Anti-bending and anti-shearing separated semi-prefabricated beam-column joint and construction method thereof
By burying anti-shear parts at the neutral shaft of the prefabricated beam and combining the design of flexural gluten and bottom ribs, the bracing-free and equivalent cast-in-place effect of beam and column nodes in prefabricated buildings is achieved, solving the problems of reinforcement interference and construction difficulties in the existing technology, and enhancing the safety of the structure and the simplicity of construction.
Patent Information
- Application Number
- CN202510218147.6
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-02-26
- Publication Date
- 2025-04-25
AI Technical Summary
In existing prefabricated buildings, it is difficult to achieve true support-free prefabricated beam and column nodes, and structural reinforcement interference leads to construction difficulties. The existing technology has problems such as large steel content, poor economy and poor torsion resistance.
A semi-prefabricated beam column node that is resistant to bending and shear separation is designed. By burying anti-shell parts at the neutral shaft of the prefabricated beam, and setting anti-flexural gluten and anti-flexural bottom ribs separated from the shears are provided at the top and bottom. Combined with the use of support and adjustment thread sleeves, the prefabricated beams are achieved without support and constrained and wrapped structural ribs in the rear cast layer.
It realizes true support-free beam and column nodes, avoids the problem of sudden stiffness of shears, enhances the safety of the structure, and can be equal to cast-in-place, simplifies the construction process and reduces the construction difficulties caused by steel bar interference.
Smart Images
Figure CN119877697A_ABST
Abstract
Description
Technical Field
[0001] The present invention belongs to the field of prefabricated buildings, and in particular relates to a semi-prefabricated beam-column node with bending and shear separation and a construction method thereof. Background Art
[0002] The existing prefabricated beam-column node practices in the field of prefabricated buildings generally include fully cast-in-place beam-column nodes, fully prefabricated beam-column nodes and semi-prefabricated beam-column nodes.
[0003] The fully cast-in-place method of precast beam-column joints requires setting column caps on the top of the precast columns, and placing the precast beams on the column caps for full cast-in-place joints. The advantage is that the precast beams can be support-free, but the disadvantage is that the column caps affect the appearance, and it is only suitable for buildings with low aesthetic requirements such as factories. In addition, the precast beams placed on precast columns have poor torsional resistance. There have been cases in existing construction where the poor torsional resistance of precast beams led to rollovers, causing major safety accidents.
[0004] The fully prefabricated method of prefabricated beam-column nodes is to set steel sections at both ends of the prefabricated beams, set steel sleeves or supports and other installation structures on the prefabricated columns, and install the prefabricated beams and prefabricated columns by means of bolts, welding, etc. Its advantage is that the prefabricated beams can be support-free and wet processing operations can be reduced. However, its disadvantages are that the steel content is large (the steel beams contain a large amount of steel, and the steel nodes contain a large amount of steel), the economy is poor, it cannot be equivalent to cast-in-place, and it is not suitable for large-scale promotion. Moreover, for the three-section steel-concrete prefabricated beams, part of the steel sections at the ends are buried in the prefabricated beams, and part of them are installed with the prefabricated columns. The stiffness of the end steel sections will suddenly change, and the steel sections at the ends of the prefabricated beams will be damaged.
[0005] In the semi-prefabricated method of prefabricated beam-column nodes, the prefabricated beams are placed on prefabricated columns. There are two ways of placing them as described in the existing national standard atlas "Construction of Connection Nodes of Prefabricated Concrete Structures (Framework)" (20G310-3). One is that the prefabricated beams are placed on prefabricated columns. Specifically, the ends of the prefabricated beams are placed on the steel bar protective layer of the prefabricated column. In view of the thickness and strength of the steel bar protective layer, it is necessary to set supports under the prefabricated beams; the other is a combination of steel corbels and support frames. Steel corbels are set on the prefabricated columns, and the prefabricated beams are placed on the steel corbels. At this time, the beam-column node can be cast in situ after pouring, but it also needs support at the bottom; neither of these two methods can achieve true support-free, and the main reinforcement of the beam and the main reinforcement of the column interfere (the diameter of the beam-column main reinforcement is large, generally 25mm, and it is difficult to bend for spatial avoidance), resulting in construction difficulties.
[0006] So how to achieve true support-free construction of the beam-column joint, achieve cast-in-place construction and solve the interference of steel bars in the beam-column joint is an urgent problem to be solved by the present invention.
[0007] It should be noted that the information disclosed in the background technology section of the invention is only intended to deepen the understanding of the general background technology of the invention, and should not be regarded as an admission or suggestion in any form that the information constitutes prior art already known to those skilled in the art. Summary of the invention
[0008] One purpose of the present invention is to provide a beam-column joint that can achieve true support-free and structural equivalent to cast-in-place; The second object of the present invention is to provide a construction method for a beam-column joint that can achieve true support-free and cast-in-place structure; To achieve the above-mentioned first object, the present invention first provides a semi-prefabricated beam-column node with separate bending and shear resistance, comprising: Precast columns; A precast beam, wherein a shear member is embedded at the neutral axis of at least one end of the precast beam, and the precast beam has at least anti-bending bottom reinforcement, anti-bending surface reinforcement and stirrups separated from the shear member along the length direction of the beam, the anti-bending bottom reinforcement is embedded in the bottom of the precast beam, the anti-bending surface reinforcement is located at the post-cast overlapping surface layer of the precast beam, and the stirrups are hooped around the anti-bending surface reinforcement and the anti-bending bottom reinforcement; the shear member is placed on the top of the precast column and located at the post-cast overlapping layer of the beam-column node, and the anti-bending bottom reinforcement is fixed to the side of the precast column.
[0009] Preferably, a fixing seat is embedded in the prefabricated column, and the anti-bending bottom reinforcement is directly or indirectly fixed to the fixing seat.
[0010] Preferably, the anti-bending bottom reinforcement is implemented as two rows arranged up and down.
[0011] Preferably, the anti-bending bottom reinforcement of the lower row is connected to the fixing seat through a support; one end of the support is buried and fixed in the prefabricated beam, and the other end is fixed to the fixing seat, and the anti-bending bottom reinforcement of the lower row is connected to the support.
[0012] Preferably, the anti-bending bottom ribs in the upper row are fixed to the fixing seat by adjusting the threaded sleeve.
[0013] Preferably, the bottom surface of the support is flush with the bottom surface of the precast beam, a protective layer is formed between the anti-bending bottom reinforcement in the lower row and the bottom surface of the precast beam, and the end of the anti-bending bottom reinforcement in the lower row extends obliquely downward outside the precast beam and is then connected to the support.
[0014] Preferably, two rows of anti-bending bottom bars arranged up and down are respectively connected to the top surface and the bottom surface of the support.
[0015] Preferably, the stirrups are arranged in plurality along the length direction of the beam; some of the stirrups are located between the precast beam and the precast column, and the stirrups located between the precast beam and the precast column are fixed to the support.
[0016] Preferably, the stirrups between the precast beams and the precast columns are implemented in an inverted U shape.
[0017] Preferably, the prefabricated columns at the semi-prefabricated beam-column nodes include upper prefabricated columns and lower prefabricated columns, and the prefabricated beams are placed on the lower prefabricated columns via shear members; the upper prefabricated columns are supported on the lower prefabricated columns via the main reinforcement inside the upper prefabricated columns and / or the main reinforcement inside the lower prefabricated columns.
[0018] Preferably, the prefabricated column at the semi-prefabricated beam-column node includes an upper prefabricated column and a lower prefabricated column, the prefabricated beam is placed on the lower prefabricated column through a shear member; a grouting sleeve is provided on the top of the lower prefabricated column, and the upper prefabricated column is supported on the lower prefabricated column by inserting the main reinforcement in the column of the upper prefabricated column invertedly into the grouting sleeve.
[0019] The technical effects produced by the above technical solution of the present invention come from one or more of the following combinations: By setting shear members on the neutral axis where the shear force of the precast beam is the largest, and setting bending surface reinforcement and bending bottom reinforcement separated from the shear members at the top and bottom; the shear members are located in the middle of the beam, where the shear force of the beam is the largest, and the shear effect is good; the bending resistance of the bottom reinforcement and the bending resistance of the surface reinforcement are separated and have nothing to do with the shear steel; the separation of bending and shear resistance is achieved, the structural safety is better, and the stiffness mutation problem of the shear members will not be caused; and the shear members can be placed on the precast columns, and the connection between the bending bottom reinforcement and the precast columns can be used to realize the support-free precast beams; further, the main reinforcement and shear members in the post-cast overlap layer of the beam-column node can be completely constrained and wrapped to achieve the same effect as cast-in-place.
[0020] The anti-bending bottom reinforcement of the precast beam is connected to the side of the precast column, avoiding the construction difficulties caused by the spatial interference between the anti-bending bottom reinforcement and the main reinforcement of the precast column, while the anti-bending surface reinforcement can be threaded on site. The on-site threading has a high fault tolerance rate, can avoid the problem of interference between the beam-column steel bars, and can better carry out construction.
[0021] The support (steel plate) welding method is adopted to avoid the construction difficulties caused by the interference between the anti-bending bottom reinforcement of the precast beam and the main reinforcement of the precast column; the anti-bending surface reinforcement of the precast beam is adopted by on-site reinforcement threading, which has a high fault tolerance rate and can avoid the interference problem of beam-column steel bars.
[0022] The lower row of anti-bending bottom reinforcement is welded through the support and a groove is welded, which is more efficient and easier to construct than welding the steel bars one by one. The upper row of anti-bending bottom reinforcement is welded with the embedded steel plate (i.e., the fixing seat) of the prefabricated column by adjusting the threaded sleeve to adjust the construction and installation gap. The operation is simple, adjustable, has a high fault tolerance, and is highly feasible.
[0023] The welded supports for the flexural bottom reinforcement of precast beams are partially inside the precast beams and partially inside the cast-in-place section of the beam-column joint (i.e., the post-cast overlapping layer). This has a better force transmission transition effect than if they are all inside the precast beams or all inside the cast-in-place section.
[0024] The support is sunk to be flush with the bottom surface of the precast beam, which increases the effective calculated height of the precast beam and provides an advantage for the precast structure over the cast-in-place structure. This is a practice and advantage unique to prefabrication. The sinking of the support can also reserve a larger welding space for the adjusting threaded sleeve (straight threaded sleeve) of the upper row of anti-bending bottom reinforcement, facilitating the welding of the adjusting threaded sleeve and the embedded fixing seat (steel plate) of the precast column.
[0025] The stirrups in the post-cast overlap layer of the beam-column joint are made into an inverted U shape, and the bottom is welded to the support to form closed stirrups, which solves the stirrup anchorage problem of the bottom reinforcement of the precast beam in the cast-in-place section.
[0026] After the support is welded, a triangular torsional force is formed with the shear member as the apex and the support as the base, ensuring torsional safety during the construction process.
[0027] The present invention also provides a construction method for a semi-prefabricated beam-column node with bending and shear separation, comprising the following steps: S1 prefabrication stage: prefabricating prefabricated columns and prefabricated beams in a factory; a shear member is embedded at the neutral axis of at least one end of the prefabricated beam, and the prefabricated beam has at least a bending bottom bar, a bending surface bar and stirrups separated from the shear member along the length direction of the beam, the bending bottom bar is embedded at the bottom of the prefabricated beam, the bending surface bar is located at the post-cast superimposed surface layer of the prefabricated beam, and the stirrups are hooped around the bending surface bar and the bending bottom bar; S2 Hoisting stage: hoist the precast column to the designated construction location; hoist the precast beam and place the shear member on the top of the precast column, fix the bending bottom reinforcement to the side of the precast column, and form a post-casting superimposed layer between the precast beam and the precast column; S3 cast-in-place stage: cast-in-place and fill the post-cast superimposed layer.
[0028] Preferably, in the S2 hoisting stage, the prefabricated columns at the semi-prefabricated beam-column nodes include upper prefabricated columns and lower prefabricated columns. After the prefabricated beams are placed on the lower prefabricated columns through shear members, the upper prefabricated columns are hoisted and supported on the lower prefabricated columns through the main reinforcement inside the upper prefabricated columns and / or the main reinforcement inside the lower prefabricated columns.
[0029] The technical effects produced by the above technical solution of the present invention come from one or more of the following combinations: The construction method of the present invention adopts a semi-prefabricated method of prefabricating beam-column components and post-casting the nodes, so that the shear parts are arranged at the maximum shear force of the beam, and the shear resistance effect is good; the bottom reinforcement bending resistance and the surface reinforcement bending resistance are separated and have no relationship with the shear resistance steel; the bending resistance and shear resistance separation are achieved, the structural safety is better, and the stiffness mutation problem of the shear parts will not be caused; and the prefabricated beams can be placed on the prefabricated columns through the shear parts to achieve true support-free, and at the same time, the structural reinforcement and the shear parts at the nodes are constrained and wrapped by the post-cast overlapping layer to achieve the same effect as cast-in-place. BRIEF DESCRIPTION OF THE DRAWINGS
[0030] Figure 1 A structural schematic diagram of a beam-column node of the present invention is expressed.
[0031] Figure 2 A structural schematic diagram of another beam-column node of the present invention is expressed.
[0032] Figure 3 Expressed Figure 2 A zoomed-in view of the nodes in .
[0033] Figure 4 A front view of another beam-column joint of the present invention is shown.
[0034] Figure 5 A beam-column reinforcement diagram showing the beam-column joint of the present invention is presented.
[0035] Figure 6 A schematic diagram showing the position of a grouting sleeve in a beam-column joint of the present invention is shown.
[0036] Figure 7 A node connection diagram of an upper prefabricated column and a lower prefabricated column in a beam-column node of the present invention is expressed.
[0037] Figure 8 A structural schematic diagram of the bending-resistant bottom reinforcement in the beam-column joint of the present invention is expressed.
[0038] Fig. 9 A structural schematic diagram of the bending-resistant bottom reinforcement in the beam-column joint of the present invention is expressed.
[0039] Fig.10 A schematic diagram of the installation of the prefabricated base plate of the composite floor in the present invention is expressed. DETAILED DESCRIPTION
[0040] The following description is given to enable those skilled in the art to implement and use the invention and incorporate it into a specific application context. Various modifications, as well as various uses in different applications will be readily apparent to those skilled in the art, and the general principles defined herein are applicable to a wide range of embodiments. Thus, the present invention is not limited to the embodiments given herein, but should be granted the broadest scope consistent with the principles and novel features disclosed herein.
[0041] In the following detailed description, many specific details are set forth to provide a more thorough understanding of the present invention. However, it will be apparent to those skilled in the art that the practice of the present invention need not be limited to these specific details. In other words, known structures and devices are shown in block diagram form without detailed display to avoid obscuring the present invention.
[0042] The reader is reminded of all documents and literature filed simultaneously with this specification and open to public inspection, and the contents of all such documents and literature are incorporated herein by reference. Unless otherwise directly stated, all features disclosed in this specification (including any attached claims, abstracts and drawings) can be replaced by alternative features for achieving the same, equivalent or similar purposes. Therefore, unless otherwise explicitly stated, each feature disclosed is only an example of a group of equivalent or similar features.
[0043] Note that, where used, the symbols left, right, front, back, top, bottom, forward, reverse, clockwise and counterclockwise are used only for convenience and do not imply any specific fixed direction. In fact, they are used to reflect the relative position and / or direction between the various parts of the object. In addition, the terms "first" and "second" are used only for descriptive purposes and should not be understood as indicating or implying relative importance.
[0044] In the description of the present invention, it should be noted that, unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" 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; 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 invention can be understood according to specific circumstances.
[0045] Note that, in the case of use, further, preferably, further and more preferably are simple beginnings for explaining another embodiment based on the previous embodiment, and the content of further, preferably, further or more preferably followed by the above embodiment is combined with the previous embodiment as a complete composition of another embodiment. Several further, preferably, further or more preferably settings followed by the same embodiment can be arbitrarily combined to form another embodiment.
[0046] The present invention is described in detail below in conjunction with the accompanying drawings and specific embodiments. Note that the aspects described below in conjunction with the accompanying drawings and specific embodiments are only exemplary and should not be construed as limiting the scope of protection of the present invention in any way.
[0047] Structural embodiment: Please combine Figure 1 to Figure 10This embodiment provides a semi-prefabricated beam-column node with separated bending and shearing resistance, including a prefabricated column 1 and a prefabricated beam 2. A shearing member 24 is embedded at the neutral axis 200 of at least one end of the prefabricated beam 2, and the prefabricated beam 2 has at least a bending bottom bar 22, a bending surface bar 21 and stirrups 23 separated from the shearing member 24 along the beam length direction. The bending bottom bar 22 is embedded at the bottom of the prefabricated beam 2, the bending surface bar 21 is located at the post-casting superimposed surface layer 20 of the prefabricated beam 2, and the stirrups 23 are hooped around the bending surface bar 21 and the bending bottom bar 22; the shearing member 24 is placed on the top of the prefabricated column 1 and located at the post-casting superimposed layer 3 of the beam-column node, and the bending bottom bar 22 is fixed to the side of the prefabricated column 1. By arranging a shear member 24 at the neutral axis 200 where the shear force of the prefabricated beam 2 is the largest, and arranging bending surface reinforcement 21 and bending bottom reinforcement 22 separated from the shear member 24 at the top and bottom; the shear member 24 is located in the middle of the beam, where the shear force of the beam is the largest, and the shear effect is good; the bending resistance of the bottom reinforcement and the bending resistance of the surface reinforcement are separated, and are not related to the shear steel; the separation of bending and shear resistance is achieved, the structural safety is better, and the stiffness mutation problem of the shear member 24 will not be caused; and the shear member 24 can be placed on the prefabricated column 1, and the connection between the bending bottom reinforcement 22 and the prefabricated column 1 is coordinated to realize the support-free prefabricated beam 2; further, the main reinforcement and the shear member 24 in the post-cast composite layer 3 of the beam-column node can be completely constrained and wrapped to achieve an effect equivalent to cast-in-place.
[0048] The above technical solutions are necessary for the implementation of this embodiment, and are described in detail below in conjunction with the accompanying drawings: In this embodiment, the prefabricated column 1 and the prefabricated beam 2 can be prefabricated in the factory and hoisted on site. The end of the prefabricated column 1 facing the beam-column joint is reinforced and extends into the post-cast superimposed layer 3 of the beam-column joint. When the beam-column frame structure is the top structure (i.e. Figure 1 ), that is, the top of the precast column 1 is reinforced with the main reinforcement of the precast beam 2 to form the structural reinforcement of the beam-column node and is filled afterward, which is equivalent to cast-in-place. When the node of the beam-column frame structure is an interlayer structure (i.e. Figure 3 ), that is, when the precast column 1 at the beam-column node includes an upper precast column 1b and a lower precast column 1a, the upper precast column 1b at the node is reinforced with reinforcement at the bottom and the bottom of the main reinforcement 10b of the upper precast column 1b is connected to the steel bar anchor plate 4, and the top of the lower precast column 1a is reinforced with reinforcement and the top 10a of the main reinforcement of the lower precast column 1a is connected to the steel bar anchor plate 4 (such as Figure 7 As shown). The upper precast column 1b and the lower precast column 1a generally have multiple main bars, and multiple main bars can realize the support of the upper precast column 1b on the lower precast column 1a, and the anti-bending bottom bars 22 of the precast beam 2 do not form spatial position interference with the main bars of the precast column 1. Therefore, in this embodiment, the upper precast column 1b does not need to use the grouting sleeve 12 in the prior art to connect the columns; instead, the connection is intuitively cast, and there is no problem and hidden danger of false casting of the grouting sleeve 12.
[0049] Or, if Figure 5As shown, a grouting sleeve 12 is buried at the top of the lower prefabricated column 1a, and the upper prefabricated column 1b is supported on the lower prefabricated column 1a by inserting the main reinforcement 10b in the column of the upper prefabricated column 1b into the grouting sleeve 12, and the upper prefabricated column 1b is grout-fixed when it is inserted into the grouting sleeve 12, which meets the national standard construction specifications. However, compared with the traditional method of connecting the upper prefabricated column with the grouting sleeve 12, this embodiment uses the method of inverted insertion to intuitively perform pouring connection, and there is no problem and hidden danger of false pouring existing in the grouting sleeve.
[0050] Or, if Figure 6 As shown, a grouting sleeve 12 is provided in the post-cast composite layer 3, and the main reinforcement 10b in the upper precast column 1b and the main reinforcement 10a in the lower precast column 1a are inserted into the grouting sleeve 12, thereby supporting the lower precast column 1a.
[0051] A fixing seat 11 is embedded in the prefabricated column 1, and the anti-bending bottom reinforcement 22 is directly or indirectly fixed to the fixing seat 11. Preferably, the fixing seat 11 includes an embedded rod and a fixed steel plate (the two are not shown in the figure, but those skilled in the art should be able to know); the embedded rod is embedded in the prefabricated column 1, and the fixed steel plate is welded to the end of the embedded rod and fits on one side of the prefabricated column 1 and is flush with the side. The fixed steel plate is used for the connection of the anti-bending bottom reinforcement 22, and is not used for the placement of the shear member 24 or the prefabricated beam concrete section. Therefore, it is different from the column cap of the cast-in-place node, and the structure is simple, flat and beautiful. Furthermore, the number of fixed steel plates corresponds to the number of prefabricated beams 2 at the beam-column node.
[0052] Please combine Figure 3 and Figure 4 The precast beam 2 in this embodiment is set as a prefabricated component, which is cast by steel bars and concrete. The steel bars include anti-bending bottom bars 22, anti-bending surface bars 21 and stirrups 23. Furthermore, during the prefabrication in the factory, the anti-bending bottom bars 22 are buried in the concrete section and the ends extend outward. The top of the concrete section forms the post-cast composite surface layer 20 of the precast beam 2, and the anti-bending surface bars 21 are installed by on-site reinforcement. The anti-bending bottom bars 22 of the precast beam 2 are connected to the side of the precast column 1, avoiding the construction difficulties caused by the spatial interference between the anti-bending bottom bars 22 and the main bars of the precast column 1, and the anti-bending surface bars 21 can be installed by on-site reinforcement. The on-site reinforcement has a high fault tolerance rate, which can avoid the problem of interference between the beam and column reinforcements and enable better construction.
[0053] The shear member 24 of the precast beam 2 is preferably a shear steel, and is further implemented as an H-shaped steel. One section of the shear steel is embedded in the precast beam 2 but is separated and not connected to the bending surface reinforcement 21, the bending bottom reinforcement 22 and the stirrups 23, and the other end extends outside and rests on the precast column 1 and is leveled by a leveling gasket. Furthermore, bolts 241 are provided at the web of the shear steel to improve the bolting capacity with the post-cast superimposed layer 3.
[0054] As a preferred implementation of this embodiment, please refer to Figure 5 , and combined with Figure 7 , Figure 8 , the anti-bending bottom ribs 22 are implemented as two rows arranged in an upper and lower manner. Specifically, the anti-bending bottom ribs 221 of the lower row are connected to the fixed seat 11 through a support 25, wherein one end of the support 25 is buried and fixed in the prefabricated beam 2, and the other end is fixed to the fixed seat 11, and the anti-bending bottom ribs 221 of the lower row are connected to the support 25. Preferably, the support 25 is a steel plate, and the steel plate is welded to the fixed steel plate of the fixed seat 11 by groove welding. Furthermore, the anti-bending bottom ribs 222 of the upper row are fixed to the fixed seat 11 by an adjusting threaded sleeve 26, and the adjusting threaded sleeve 26 is a commonly used straight threaded sleeve, and a thread is formed at the end of the anti-bending bottom rib 22, which is adjusted by the straight threaded sleeve until it is against the fixed steel plate, and then welding is performed. The bottom surface of the support 25 is flush with the bottom surface of the precast beam 2, and a protective layer is formed between the lower row of anti-bending bottom bars 221 and the bottom surface of the precast beam 2. The end of the lower row of anti-bending bottom bars 221 extends obliquely downward outside the precast beam 2 and then connects to the support 25. Therefore, the lower row of anti-bending bottom bars 221 extends downward outside. Compared with the traditional precast beam 2, the effective beam height of the precast beam 2 of this embodiment is larger. The lower row of anti-bending bottom bars 22 are welded through the support 25, and a groove is welded. Compared with welding steel bars one by one, it is more efficient and easier to construct; the upper row of anti-bending bottom bars 22 are adjusted by adjusting the threaded sleeve 26 to adjust the construction and installation gap, and the threaded sleeve 26 is adjusted and welded with the embedded steel plate (i.e., the fixing seat 11) of the precast column 1. The operation is simple, adjustable, high fault tolerance, and strong feasibility. Furthermore, the support 25 is sunk to be flush with the bottom surface of the precast beam 2, thereby increasing the effective calculated height of the precast beam 2, which is an advantage of the precast structure over the cast-in-place structure, and is a unique practice and advantage of prefabrication; the sinking of the support 25 can also reserve a larger welding space for the adjusting threaded sleeve 26 (straight threaded sleeve) of the upper row of anti-bending bottom reinforcement 22, thereby facilitating the welding of the adjusting threaded sleeve 26 and the embedded fixing seat 11 (steel plate) of the precast column 1.
[0055] As another preferred implementation of this embodiment, please refer to Fig. 9 , the anti-bending bottom ribs 22 are implemented as two rows arranged up and down. Specifically, one end of the support 25 is embedded and fixed in the prefabricated beam 2, and the other end is fixed to the fixing seat 11, and the anti-bending bottom ribs 221 of the lower row are connected to the support 25. Preferably, the support 25 is a steel plate, and the steel plate is welded to the fixing steel plate of the fixing seat 11 by groove welding. The two rows of anti-bending bottom ribs 22 arranged up and down are respectively connected to the top surface and the bottom surface of the support 25, and the fixing is completed at one time by welding, which is more efficient.
[0056] The stirrups 23 of the precast beam 2 of this embodiment are arranged in multiples along the length direction of the beam; for the above two implementations, part of the stirrups 23 are located between the precast beam 2 and the precast column 1, while the stirrups 23 located between the precast beam 2 and the precast column 1 are fixed to the support 25. As it is known from the above that the support 25 is a steel plate, the stirrups 23 located between the precast beam 2 and the precast column 1 can be directly welded to the support 25. After the support 25 is welded, a triangular torsional force is formed with the shear member 24 as the vertex and the support 25 as the bottom edge, and the construction process is torsionally safe. Further, the stirrups 23 located between the precast beam 2 and the precast column 1 are implemented as an inverted U shape, and the bottom and the support 25 are welded to form a closed stirrup 23, which solves the anchoring problem of the stirrups 23 of the bottom reinforcement of the precast beam 2 in the cast-in-place section (i.e., the post-cast superimposed layer 3 of the beam-column node), and can be formed into one piece through the support 25.
[0057] like Fig.10 As shown, this embodiment also includes a composite floor slab, and the precast bottom plate 5 of the composite floor slab is laid on the precast beam 2, and partially extends into the post-cast composite layer 3 of the beam-column node to facilitate the subsequent integral casting of the beam-column node and the cast-in-place layer of the floor slab. Further, the precast bottom plate 5 is laid on the concrete section structure of the precast beam 2, and is staggered from the stirrups 23. Because a protective layer is formed between the stirrups 23 and the concrete section of the precast beam 2, the precast bottom plate can be laid on the protective layer, and in the post-casting stage, the composite floor slab can be cast together with the beam-column node to form the composite floor slab.
[0058] Method Example: Please combine Figure 1 to Figure 10 This embodiment provides a construction method for bending and shear separation, which mainly includes the following steps: Step S1 Prefabrication stage: Step S101: prefabricate and shape a prefabricated column 1 in a factory.
[0059] Specifically, the end of the prefabricated column 1 facing the beam-column node is reinforced and extends into the post-cast superimposed layer 3 of the beam-column node. Figure 1 ), that is, the top of the precast column 1 is reinforced with the main reinforcement of the precast beam 2 to form the structural reinforcement of the beam-column node and is filled afterward, which is equivalent to cast-in-place. When the node of the beam-column frame structure is an interlayer structure (i.e. Figure 3 ), that is, when the precast column 1 at the beam-column node includes an upper precast column 1b and a lower precast column 1a, the upper precast column 1b at the node is reinforced with reinforcement at the bottom and the bottom of the main reinforcement 10b of the upper precast column 1b is connected to the steel bar anchor plate 4, and the top of the lower precast column 1a is reinforced with reinforcement and the top of the main reinforcement 10a of the lower precast column 1a is connected to the steel bar anchor plate 4 (such as Figure 7As shown). The upper precast column 1b and the lower precast column 1a generally have multiple main bars, and multiple main bars can realize the support of the upper precast column 1b on the lower precast column 1a, and the anti-bending bottom bar 22 of the precast beam 2 does not form a spatial position interference with the main bars of the precast column 1. Therefore, this embodiment does not require the upper precast column 1b to use the grouting sleeve 12 in the prior art to connect the columns; instead, it is intuitively cast and connected, and there is no problem and hidden danger of false casting of the grouting sleeve 12. Or, as Figure 5 As shown, a grouting sleeve 12 is buried at the top of the lower prefabricated column 1a, and the upper prefabricated column 1b is supported on the lower prefabricated column 1a by the main reinforcement 10b in the column of the upper prefabricated column 1b being invertedly inserted into the grouting sleeve 12. When the upper prefabricated column 1b is invertedly inserted into the grouting sleeve 12, grouting is performed to fix it, which meets the national standard construction specifications. However, compared with the traditional method of connecting the upper prefabricated column with the grouting sleeve 12, this embodiment uses the inverted insertion method to intuitively perform pouring connection, and there is no problem and hidden danger of false pouring of the grouting sleeve 12. Or, Figure 6 As shown, a grouting sleeve 12 is provided in the post-cast composite layer 3, and the main reinforcement 10b in the upper precast column 1b and the main reinforcement 10a in the lower precast column 1a are inserted into the grouting sleeve 12, thereby supporting the lower precast column 1a.
[0060] A fixing seat 11 is embedded in the prefabricated column 1, and the anti-bending bottom reinforcement 22 is directly or indirectly fixed to the fixing seat 11. Preferably, the fixing seat 11 includes an embedded rod and a fixed steel plate; the embedded rod is embedded in the prefabricated column 1, and the fixed steel plate is welded to the end of the embedded rod and fits on one side of the prefabricated column 1 and is flush with the side. The fixed steel plate is used for the connection of the anti-bending bottom reinforcement 22, and is not used for the placement of the shear member 24 or the concrete section of the prefabricated beam 2. Therefore, it is different from the column cap of the cast-in-place node, and the structure is simple, flat and beautiful. Furthermore, the number of fixed steel plates corresponds to the number of prefabricated beams 2 at the beam-column node.
[0061] Step S102: prefabricate and shape the precast beam 2 in a factory.
[0062] For details, please refer to Figure 1~Figure 4 , and combined with Figure 5 A shear member 24 is buried at the neutral axis 200 of at least one end of the precast beam 2. The precast beam 2 has at least a bending bottom reinforcement 22, a bending surface reinforcement 21 and stirrups 23 separated from the shear member 24 along the length direction of the beam. The bending bottom reinforcement 22 is buried at the bottom of the precast beam 2, the bending surface reinforcement 21 is located at the post-cast overlapping surface layer 20 of the precast beam 2, and the stirrups 23 are hooped around the bending surface reinforcement 21 and the bending bottom reinforcement 22.
[0063] The precast beam 2 in this embodiment is set as a precast component, which is cast by steel bars and concrete, and the steel bars include anti-bending bottom bars 22, anti-bending surface bars 21 and stirrups 23. Further, during the prefabrication in the factory, the anti-bending bottom bars 22 are buried in the concrete section and the ends extend outward, the top of the concrete section forms the post-casting superimposed surface layer 20 of the precast beam 2, and the anti-bending surface bars 21 are installed by threading the bars on site.
[0064] The shear member 24 of the precast beam 2 is preferably a shear steel, and is further implemented as an H-shaped steel. One section of the shear steel is embedded in the precast beam 2 but is separated and not connected to the bending surface reinforcement 21, the bending bottom reinforcement 22 and the stirrups 23, and the other end extends outside to be placed on the precast column 1 and leveled by a leveling gasket. Furthermore, bolts 241 are provided at the web of the shear steel to improve the bolting capacity with the post-cast superimposed layer 3.
[0065] As a preferred implementation of this embodiment, the anti-bending bottom reinforcement 22 is implemented as two rows arranged in an upper and lower manner. Specifically, the anti-bending bottom reinforcement 221 of the lower row is connected to the fixed seat 11 through a support 25, wherein one end of the support 25 is embedded and fixed in the prefabricated beam 2, and the other end is fixed to the fixed seat 11, and the anti-bending bottom reinforcement 221 of the lower row is connected to the support 25. Preferably, the support 25 is a steel plate. The shear-resistant steel bars 222 of the upper row can be connected to the fixed seat 11 by adjusting the threaded sleeve 26; or they can also be connected to the fixed seat 11 through the support 25.
[0066] In this embodiment, step S101 and step S102 are not necessarily limited to a clear sequence, and both are intended to achieve factory prefabrication of the prefabricated columns 1 and the prefabricated beams 2 .
[0067] Step S2: Hoisting stage: Step S201: hoist the precast column 1 to the designated construction location; hoist the precast beam 2 and place the shear member 24 on the top of the precast column 1, fix the bending bottom reinforcement 22 to the side of the precast column 1, and form a post-cast overlapping layer 3 between the precast beam 2 and the precast column 1.
[0068] Specifically, the support 25 is a steel plate, which is welded to the fixed steel plate of the fixed seat 11 by groove welding. Figure 5 , and combined with Figure 7 , Figure 8The upper row of anti-bending bottom ribs 222 are fixed to the fixing seat 11 by adjusting the threaded sleeve 26. The adjusting threaded sleeve 26 is a commonly used straight threaded sleeve. A thread is formed at the end of the anti-bending bottom rib 22. The straight threaded sleeve is adjusted until it abuts against the fixed steel plate, and then welding is performed. The bottom surface of the support 25 is flush with the bottom surface of the precast beam 2. A protective layer is formed between the lower row of anti-bending bottom ribs 221 and the bottom surface of the precast beam 2. The end of the lower row of anti-bending bottom ribs 221 extends obliquely downward outside the precast beam 2 and is then connected to the support 25. Therefore, the lower row of anti-bending bottom ribs 221 extends downward outside. Compared with the traditional precast beam 2, the effective beam height of the precast beam 2 in this embodiment is greater. The lower row of anti-bending bottom reinforcement 22 is welded through the support 25, and a groove is welded. It is more efficient and easier to construct than welding the steel bars one by one. The upper row of anti-bending bottom reinforcement 22 is adjusted by adjusting the threaded sleeve 26 to adjust the construction and installation gap. The welding of the adjusting threaded sleeve 26 and the embedded steel plate (i.e., the fixing seat 11) of the prefabricated column 1 is simple to operate, adjustable, high in fault tolerance, and highly feasible. Furthermore, the support 25 sinks to the bottom surface of the prefabricated beam 2 to increase the effective calculation height of the prefabricated beam 2, which is an advantage of the prefabricated structure against the cast-in-place structure. It is a unique practice and advantage of prefabrication. The sinking of the support 25 can also reserve a larger welding space for the adjusting threaded sleeve 26 (straight threaded sleeve) of the upper row of anti-bending bottom reinforcement 22, which is convenient for the welding of the adjusting threaded sleeve 26 and the embedded fixing seat 11 (steel plate) of the prefabricated column 1.
[0069] As another preferred implementation of this embodiment, please refer to Fig. 9 , the anti-bending bottom ribs 22 are implemented as two rows arranged up and down. Specifically, one end of the support 25 is embedded and fixed in the prefabricated beam 2, and the other end is fixed to the fixing seat 11, and the anti-bending bottom ribs 221 of the lower row are connected to the support 25. Preferably, the support 25 is a steel plate, and the steel plate is welded to the fixing steel plate of the fixing seat 11 by groove welding. The two rows of anti-bending bottom ribs 22 arranged up and down are respectively connected to the top surface and the bottom surface of the support 25, and the fixing is completed at one time by welding, which is more efficient.
[0070] The stirrups 23 of the precast beam 2 of this embodiment are arranged in multiples along the length direction of the beam; for the above two implementations, part of the stirrups 23 are located between the precast beam 2 and the precast column 1, while the stirrups 23 located between the precast beam 2 and the precast column 1 are fixed to the support 25. As it is known from the above that the support 25 is a steel plate, the stirrups 23 located between the precast beam 2 and the precast column 1 can be directly welded to the support 25. After the support 25 is welded, a triangular torsional force is formed with the shear member 24 as the vertex and the support 25 as the bottom edge, and the construction process is torsionally safe. Further, the stirrups 23 located between the precast beam 2 and the precast column 1 are implemented as an inverted U shape, and the bottom and the support 25 are welded to form a closed stirrup 23, which solves the anchoring problem of the stirrups 23 of the bottom reinforcement of the precast beam 2 in the cast-in-place section (i.e., the post-cast superimposed layer 3 of the beam-column node), and can be formed into one piece through the support 25.
[0071] Step S202: The prefabricated column 1 at the semi-prefabricated beam-column node includes an upper prefabricated column 1b and a lower prefabricated column 1a. After the lower prefabricated column 1a is hoisted in step S201, the prefabricated beam 2 is placed on the lower prefabricated column 1a through the shear member 24, and then the upper prefabricated column 1b is hoisted and supported on the lower prefabricated column 1a through the main reinforcement 10b in the upper prefabricated column 1b and / or the main reinforcement in the lower prefabricated column 1a.
[0072] Or, if Figure 5 As shown, a grouting sleeve 12 is buried at the top of the lower prefabricated column 1a, and the upper prefabricated column 1b is supported on the lower prefabricated column 1a by inserting the main reinforcement 10b in the column of the upper prefabricated column 1b into the grouting sleeve 12, and the upper prefabricated column 1b is grout-fixed when it is inserted into the grouting sleeve 12, which meets the national standard construction specifications. However, compared with the traditional method of connecting the upper prefabricated column with the grouting sleeve 12, this embodiment uses the method of inverted insertion to intuitively perform pouring connection, and there is no problem and hidden danger of false pouring existing in the grouting sleeve.
[0073] Or, if Figure 6 As shown, a grouting sleeve 12 is provided in the post-cast composite layer 3, and the main reinforcement 10b in the upper precast column 1b and the main reinforcement 10a in the lower precast column 1a are inserted into the grouting sleeve 12, thereby supporting the lower precast column 1a.
[0074] Step S203: Install the composite floor slab (see Fig.10 ), Specifically, the precast bottom plate 5 of the composite floor is laid on the precast beam 2, and partially extends into the post-cast composite layer 3 of the beam-column joint to facilitate the subsequent integral casting of the beam-column joint and the cast-in-place layer of the floor. Furthermore, the precast bottom plate 5 is laid on the concrete section structure of the precast beam 2, and is staggered from the stirrups 23, because a protective layer is formed between the stirrups 23 and the concrete section of the precast beam 2, and the precast bottom plate can be laid on the protective layer.
[0075] Step S3: Cast-in-place stage: Specifically, the cast-in-place filling and pouring superimposed layer 3. And further, a cast-in-place layer of the cast-in-place forming superimposed floor slab can be used.
[0076] Furthermore, the present invention is described in detail above in conjunction with the embodiments of the accompanying drawings, and a person skilled in the art can make various variations of the present invention according to the above description. Therefore, certain details in the embodiments should not constitute a limitation of the present invention, and the present invention shall be protected by the scope defined by the attached claims.
Claims
1. Semi-prefabricated beam-column joint with separate bending and shear resistance, characterized in that: include: Precast columns; A precast beam, wherein a shear member is embedded at the neutral axis of at least one end of the precast beam, and the precast beam has at least a bending bottom bar, a bending surface bar and stirrups separated from the shear member along the length direction of the beam, the bending bottom bar is embedded at the bottom of the precast beam, the bending surface bar is located at the post-cast superimposed surface layer of the precast beam, and the stirrups are arranged on the bending surface bar and the bending bottom bar; The anti-shear member is placed on the top of the prefabricated column and is located in the post-cast superimposed layer of the beam-column node, and the anti-bending bottom reinforcement is fixed to the side of the prefabricated column.
2. The semi-prefabricated beam-column joint with bending and shear separation according to claim 1, characterized in that: A fixing seat is embedded in the prefabricated column, and the anti-bending bottom reinforcement is directly or indirectly fixed to the fixing seat.
3. The semi-prefabricated beam-column joint with bending and shear separation as claimed in claim 2, characterized in that: The anti-bending bottom reinforcement is implemented in two rows arranged one above the other.
4. The semi-prefabricated beam-column joint with bending and shear separation as claimed in claim 3, characterized in that: The anti-bending bottom reinforcement of the lower row is connected to the fixing seat through a support; one end of the support is embedded and fixed in the prefabricated beam, and the other end is fixed to the fixing seat, and the anti-bending bottom reinforcement of the lower row is connected to the support.
5. The semi-prefabricated beam-column joint with bending and shear separation as claimed in claim 4, characterized in that: The anti-bending bottom ribs in the upper row are fixed to the fixing seat by adjusting the threaded sleeve.
6. The semi-prefabricated beam-column joint with separate bending and shearing properties as claimed in claim 5, characterized in that: The bottom surface of the support is flush with the bottom surface of the precast beam, a protective layer is formed between the lower row of anti-bending bottom bars and the bottom surface of the precast beam, and the ends of the lower row of anti-bending bottom bars extend obliquely downward outside the precast beam and are then connected to the support.
7. The semi-prefabricated beam-column joint with bending and shear separation according to claim 4, characterized in that: Two rows of anti-bending bottom bars arranged up and down are respectively connected to the top surface and the bottom surface of the support.
8. The semi-prefabricated beam-column joint with separate bending and shearing properties according to any one of claims 4 to 7, characterized in that: The stirrups are arranged in plurality along the length direction of the beam; some of the stirrups are located between the precast beam and the precast column, and the stirrups located between the precast beam and the precast column are fixed to the support.
9. The semi-prefabricated beam-column joint with separate bending and shearing properties as claimed in claim 8, characterized in that: The stirrups between the precast beams and the precast columns are implemented in an inverted U shape.
10. The semi-prefabricated beam-column joint with separate bending and shearing properties as claimed in claim 1, characterized in that: The prefabricated columns at the semi-prefabricated beam-column nodes include upper prefabricated columns and lower prefabricated columns; the prefabricated beams are placed on the lower prefabricated columns via shear members; the upper prefabricated columns are supported on the lower prefabricated columns via the main reinforcement inside the upper prefabricated columns and / or the main reinforcement inside the lower prefabricated columns.
11. The semi-prefabricated beam-column joint with bending and shear separation according to claim 1, characterized in that: The prefabricated columns at the semi-prefabricated beam-column nodes include upper prefabricated columns and lower prefabricated columns. The prefabricated beams are placed on the lower prefabricated columns via shear members. A grouting sleeve is provided on the top of the lower prefabricated column. The upper prefabricated column is supported on the lower prefabricated column by inserting the main reinforcement of the upper prefabricated column into the grouting sleeve.
12. A construction method for a semi-prefabricated beam-column node with separate bending and shear resistance, characterized in that: The following steps are involved: S1 prefabrication stage: prefabricating and forming prefabricated columns and prefabricated beams in a factory; a shear member is embedded at the neutral axis of at least one end of the prefabricated beam, and the prefabricated beam has at least a bending bottom bar, a bending surface bar and stirrups separated from the shear member along the length direction of the beam, the bending bottom bar is embedded at the bottom of the prefabricated beam, the bending surface bar is located at the post-cast superimposed surface layer of the prefabricated beam, and the stirrups are hooped around the bending surface bar and the bending bottom bar; S2 Hoisting stage: hoist the precast column to the designated construction location; hoist the precast beam and place the shear member on the top of the precast column, fix the bending bottom reinforcement to the side of the precast column, and form a post-casting superimposed layer between the precast beam and the precast column; S3 cast-in-place stage: cast-in-place and fill the post-cast superimposed layer.
13. The construction method according to claim 11, characterized in that: In the S2 hoisting stage, the prefabricated columns at the semi-prefabricated beam-column nodes include upper prefabricated columns and lower prefabricated columns. After the prefabricated beams are placed on the lower prefabricated columns through shear members, the upper prefabricated columns are hoisted and supported on the lower prefabricated columns through the main reinforcement inside the upper prefabricated columns and / or the main reinforcement inside the lower prefabricated columns.