rod and the bottom end of the steel column. The two diagonal supports are symmetrically arranged. Lower web members are inclinedly connected to the outer side of the two diagonal supports. The top end of the lower web members is fixedly connected to the end of the lower tie rod. The upper tie rod, the lower tie rod, the upper web members, the lower web members and the diagonal supports are all made of round tubes.

[0007] Preferably, as an improvement, the upper web member includes a first upper web member and a second upper web member. The first upper web member and the second upper web member are staggered and their inclination directions are opposite. The first upper web members are arranged parallel to each other, and the second upper web members are also arranged parallel to each other. The connection points of two adjacent first upper web members and the second upper web member with the lower tie rod are located at the same location, and the connection points of two adjacent first upper web members and the second upper web member with the upper tie rod are also located at the same location.

[0008] Preferably, as an improvement, there are two upper web members, one first and one second.

[0009] Preferably, as an improvement, there is only one connection point between two adjacent first upper web members and second upper web members and the upper tie rod, and it is located in the middle of the upper tie rod.

[0010] Preferably, as an improvement, there are two connection points between the two adjacent first upper web members and the lower tie rod, and they are located at the connection points between the diagonal support and the lower tie rod, respectively.

[0011] Preferably, as an improvement, the upper and lower web members have the same diameter, the upper tie rod, the lower tie rod, and the diagonal support have the same diameter, and the diameter of the upper web member is smaller than the diameter of the upper tie rod.

[0012] Preferably, as an improvement, the included angle between two adjacent first upper web members and second upper web members is 95°-105°.

[0013] Preferably, as an improvement, the angle between the diagonal brace and the lower tie rod is 70°-75°.

[0014] Preferably, as an improvement, the angle between the lower web member and the diagonal support is 45°-50°.

[0015] The advantages of this solution are:

[0016] 1. The upper and lower tie rods are set in parallel and fixed to the steel columns at both ends, providing a basic load-bearing frame for the entire inter-column support, establishing the horizontal benchmark and spatial span support foundation of the structure, so that the steel columns form a stable lateral force unit, initially defining the overall outline and anti-lateral displacement benchmark stiffness of the structure. When resisting external horizontal loads (such as wind loads and seismic horizontal action), the load can be initially distributed through the tensile and compressive deformation of the upper and lower tie rods in coordination with the steel columns.

[0017] 2. Several upper web members are inclined to connect the upper and lower tie rods, transferring the local load borne by the upper tie rods to the lower tie rods and steel columns through the upper web members. Compared to horizontal or vertical arrangements, the inclined arrangement makes the force transmission path more consistent with the truss force logic, utilizing axial stiffness for load bearing, reducing bending deformation, and improving the shear and bending resistance synergy between the upper and lower tie rods. This allows the load of the upper structure to be more evenly distributed to the lower tie rods and steel columns, avoiding local stress concentration. Furthermore, the first and second upper web members are staggered and inclined in opposite directions, while the first and second upper web members are also parallel to each other. This further optimizes the force flow direction, making the load more evenly distributed along the length of the upper and lower tie rods, and improving the overall consistency of the upper structure's resistance to deformation.

[0018] 3. The inclined bracing connects the lower tie rod to the bottom of the steel column, creating an "inclined force transmission path" from the lower tie rod to the steel column foundation. Under external loads (especially horizontal loads), the inclined bracing can transfer the horizontal and vertical forces of the lower tie rod to the bottom of the steel column through axial tension and compression, utilizing the vertical stiffness of the steel column to guide the load into the foundation. The 70°-75° angle between the inclined bracing and the lower tie rod adapts to the force decomposition requirements, optimizing force transmission efficiency and preventing damage to the connection node between the lower tie rod and the steel column due to load concentration.

[0019] 4. The lower web member is inclined to connect the outer side of the diagonal brace to the end of the lower tie rod, forming a "triangular load-bearing unit" with the diagonal brace and the lower tie rod. On the one hand, by utilizing the stable geometric properties of a triangle, the local stiffness of the connection area between the diagonal brace and the lower tie rod is enhanced, reducing the deformation of this node under load. On the other hand, the load at the end of the lower tie rod and part of the load of the diagonal brace are redistributed through their own axial force to the connection node between the diagonal brace and the steel column, thus coordinating the distribution of load and improving the overall anti-overturning and anti-lateral displacement performance of the lower structure. This makes the load transfer more "stepped" and avoids stress concentration at a single node.

[0020] 5. In this design, all members are made of circular tubes. The cross-section of circular tubes is isotropic, resulting in uniform stress distribution under axial tension and compression, thus fully utilizing the mechanical properties of steel. Compared to structural steel (such as angle steel and channel steel), circular tubes have higher torsional stiffness under bending. In inter-column bracing, a structure that needs to resist tension and compression while experiencing some bending deformation, this reduces strength reduction caused by component torsion and local bending, thereby improving structural fatigue performance.

[0021] 6. The upper and lower web members have the same diameter, as do the upper tie rod, lower tie rod, and diagonal brace. The upper and lower web members have smaller diameters, while the upper tie rod, lower tie rod, and diagonal brace have larger diameters. This design satisfies the requirements of mechanics and material compatibility: the upper and lower tie rods, as the main horizontal force transmission components, require higher bending and shear stiffness, and the large-diameter circular tubes can provide a larger section modulus; the diagonal brace bears the main load transfer from the lower tie rod to the steel column, and its large diameter can accommodate its large axial load requirements; the upper web member has a relatively smaller load, and the small-diameter circular tubes, while meeting strength requirements, can reduce material usage, achieving precise force transmission and cost control.

[0022] 6. The included angle of the upper web members should be controlled between 95° and 105° to adapt to the load characteristics of the upper structure. If the included angle is too large, the inclination of the upper web members will be too small, resulting in insufficient vertical component of the axial force, which is not conducive to the downward transmission of load; if the included angle is too small, the inclination will be too large, and the excessive horizontal component will increase the risk of bending of the upper tie rod. The range of 95°-105° can achieve a balance between "vertical force transmission efficiency" and "horizontal force control", allowing the upper web members to effectively transmit vertical loads without excessively increasing the additional bending moment of the upper tie rod, thus optimizing the stress state of the upper structure.

[0023] 7. The angle between the diagonal brace and the lower tie rod should be controlled at 70°-75°. At this angle, the horizontal component of the axial force of the diagonal brace can better cooperate with the steel column to resist lateral displacement, and the vertical component can stabilize the bottom of the steel column. This makes the force on the steel column and the diagonal brace more suitable for the stiffness requirements under horizontal load, avoiding the problem of excessive horizontal force causing the foundation to crack due to unreasonable angle, or insufficient vertical force failing to stabilize the steel column.

[0024] 8. The angle between the lower web member and the diagonal brace is controlled between 45° and 50°. This angle ensures that the axial force of the lower web member, the axial force of the diagonal brace, and the reaction force at the end of the lower tie rod form a reasonable closed triangle of forces. This guarantees the geometric stability of the triangular unit while keeping the axial forces of each component within a reasonable range. It avoids excessive stress on the lower web member due to an excessively large angle, or excessive horizontal force on the diagonal brace due to an excessively small angle, thus optimizing the stress efficiency of the local triangular unit and improving the deformation resistance of the lower part of the structure. Attached Figure Description

[0025] Figure 1 This is a structural schematic diagram of an embodiment of the present utility model.

[0026] Figure 2 for Figure 1 A schematic diagram of the structure of part A.

[0027] The reference numerals in the accompanying drawings of the instruction manual include: upper tie rod 1, lower tie rod 2, first upper web rod 3, second upper web rod 4, lower web rod 5, diagonal support 6, steel column 7, end plate 8, high-strength bolt 9, insert plate 10, and connecting plate 11. Detailed Implementation

[0028] The following detailed description illustrates the specific implementation method:

[0029] Example 1

[0030] like Figure 1 As shown, an inter-column support structure includes an upper tie rod 1 and a lower tie rod 2, which are arranged in parallel and connected at both ends to two steel columns 7. Several upper web members are inclinedly arranged between the upper tie rod 1 and the lower tie rod 2, with their ends directly welded to the upper tie rod 1 and the lower tie rod 2 respectively. Two inclined supports 6 are inclinedly connected between the lower tie rod 2 and the bottom end of the steel column 7, and the two inclined supports 6 are symmetrically arranged. Lower web members 5 are inclinedly welded to the outside of the two inclined supports 6, and the top end of the lower web members 5 is welded to the end of the lower tie rod 2. It is worth noting that the upper tie rod 1, lower tie rod 2, upper web members, lower web members 5, and inclined supports 6 are all made of round tubing.

[0031] The upper web members include a first upper web member 3 and a second upper web member 4, which are staggered and have opposite inclination directions. The first upper web members 3 and 4 are arranged parallel to each other. In this embodiment, there are two first upper web members 3 and two upper web members 4. Each pair of adjacent first upper web members 3 and 4 has only one connection point with the upper tie rod 1, located at the middle of the upper tie rod 1; while each pair of adjacent first upper web members 3 and 4 has two connection points with the lower tie rod 2, located at the connection points between the diagonal support 6 and the lower tie rod 2. The included angle α between adjacent first upper web members 3 and 4 is 95°-105°; the included angle b between the diagonal support 6 and the lower tie rod 2 is 70°-75°; and the included angle c between the lower web member 5 and the diagonal support 6 is 45°-50°. The upper web member and the lower web member 5 have the same diameter. The upper tie rod 1, the lower tie rod 2 and the diagonal support 6 have the same diameter, and the diameter of the upper web member is smaller than that of the upper tie rod 1.

[0032] Combination Figure 2 As shown, the upper tie rod 1 is connected to the steel column 7, the lower tie rod 2 to the steel column 7, the diagonal support 6 to the lower tie rod 2, and the diagonal support 6 to the steel column 7, all via a structure of end plate 8 + insert plate 10, and connected with high-strength bolts 9. This embodiment takes the connection between the diagonal support 6 and the steel column 7 as an example. Specifically, an end plate 8 is welded to the end of the diagonal support 6, and the end plate 8 is perpendicular to the axis of the corresponding diagonal support 6. The end plate 8 has a slot that matches the insert plate 10. A connecting plate 11 is pre-welded to the corresponding connection position at the bottom of the steel column 7, and the connecting plate 11 also has a hole that matches the insert plate 10. During connection, the insert plate 10 is inserted into the slot of the end plate 8 and the hole of the connecting plate 11, and then the high-strength bolts 9 are inserted and tightened to achieve a secure connection.

[0033] In this design, circular tubes are used as the material for all components. Compared with traditional rectangular tube inter-column bracing structures, this optimizes the stress performance, enabling more efficient distribution and transfer of loads. Simultaneously, it reduces material consumption and lowers costs while maintaining the same diameter. Furthermore, the welding between components, the connection method of the end plates 8 + insert plates 10 with high-strength bolts 9 and connecting plates 11, and the reasonable angle settings further enhance the stability and reliability of the entire inter-column bracing structure.

[0034] The above descriptions are merely embodiments of this utility model. Commonly known technical solutions and / or characteristics are not described in detail here. It should be noted that those skilled in the art can make various modifications and improvements without departing from the technical solution of this utility model. These modifications and improvements should also be considered within the scope of protection of this utility model, and will not affect the effectiveness of the implementation of this utility model or the practicality of the patent. The scope of protection claimed in this application should be determined by the content of its claims, and the specific embodiments described in the specification can be used to interpret the content of the claims.

Claims

1. A column-support structure, characterized in that: It includes an upper tie rod and a lower tie rod, which are arranged in parallel. The two ends of the upper tie rod and the lower tie rod are fixed to two steel columns respectively. Several upper web members are inclined between the upper tie rod and the lower tie rod. The two ends of the upper web members are fixedly connected to the upper tie rod and the lower tie rod respectively. Two diagonal supports are inclinedly connected between the lower tie rod and the bottom end of the steel column. The two diagonal supports are arranged symmetrically. Lower web members are inclinedly connected to the outside of the two diagonal supports. The top of the lower web members is fixedly connected to the end of the lower tie rod. The upper tie rod, the lower tie rod, the upper web members, the lower web members and the diagonal supports are all made of round tubes.

2. The inter-column support structure according to claim 1, characterized in that: The upper web member includes a first upper web member and a second upper web member. The first upper web member and the second upper web member are staggered and their inclination directions are opposite. The first upper web members are arranged parallel to each other, and the second upper web members are also arranged parallel to each other. The connection points of two adjacent first upper web members and the second upper web member with the lower tie rod are located at the same point, and the connection points of two adjacent first upper web members and the second upper web member with the upper tie rod are also located at the same point.

3. The inter-column support structure according to claim 2, characterized in that: There are two upper abdominal rods, one for the first and one for the second.

4. The inter-column support structure according to claim 3, characterized in that: There is only one connection point between each of the two adjacent first and second upper web members and the upper tie rod, and it is located in the middle of the upper tie rod.

5. The inter-column support structure according to claim 4, characterized in that: There are two connection points between the two adjacent first upper web members and the second upper web members and the lower tie rod, and they are located at the connection points between the diagonal support and the lower tie rod, respectively.

6. The inter-column support structure according to claim 5, characterized in that: The upper and lower web members have the same diameter, and the upper tie rod, lower tie rod, and diagonal support all have the same diameter. The diameter of the upper web member is smaller than that of the upper tie rod.

7. The inter-column support structure according to claim 6, characterized in that: The angle between two adjacent first and second upper web members is 95°-105°.

8. The inter-column support structure according to claim 7, characterized in that: The angle between the diagonal brace and the lower tie rod is 70°-75°.

9. A column support structure according to claim 8, characterized in that: The angle between the lower web member and the diagonal support is 45°-50°.

Images