Frame staggered floor node anchoring device
By laying X-shaped anchors in the beam core area of the frame disassembled nodes, the problems of complex construction and low efficiency in the prior art are solved, and the effect of simplifying the construction process and improving shear resistance is achieved.
Patent Information
- Application Number
- CN202421486125.5
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-06-26
- Publication Date
- 2025-04-04
- Estimated Expiration
- 2034-06-26
AI Technical Summary
When the prior art improves the shear resistance of the frame skewed nodes, it needs to be redesigned and calculated, resulting in complex construction links, reducing construction efficiency, and increasing labor and material costs.
Two sets of X-shaped anchors with the same structure are arranged in the core areas of the two beams at the disassembled nodes of the frame. By strengthening the design of steel bars, the anchor connection between the two beams is realized and the shear resistance is improved.
There is no need to change the original structure, simplify the construction process, improve construction efficiency, reduce construction costs, and reduce the main tensile stress of concrete under the same external force conditions to delay the occurrence of cracks in the core area.
Smart Images
Figure CN222716202U_ABST
Abstract
Description
Technical Field
[0001] The utility model belongs to the field of building structures, specifically relates to the technical field of staggered-layer nodes, and in particular to a frame staggered-layer node anchoring device. Background Art
[0002] The beam-column joint is an important part of the seismic design of reinforced concrete frames. Since the 1970s, technicians have fully realized that the joint is the weak link in the seismic resistance of the structure. So far, most of the node research work has been carried out on the conventional beam joints with equal heights on both sides of the structure. With the development of the economy and the continuous progress of society, people have higher and higher requirements for the appearance of the building's use function. The split-level frame structure is a common form of building structure. It means that in the frame structure, the beam-column joints of certain levels are not on the same horizontal plane, but staggered at a certain height to form a split-level structural layout. The split-level frame structure has certain aesthetics and functionality, which can meet different building functions and space requirements, and can also improve the wind resistance of the building. However, the split-level structure easily leads to the formation of short-loaded components in the frame structure, such as short walls and short columns. During the force-bearing process, stress concentration occurs due to excessive lateral stiffness, forming a unique structural type of weak parts.
[0003] At present, in order to enhance the shear bearing capacity of the core area of the frame staggered node, construction workers generally adopt the method of increasing the cross-sectional area of the frame column or the cross-sectional area of the frame beam; although the above-mentioned construction methods can improve the shear resistance of the structure to a certain extent, since the cross-sectional area of the frame column or the cross-sectional area of the frame beam needs to be increased, it is necessary to make changes and adjustments to the original frame staggered node, and redesign and calculate, which makes the entire construction process very complicated, and then leads to low construction efficiency of construction workers in actual projects, affecting the construction progress of the entire project; and the above-mentioned construction methods also require a lot of manpower and material costs.
[0004] It can be seen that in order to improve the shear resistance of the frame staggered nodes, the construction method of increasing the cross-sectional area of the frame columns or the cross-sectional area of the frame beams is adopted. It is necessary to redesign and calculate and adjust the original frame staggered nodes, which makes the construction process very complicated and greatly reduces the construction efficiency. Utility Model Content
[0005] The utility model aims to provide a frame staggered node anchoring device to solve the technical problem that the construction process becomes very complicated and the construction efficiency is greatly reduced due to the construction method of increasing the cross-sectional area of the frame column or the cross-sectional area of the frame beam, which requires redesigning and calculating, and adjusting the original frame staggered node.
[0006] In order to achieve the above purpose, the utility model adopts the following technical contents:
[0007] A frame staggered node anchoring device comprises two sets of X-shaped anchors with the same structure;
[0008] One group of the X-shaped anchors is arranged at the core area of the first beam of the frame staggered layer, and the other group of the X-shaped anchors is arranged at the core area of the second beam of the frame staggered layer node; the two groups of the X-shaped anchors are arranged in a centrally symmetrical manner; wherein the first beam and the second beam have the same structure, are connected by a frame column located between the two, and form an upper and lower staggered layer structure;
[0009] The X-shaped anchor comprises two reinforcing steel bars of the same structure;
[0010] The reinforcing steel bar comprises a first section of reinforcing bars, a second section of reinforcing bars, a third section of reinforcing bars and a fourth section of reinforcing bars which are connected in sequence;
[0011] The first section of reinforcement is inserted and anchored in the first beam in a vertical direction, the second section of reinforcement is tied and fixed to the second force-bearing steel bar of the first beam, the third section of reinforcement is inserted and anchored in the core area of the first beam along an inclined direction, and the fourth section of reinforcement is inserted and anchored in the core area of the second beam.
[0012] Furthermore, the second section of reinforcing bar is fixed by binding with the second stress-bearing steel bar of the first beam through the second stirrup.
[0013] Furthermore, the two reinforcing steel bars of the same group of X-shaped anchors are arranged in a front-to-back staggered manner and arranged between the two first stress-bearing steel bars of the frame column.
[0014] Furthermore, the two reinforcing steel bars are also respectively tied and fixed to the first stress-bearing steel bar and the first stirrup by steel wires.
[0015] Furthermore, the first section of reinforcing ribs is vertically connected to the second section of reinforcing ribs.
[0016] Furthermore, the angle between the second section of reinforcing ribs and the third section of reinforcing ribs is 135°; the angle between the third section of reinforcing ribs and the fourth section of reinforcing ribs is 135°.
[0017] Furthermore, the first section of reinforcing ribs and the fourth section of reinforcing ribs are arranged in parallel.
[0018] Furthermore, the length of the first section of the reinforcement bar is ≥15d, where d represents the diameter of the reinforcement bar; the length of the second section of the reinforcement bar is ≥0.4LabE, where LabE represents the anchorage length of the second force-bearing steel bar; the projection length of the third section of the reinforcement bar in the plane of the first beam is the beam height of the first beam; the length of the fourth section of the reinforcement bar is ≥20d.
[0019] Furthermore, the two reinforcing steel bars of the same group of X-shaped anchors are arranged vertically.
[0020] Furthermore, the first section of reinforcing ribs, the second section of reinforcing ribs, the third section of reinforcing ribs and the fourth section of reinforcing ribs are integrally formed.
[0021] Compared with the prior art, the utility model has the following beneficial effects:
[0022] The utility model provides a frame staggered node anchoring device, which adopts two groups of X-shaped anchors with the same structure, which are respectively arranged in the core areas of two staggered beams; the X-shaped anchors are composed of two reinforcing steel bars with the same structure, wherein the first section of the reinforcing bar is inserted and anchored in the first beam in a vertical direction, the second section of the reinforcing bar is tied and fixed to the second force-bearing steel bar of the first beam, the third section of the reinforcing bar is inserted and anchored in the core area of the first beam along an inclined direction, and the fourth section of the reinforcing bar is inserted and anchored in the core area of the second beam, thereby realizing the anchoring connection between the two staggered beams; the shear resistance of the frame staggered node can be improved by using the two groups of X-shaped anchors, and the use of the device does not require the original frame staggered node to be modified, and does not require redesign and calculation. On the basis of satisfying the enhanced shear resistance, the construction process is simplified, the construction efficiency is greatly improved, and the construction progress of the project is thereby improved.
[0023] In addition, the reinforcement at the staggered nodes of the frame is more complicated. The traditional core area local dense stirrups to improve the shear resistance during construction result in too dense reinforcement at the nodes, which interferes with subsequent processes. By using this anchoring device, adding X-shaped anchors to the original node reinforcement can achieve the purpose of enhancing the shear resistance of the node, and the construction is simple.
[0024] Furthermore, in order to improve the seismic performance of the core area of the node of the cast-in-place reinforced concrete frame, the traditional method of increasing the cross-sectional size and the local density of the stirrups will lead to a significant increase in the construction period and cost, and does not improve the X-shaped oblique cracks in the core area of the staggered node. The device adds X-shaped anchors in the core area. Under the same external force conditions, it can reduce the share of the total shear force borne by the concrete, thereby reducing the main tensile stress of the concrete, which has a certain effect on delaying the development of cracks in the core area, and reduces the number and width of cracks in the core area, increasing the cracking load in the core area of the node, thereby improving the bearing capacity of the node, which is more conducive to earthquake resistance.
[0025] Preferably, in the utility model, the use of the second stirrup further enhances the connection stability between the X-shaped anchor and the second stress-bearing steel bar of the beam, and by binding and fixing, the relative displacement of the two during the stress process is effectively prevented, thereby improving the reliability of the overall structure.
[0026] Preferably, in the utility model, the two reinforcing steel bars of the same group of X-shaped anchors are staggered front and back and arranged between the two first force-bearing steel bars of the frame column. This layout optimizes the force transmission path, so that the node can distribute the load more evenly when subjected to force, thereby improving the node's bearing capacity and anti-deformation ability.
[0027] Preferably, in the utility model, the reinforcing steel bar is tied and fixed to the first force-bearing steel bar and the first stirrup by steel wire, which further enhances the overall stiffness and stability of the node. This connection method is simple and effective and can significantly improve the seismic performance and durability of the node.
[0028] Preferably, in the present invention, the first section of reinforcing ribs is vertically connected to the second section of reinforcing ribs. This design helps to optimize the direction of force transmission, so that the node can more effectively resist shear and tensile forces when subjected to external forces, thereby improving the bearing capacity of the node.
[0029] Preferably, in the utility model, the angles between the second section of reinforcement and the third section of reinforcement, and between the third section of reinforcement and the fourth section of reinforcement are both 135°. This angle design helps to balance the forces in all directions, so that the node can maintain good stability and bearing capacity when subjected to complex loads.
[0030] Preferably, in the present invention, the first section of reinforcing ribs is arranged in parallel with the fourth section of reinforcing ribs. This layout helps to maintain the stability of the node during the force application process and prevent deformation and damage caused by uneven force.
[0031] Preferably, in the utility model, the length of the first section of the reinforcement bar is not less than 15 times the diameter of the reinforcement bar, the length of the second section of the reinforcement bar is not less than the anchorage length of the second force-bearing steel bar, the projection length of the third section of the reinforcement bar in the plane of the first beam is the beam height of the first beam, and the length of the fourth section of the reinforcement bar is not less than 20 times the diameter of the reinforcement bar; this ensures the effectiveness and reliability of the anchoring device in actual applications and can meet the stability and bearing capacity requirements of the node during the force-bearing process.
[0032] Preferably, in the present invention, two reinforcing steel bars of the same group of X-shaped anchors are arranged vertically. This layout helps to optimize the stress performance of the node and improve the overall stability and bearing capacity of the node.
[0033] Preferably, in the present invention, an integrally molded reinforcement rib design is adopted to ensure the connection strength and stability between each section of the reinforcement rib, avoiding the risk of failure due to poor connection; at the same time, the integrally molded design also simplifies the manufacturing process and improves production efficiency. BRIEF DESCRIPTION OF THE DRAWINGS
[0034] Figure 1A schematic diagram of an application scenario of a frame staggered node anchoring device provided by an embodiment of the utility model;
[0035] Figure 2 for Figure 1 Middle AA section view;
[0036] Figure 3 for Figure 1 Middle BB section view;
[0037] Figure 4 A schematic diagram of the structure of a frame staggered node anchoring device provided by an embodiment of the utility model;
[0038] Figure 5 A schematic structural diagram of the reinforcing steel bars of a frame staggered node anchoring device provided in an embodiment of the utility model.
[0039] Reference numerals:
[0040] Frame column-1; first stress-bearing steel bar-1-1; first stirrup-1-2; beam-2; second stress-bearing steel bar-2-1; second stirrup-2-2; anchor device-3; reinforcing steel bar-4; first section of reinforcing bar-4-1; second section of reinforcing bar-4-2; third section of reinforcing bar-4-3; fourth section of reinforcing bar-4-4. DETAILED DESCRIPTION
[0041] In order to make the technical problems, technical solutions and beneficial effects solved by the utility model more clear, the following specific embodiments further describe the utility model in detail. It should be understood that the specific embodiments described here are only used to explain the utility model, and are not used to limit the utility model.
[0042] In order to make the purpose, technical scheme and advantages of the embodiments of the utility model clearer, the technical scheme in the embodiments of the utility model will be clearly and completely described below in conjunction with the drawings in the embodiments of the utility model. Obviously, the described embodiments are part of the embodiments of the utility model, not all of the embodiments. Generally, the components of the embodiments of the utility model described and shown in the drawings here can be arranged and designed in various different configurations.
[0043] Therefore, the following detailed description of the embodiments of the present invention provided in the accompanying drawings is not intended to limit the scope of the present invention to be protected, but merely represents selected embodiments of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.
[0044] It should be noted that similar reference numerals and letters denote similar items in the following drawings, and therefore, once an item is defined in one drawing, further definition and explanation thereof is not required in subsequent drawings.
[0045] In the description of the embodiments of the present utility model, it should be noted that if the terms "upper", "lower", "horizontal", "inner", etc. indicate an orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, or the orientation or positional relationship in which the utility model product is usually placed when in use, it is only for the convenience of describing the utility model and simplifying the description, and does not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present utility model. In addition, the terms "first", "second", etc. are only used to distinguish the description, and cannot be understood as indicating or implying relative importance.
[0046] In addition, if the term "horizontal" appears, it does not mean that the component must be absolutely horizontal, but can be slightly tilted. For example, "horizontal" only means that its direction is more horizontal than "vertical", which does not mean that the structure must be completely horizontal, but can be slightly tilted.
[0047] In the description of the embodiments of the present utility model, it is also necessary to explain that, unless otherwise clearly specified and limited, the terms "set", "install", "connect", and "connect" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or it can be indirectly connected through an intermediate medium, or it can be the internal communication of two components. For ordinary technicians in this field, the specific meanings of the above terms in the present utility model can be understood according to specific circumstances.
[0048] The utility model is further described in detail below with reference to the accompanying drawings:
[0049] Example 1
[0050] As mentioned in the background technology, in order to enhance the shear bearing capacity of the core area of the frame staggered node, construction workers generally increase the cross-sectional area of the frame column or the cross-sectional area of the frame beam; although the above-mentioned construction methods can improve the shear resistance of the structure to a certain extent, since the cross-sectional area of the frame column or the cross-sectional area of the frame beam needs to be increased, it is necessary to make changes and adjustments to the original frame staggered node, and redesign and calculate, which makes the entire construction process very complicated, and further leads to low construction efficiency of construction workers in actual projects, affecting the construction progress of the entire project; and the above-mentioned construction methods also require a lot of manpower and material costs.
[0051] In order to solve the problems of construction efficiency and construction cost, the present embodiment provides a frame staggered node anchoring device. The use of this device can take into account the shear resistance of the frame staggered node while not changing the original structure, and there is no need for redesign and calculation, which simplifies the construction process, improves construction efficiency, and saves construction costs.
[0052] like Figure 1 As shown, Figure 1 FIG. 1 is an application scenario diagram of a frame staggered node anchoring device, in which a frame staggered node anchoring device provided in this embodiment is arranged at Figure 1 In the frame staggered node structure shown in FIG. 1 , the vertical support frame and the horizontal support frame in the construction beam-column node are constructed, as shown in FIG. Figure 1 As shown, the core area of the frame staggered beam-column node is: the first beam 2 ( Figure 1 The upper left beam in the middle) and the second beam 2 ( Figure 1 The lower right horizontal beam in the figure is offset by a whole beam height h, for a total height range of 2h.
[0053] Another example Figure 1 As shown, the vertical support frame is arranged in the frame column, and the horizontal support frame is arranged in the first crossbeam 2 and the second crossbeam 2: the first crossbeam 2 is the beam body located on the upper left side of the column, and the second crossbeam 2 is the beam body located on the lower right side of the column.
[0054] In this embodiment, the vertical support frame includes a plurality of vertical force-bearing bars (first force-bearing steel bars 1-1) and a plurality of transverse stirrups (1-2) arranged from top to bottom; the plurality of vertical force-bearing bars are all vertical full-length force-bearing bars arranged along the central axis of the frame column 1, and the plurality of vertical full-length force-bearing bars are fastened together by a plurality of transverse stirrups, and the transverse stirrups are transverse steel stirrups.
[0055] The transverse support frame includes a plurality of transverse force-bearing bars (second force-bearing steel bars 2-1) and a plurality of vertical stirrups (2-2) arranged from left to right. The plurality of transverse force-bearing bars are all transverse full-length force-bearing steel bars arranged along the central axis of the crossbeam 2. The plurality of transverse force-bearing bars are fastened together by a plurality of vertical stirrups, and the vertical stirrups are vertical steel stirrups.
[0056] The cross-section of the frame column 1 is rectangular, the first stirrup 1-2 is a rectangular stirrup, and the structure and size of all the first stress-bearing steel bars 1-1 in the vertical support skeleton are the same; multiple first stress-bearing steel bars 1-1 are arranged along the four peripheral lines of the frame column 1, and the multiple first stress-bearing steel bars 1-1 are all located on the inner side of the first stirrup 1-2.
[0057] In this embodiment, the reinforcement structure of the reinforced concrete frame staggered node further includes:
[0058] The vertically stirrup - densified areas of the upper - left side beam body and the lower - right side beam body are arranged symmetrically about the left - right center, and the two column - body densified areas are arranged symmetrically up and down. Moreover, multiple horizontal stirrups in the vertical support skeleton are all in the shape of a square with a hole in the middle; multiple vertical stirrups in the horizontal support skeleton are all in the shape of a square with a hole in the middle.
[0059] Also, Figure 1 As shown, in order to balance the shear - resistance performance and construction efficiency of the core area of the frame staggered - floor joint, this embodiment provides a frame staggered - floor joint anchoring device, which includes two sets of X - shaped anchor members with the same structure, respectively arranged in the core areas of two cross - beams 2; the X - shaped anchor member includes two reinforcing bars 4 with the same structure; the specific structure is as follows:
[0060] As Figure 4 shown, two reinforcing bars 4 are arranged within the height h of the cross - beam 2. Figure 4 From left to right in [figure reference], the left - hand section (the first section of the reinforcing bar 4 - 1) is bent at 90° and anchored inside the first cross - beam 2, and the anchorage length ≥ 15d, where d is the diameter of the reinforcing bar 4; the middle section of the reinforcing bar (the second section of the reinforcing bar 4 - 2) is the length extending into the cross - beam 2, and this length ≥ 0.4LabE, where LabE is the anchorage length of the second stressed steel bar 2 - 1 of the cross - beam 2; the right - hand section of the reinforcing bar (the third section of the reinforcing bar 4 - 3) is bent at 135° towards the lower - right, and the bending height is h in the projection length in the plane of the first cross - beam 2, where h is the total height of the beam; the bending length is L in the projection length in the plane of the column, and there is at least a 50 - mm length left from the outermost vertical stressed steel bar of the vertical support skeleton; the lower end of the right - hand side of the reinforcing bar (the fourth section of the reinforcing bar 4 - 4) is bent at 135° and has an anchorage length of 20d. As Figure 2 and Figure 3 shown, among them, the first section of the reinforcing bar 4 - 1 is inserted and anchored vertically inside the first cross - beam, the second section of the reinforcing bar 4 - 2 is tied and fixed with the second stressed steel bar 2 - 1 of the first cross - beam 2, the third section of the reinforcing bar 4 - 3 is inserted and anchored inside the core area of the first cross - beam along the inclined direction, and the fourth section of the reinforcing bar 4 - 4 is inserted and anchored inside the core area of the second cross - beam 2. In this embodiment, the diameter of a single reinforcing bar 4 is the same as that of the second stressed steel bar 2 - 1.
[0061] In this embodiment, the two reinforcing bars 4 of the same group of X - shaped anchor members are arranged in a staggered manner front - to - back, and are arranged between the two first stressed steel bars 1 - 1 of the frame column 1. Moreover, the reinforcing bars 4 are arranged one on the left and one on the right within the range of the two horizontal stressed steel bars on both sides of the center of the upper and lower parts of the cross - beam 2. The part of the middle section of the reinforcing bar 4 extending into the cross - beam is at the same height range as the cross - beam horizontal stressed steel bar, and is fixed in the form of wire binding.
[0062] As Figure 5As shown, in this embodiment, two reinforcing steel bars 4 of the same group of X-shaped anchors are arranged vertically.
[0063] Combination Figure 1 and Figure 4 As shown, the reinforcing steel bar 4 is within the height h of the upper left side beam. Figure 1 Two X-shaped anchors are arranged symmetrically along the center line of the upper left beam in the plane. Figure 3 As shown, in the plane of the first cross beam 2, two reinforcing steel bars 4 are arranged symmetrically along the center line in the plane and at the same level as the transverse force bars of the cross beam of the cross support frame, thereby forming an X-shaped anchor. The arrangement method of the X-shaped anchors of the first cross beam 2 and the second cross beam 2 is the same.
[0064] In this embodiment, the reinforcing steel bar 4 is composed of a first section of reinforcing ribs 4-1, a second section of reinforcing ribs 4-2, a third section of reinforcing ribs 4-3 and a fourth section of reinforcing ribs 4-4 which are connected in sequence, wherein the above four are integrally formed.
[0065] Example 2
[0066] Combination Figures 1 to 5 As shown, this embodiment provides specific construction details of a frame staggered node anchoring device, including:
[0067] like Figure 1 As shown, the core area of the beam-column joint to be constructed is the intersection area formed by the first beam 2, the frame column 1 and the second beam 2; the vertical support frame is arranged in the frame column 1, and the transverse support frame is arranged in the first beam 2 and the second beam 2. The frame column 1 includes an upper beam body located above the first beam 2 and a lower beam body located below the second beam 2.
[0068] The anchoring device 3 includes two Figure 4 The reinforcement steel bars 4 shown in the figure; the specific layout method is as follows Figure 5 As shown; the reinforcing steel bars 4 are arranged in the first cross beam 2 near the frame column 1 and in the frame column 1, and are specifically arranged symmetrically along the central axis of the cross beam 1; a total of two reinforcing steel bars 4 are arranged to form as shown Figure 1 X-shaped anchor shown.
[0069] The specific arrangement method of the X-shaped anchor is as follows: firstly, the steel bars of the frame columns 1 and the frame beams in the core area are tied, and then the reinforcing steel bars 4 are arranged symmetrically along the center of the core area to the upper and lower core areas, and tied with wire.
[0070] In this embodiment, the vertical support skeleton includes a plurality of first stress-bearing steel bars 1-1 and a plurality of first stirrups 1-2 arranged from top to bottom. The plurality of first stress-bearing steel bars 1-1 are all vertical stress-bearing steel bars arranged along the central axis of the frame column 1. The plurality of vertical stress-bearing steel bars are fastened and connected as a whole through the plurality of first stirrups 1-2. The first stirrups 1-2 are transverse steel stirrups. The transverse support skeleton includes a plurality of second stress-bearing steel bars 2-1 and a plurality of second stirrups 2-2 arranged from left to right. The plurality of second stress-bearing steel bars 2-1 are all transverse stress-bearing steel bars arranged along the central axis of the first crossbeam 2 and the second crossbeam 2. The plurality of second stress-bearing steel bars 2-1 are fastened and connected as a whole through the plurality of second stirrups 2-2. The second stirrups 2-2 are vertical steel stirrups.
[0071] In this embodiment, the cross section of the frame column 1 is rectangular, the transverse stirrups are rectangular stirrups, and the diameters of all transverse stirrups in the vertical support frame are the same. Multiple vertical force-bearing bars are arranged along the four peripheral lines of the column 2, and the multiple vertical force-bearing bars are all located inside the transverse stirrups.
[0072] In this embodiment, the reinforcing steel bar 4 of the anchor device 3 should be divided into four sections from left to right for processing: the left section is bent at 90°, and the bending length must meet the anchoring length requirements of relevant specifications; the length extended into the beam should be calculated in accordance with relevant specifications, and tied together with the transverse force-bearing steel bars of the beam with wire; the right section should be bent at 135°, and the bending length can be appropriately lengthened according to the actual construction situation, and the at least horizontal projection length from the starting point to the end of the bend should be ≥h, where h is the height of the beam; the lower right section should be bent 135°, and the bending length should be ≥20d, where d is the diameter of the reinforcing steel bar 4.
[0073] In this embodiment, two groups of anchoring devices 3 are arranged in the core area, each group consists of two reinforcing steel bars 4; the reinforcing steel bars 4 in the anchoring devices 3 are arranged symmetrically in the plane, and should be tied together with the steel bars of the frame column 1 and the steel bars of the frame beam in space to form a complete steel skeleton. Within the 2h height range where the frame column contacts the crossbeam 1 and the crossbeam 2, two groups of four bars are arranged; where h is the height of the crossbeam.
[0074] In summary, the utility model provides a reinforcing steel bar of a frame staggered node anchoring device, which has the following advantages compared with the existing anchoring methods:
[0075] First, in the utility model, the reinforcement device can be completed by adding two pairs of X-shaped steel bars in the core area of the node, and no recalculation is required. The reinforcement can be carried out while meeting the original shear performance requirements, and the construction is simple, and only four reinforcing steel bars need to be processed.
[0076] Second, in the present invention, the steel bars at the nodes are relatively complex. The traditional method of locally increasing the density of stirrups in the core area to improve the shear resistance will cause the steel bars at the nodes to be too dense during construction, which interferes with subsequent processes. By adding this anchoring device to the original node reinforcement, the purpose of enhancing the shear resistance of the node can be achieved, and the construction is simple.
[0077] Third, by adding this anchoring device to the core area, under the same external force conditions, the proportion of the total shear force borne by the concrete can be reduced, thereby reducing the principal tensile stress of the concrete, which has a certain effect on delaying the development of cracks in the core area, and reducing the number and width of cracks in the core area, increasing the cracking load in the core area of the node, thereby increasing the bearing capacity of the node, which is more conducive to earthquake resistance.
[0078] The above embodiment is only one of the implementation methods that can realize the technical solution of the utility model. The scope of protection required by the utility model is not limited only to this embodiment, but also includes within the technical scope disclosed by the utility model, any changes, replacements and other implementation methods that can be easily thought of by any technician familiar with the technical field.
Claims
1. A frame staggered node anchoring device, characterized in that: It includes two sets of X-shaped anchors with the same structure; One group of the X-shaped anchors is arranged at the core area of the first beam of the frame staggered layer, and the other group of the X-shaped anchors is arranged at the core area of the second beam of the frame staggered layer node; the two groups of the X-shaped anchors are arranged in a centrally symmetrical manner; wherein the first beam and the second beam have the same structure, are connected by a frame column (1) located between the two beams, and form an upper and lower staggered layer structure; The X-shaped anchor member comprises two reinforcing steel bars (4) of the same structure; The reinforcing steel bar (4) comprises a first section of reinforcing bars (4-1), a second section of reinforcing bars (4-2), a third section of reinforcing bars (4-3) and a fourth section of reinforcing bars (4-4) which are connected in sequence; The first section of reinforcing ribs (4-1) is inserted and anchored in a vertical direction inside the first beam, the second section of reinforcing ribs (4-2) is tied and fixed to the second force-bearing steel bar (2-1) of the first beam, the third section of reinforcing ribs (4-3) is inserted and anchored in an inclined direction inside the core area of the first beam, and the fourth section of reinforcing ribs (4-4) is inserted and anchored inside the core area of the second beam.
2. A frame staggered node anchoring device according to claim 1, characterized in that: The second section of reinforcing ribs (4-2) are tied and fixed to the second stress-bearing steel bars (2-1) of the first crossbeam via the second stirrups (2-2).
3. A frame staggered node anchoring device according to claim 1, characterized in that: The two reinforcing steel bars (4) of the same group of X-shaped anchor pieces are arranged in a front-to-back staggered manner and arranged between the two first stress-bearing steel bars (1-1) of the frame column (1).
4. A frame staggered node anchoring device according to claim 3, characterized in that: The two reinforcing steel bars (4) are also respectively tied and fixed to the first stress-bearing steel bar (1-1) and the first stirrup (1-2) by means of steel wires.
5. A frame staggered node anchoring device according to claim 1, characterized in that: The first section of reinforcing ribs (4-1) and the second section of reinforcing ribs (4-2) are vertically connected.
6. A frame staggered node anchoring device according to claim 1, characterized in that: The angle between the second section of reinforcing ribs (4-2) and the third section of reinforcing ribs (4-3) is 135°; the angle between the third section of reinforcing ribs (4-3) and the fourth section of reinforcing ribs (4-4) is 135°.
7. A frame staggered node anchoring device according to claim 1, characterized in that: The first section of reinforcing ribs (4-1) and the fourth section of reinforcing ribs (4-4) are arranged in parallel.
8. A frame staggered node anchoring device according to claim 1, characterized in that: The length of the first section of reinforcement bar (4-1) is ≥15d, where d represents the diameter of the reinforcement bar; the length of the second section of reinforcement bar (4-2) is ≥0.4LabE, where LabE represents the anchorage length of the second force-bearing steel bar (2-1); the projection length of the third section of reinforcement bar (4-3) in the plane of the first beam is the beam height of the first beam; the length of the fourth section of reinforcement bar (4-4) is ≥20d.
9. A frame staggered node anchoring device according to claim 1, characterized in that: The two reinforcing steel bars (4) of the same group of X-shaped anchors are arranged vertically.
10. A frame staggered node anchoring device according to claim 1, characterized in that: The first section of reinforcing ribs (4-1), the second section of reinforcing ribs (4-2), the third section of reinforcing ribs (4-3) and the fourth section of reinforcing ribs (4-4) are integrally formed.