CN108331158B - On-site connection method of prefabricated reinforced concrete beam column - Google Patents
On-site connection method of prefabricated reinforced concrete beam column Download PDFInfo
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- CN108331158B CN108331158B CN201810074578.XA CN201810074578A CN108331158B CN 108331158 B CN108331158 B CN 108331158B CN 201810074578 A CN201810074578 A CN 201810074578A CN 108331158 B CN108331158 B CN 108331158B
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/21—Connections specially adapted therefor
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Abstract
The invention discloses a field connection method of a prefabricated reinforced concrete beam column, which comprises the following steps: step 1: prefabricating beams and columns in a factory, wherein the upper end and the lower end of each prefabricated column are in a convex shape, the beam end of each prefabricated beam and the connecting end of each beam on each prefabricated column are in a convex shape or mutually staggered horse teeth shape, and the beam end, the column end and the connecting ends extend out of connecting steel bars; step 2: hoisting the precast columns and the precast beams and arranging temporary supports in place; and step 3: completing the connection of the longitudinal bars and the waist bars at the connecting ends of the precast beams and the beams on the precast columns; and 4, step 4: setting stirrups of a precast beam reserved space, and laying a bottom plate of a composite floor slab; and 5: pouring concrete on the beam surface and the superposed plate surface of the precast beam; step 6: hoisting the upper prefabricated column and positioning; and 7: connecting longitudinal steel bars between the two prefabricated columns; and 8: setting prefabricated column blank area stirrups and building blank area templates; and step 9: and pouring concrete in the reserved space area of the prefabricated column to complete the connection of the frame column.
Description
Technical Field
The invention belongs to the technical field of design and construction of building industrialization, and particularly relates to a field connection method of a prefabricated reinforced concrete beam column.
Background
The building industrialization is the current trend of the building industry development in China, and is an important step for realizing 'four sections and one environment-friendly' green buildings. The important characteristics of building industrialization are that building components are prefabricated in factories as much as possible, industrial machinery and complete information management of the factories are fully utilized, the components prefabricated in the factories can always ensure the quality of the components due to the standardization and systematization of the construction, and the error grade of the building industry can be changed from centimeter grade to millimeter grade. However, due to the limitations of transportation capacity and hoisting equipment, as an integral building structure, the prefabricated building structure must be disassembled into individual components, transported to the site by an automobile, and positioned by a tower crane or hoisting equipment. The connection of the prefabricated components on site is the key to the structure whether the bearing capacity of the components can be fully exerted.
At present, the field connection of the prefabricated frame mainly has two modes according to the difference of component split, prefabricated parts and connection modes: (1) the nodes are prefabricated, the frame columns are connected through the post-pouring section at the middle positions of the columns, and the frame beams are connected through the post-pouring section at the positions with small stress; (2) the nodes are cast in situ, the frame columns and the frame beams are prefabricated in the whole sections, and the beams and the columns are connected into a whole by the cast-in-situ nodes. Both of these approaches have their own advantages and disadvantages, as shown in the following table:
disclosure of Invention
Aiming at the advantages and the disadvantages of the two prefabricated frame field connection methods, the advantages are fully utilized, and the disadvantages are avoided, so that the field connection method of the prefabricated reinforced concrete beam column is provided.
The technical scheme adopted by the invention is as follows: a field connection method of a prefabricated reinforced concrete beam column comprises the following steps:
step 1: prefabricating a precast beam and a precast column in a factory, wherein the upper end and the lower end of the precast column are in a convex shape, the connecting end of the beam end of the precast beam and the beam on the precast column is in a convex shape or a mutually staggered horse tooth shape, and the beam end, the column end and the connecting end extend out of connecting steel bars;
step 2: hoisting the precast columns and the precast beams and arranging temporary supports in place, wherein the beam ends of the precast beams extend out of the steel bars to be connected;
and step 3: completing the connection of the longitudinal bars and the waist bars at the connecting ends of the precast beams and the beams on the precast columns;
and 4, step 4: setting stirrups of a precast beam reserved space, and laying a bottom plate of a composite floor slab;
and 5: pouring concrete on the beam surface and the superposed plate surface of the precast beam;
step 6: when the strength of the concrete on the plate surface reaches the strength capable of bearing construction load, hoisting the upper prefabricated column and positioning;
and 7: connecting longitudinal steel bars between the two prefabricated columns;
and 8: setting prefabricated column blank area stirrups and building blank area templates;
and step 9: and pouring concrete in the reserved space area of the prefabricated column to complete the connection of the frame column.
Preferably, the connecting positions of the columns are arranged in the non-stirrup-thickened areas of the frame columns, and the beam column node core area which is stressed most complexly is prefabricated in a factory together with the columns.
Preferably, the connecting position of the precast beam and the precast column is at the beam end with the length being more than or equal to 300mm, the connecting position of the precast beam and the precast column is preferably arranged at the beam end with the length being 300mm, and the connecting position is located within the hoop reinforcement area of the precast beam, but the beam-column joint core area with the most complex stress and the beam root with the most stress are avoided, according to the bending moment diagram of the beam, the bending moment is attenuated particularly fast in the hogging moment section of the beam, and the longitudinal steel bars are connected with equal strength when the beam and the column are connected, so that the beam end with the length being 300mm is suitable for connecting the beam. The main reason that the beam and column connection sections do not avoid the stirrup-dense areas of the frame beams is to facilitate transportation of the components and improve transportation efficiency.
Preferably, the prefabricated column and the prefabricated column can be connected once in two layers or three layers, and the connection workload on the site is reduced.
Preferably, the prefabricated column is connected with the prefabricated column by adopting a mode of arranging a local post-pouring section, the longitudinal steel bars of the prefabricated column are in equal-strength connection at the local post-pouring section, the connection of the longitudinal steel bars of the column can adopt mechanical connection, sleeve grouting connection or welding, the local post-pouring section of the column is not in full-section post-pouring, only concrete in the range of a core area is prefabricated under the condition of ensuring the operation space of steel bar connection construction, the prefabricated column end is in a convex shape, the mortar needs to be set before the connection of the convex column end, if the shear bearing capacity of the connection part does not meet the requirement, a shear key groove can be arranged at the convex end, and the possibility that the shear key groove is arranged at the convex end is very small because the connection part of the column and the column is positioned at a part with small stress.
The connection structure of the precast beam and the precast column is similar to that of the column and the column, and the steel bars are connected at the post-cast section. The longitudinal steel bars of the beam and the column are in equal-strength connection in a local post-pouring area, and can be in mechanical connection, sleeve grouting connection or welding. The equal strength connection of the steel bars is the basic requirement of the beam-column connection method. The connecting end of the beam end of the precast beam and the upper beam of the precast column can be in a convex shape or a horse tooth shape.
Preferably, prestress can be applied to the steel bars when the prefabricated columns are connected with the prefabricated columns and the prefabricated beams are connected with the longitudinal steel bars of the prefabricated columns, a fastening pressure state is formed among the prefabricated components, and the connection reliability and the anti-seismic performance of the beams and the columns are improved.
Preferably, in order to ensure the bonding strength of the new and old concrete, concrete rough surfaces are required to be arranged on the convex parts, the staggered parts and the interfaces of the new and old concrete, and the concave-convex depth of the rough surfaces is not less than 6 mm. The stirrup spacing in the reserved space is not more than 100 mm.
The connecting position of the column is in the non-stirrup-encrypted area of the frame column, generally arranged at the column height 1/3, so that the stirrup-encrypted area of the frame column can be avoided, meanwhile, the column is also under low stress, and the connecting position of the prefabricated part meeting the requirements in the technical code of the prefabricated concrete structure is preferably arranged at the position with low structural stress. The frame column connecting position is just right at the chest part of a constructor, so that the construction operation is convenient.
The invention has the following beneficial effects:
(1) the beam-column joint core area which is most complicated in stress and most difficult to construct is prefabricated in a factory, so that the safety and reliability of the assembled integral concrete structure are improved;
(2) all longitudinal steel bar connections are carried out in a concrete post-pouring area, so that the inspection and the detection of the steel bar connection quality are facilitated;
(3) the connecting areas of the beam and the column avoid the position with the largest stress, and the distance between the connecting area of the beam and the column end is only 300mm, so that the transportation of the prefabricated part cannot be influenced;
(4) the column connection can realize two-layer or three-layer connection once, so that the field connection workload is reduced;
(5) the connecting sections are directly connected by local precast concrete, so that the temporary supporting usage amount can be reduced, and the shear-resistant bearing capacity of the connecting area is improved.
(6) If partial prestress is applied to the beam-column connecting node, the temporary supporting amount can be reduced, and the anti-seismic performance of the connecting node can be improved.
Drawings
FIG. 1 is a schematic structural view of a "convex" type prefabricated column;
FIG. 2 is a structural schematic diagram of the prefabricated column and the prefabricated beam in a convex shape after being supported in place;
FIG. 3 is a schematic view of connection between a prefabricated column shaped like a Chinese character 'tu' and a prefabricated beam longitudinal bar and a waist bar;
FIG. 4 is a schematic view of stirrups in a beam clearance area;
FIG. 5 is a schematic illustration of the beam and slab concrete after casting;
FIG. 6 is a drawing of the upper prefabricated column being hoisted;
FIG. 7 is a schematic view of two prefabricated columns after connecting longitudinal steel bars of the columns;
FIG. 8 is a diagram of a stirrup in a column clearance area;
FIG. 9 is a schematic view after concrete in a column void area is poured;
FIG. 10 is a schematic structural view of a "horse teeth" type prefabricated column;
FIG. 11 is a structural schematic diagram of a prefabricated column and a prefabricated beam in a supporting position of a horse teeth type;
FIG. 12 is a schematic elevation view of the joint between the "convex" type precast beam and the precast column;
FIG. 13 is a schematic elevation view of the joint between the prefabricated beam and the prefabricated column;
fig. 14 is an elevation view schematically showing the joint of the improved prefabricated beam and the prefabricated column in the shape of a horse teeth.
Detailed description of the invention
In order to make the technical solutions and advantages of the present invention clearer, the following further explains embodiments of the present invention with reference to specific applications.
Example 1: opposite corner post connecting joint
After being transported to the site and in place, the column heads and the beam ends extend out of the connecting steel bars, and concrete at the column heads and the beam ends are in a convex shape as shown in figure 1.
And hoisting the precast beam and arranging the temporary support in place, wherein the concrete at the end of the precast beam is also in a convex shape, and the end of the precast beam extends out of the steel bar to be connected, as shown in the following figure 2.
The connection of the longitudinal bar and the waist bar of the precast beam can be completed, the connection of the longitudinal bar and the waist bar of the precast beam can adopt sleeve grouting connection, and also can adopt straight thread sleeve connection and other various equal-strength connection modes, as shown in figure 3.
The stirrups in the beam-leaving space are arranged, and the bottom plate of the composite floor slab is laid, as shown in the following figure 4.
Concrete is poured on the beam surface and the plate surface, and the concrete is as shown in the following figure 5.
When the strength of the concrete on the plate surface reaches the strength capable of bearing construction load, the upper prefabricated column can be hoisted and positioned, and the method is shown in the following figure 6.
The longitudinal steel bars of the connecting column can be connected by adopting sleeve grouting, and also can be connected by adopting a straight thread sleeve and other various equal-strength connecting modes, such as the following figure 7.
And (5) setting a column void area stirrup and erecting a void area template, as shown in the following figure 8.
And pouring concrete in the column vacant areas to complete the connection of the frame columns, as shown in the following figure 9.
Example 2: to center pillar connected node
As shown in fig. 10 to 11, the connection method and the steps are completely the same as those of the corner post in example 1, except that the connection end of the precast beam end and the precast post upper short beam can be of a "horse teeth" type, and the use amount of temporary support can be reduced by the "horse teeth" type connection, as shown in fig. 11, the precast beam is directly placed on the "horse teeth" type connection end after being hoisted, so that the use amount of temporary support of the precast beam can be reduced, and the arrangement of the reinforcement of the "horse teeth" type connection end needs to be determined by calculation. For clarity, the reinforcement bars in the precast beams are not illustrated in fig. 11.
The connecting end of the beam end of the precast beam and the upper beam of the precast column can be in a convex shape or a horse tooth shape. When the connection part is in a convex shape, the shear resistance bearing capacity check calculation is needed at the connection part of the precast beam and the precast column, the check calculation section is the shear resistance section 1-4 shown in figure 12, and the shear resistance section 1 is the part with the largest shearing force and bending moment at the beam end; shear bearing capacity is provided by two parts at the shear sections 2 and 4, shear surfaces of the convex concrete and the new and old concrete are prefabricated, the convex concrete is prefabricated to serve as a shear key, and considerable shear bearing capacity can be provided; the shear-resistant section 3 is a weak part of the connection method, and important calculation needs to be carried out, but even the shear-resistant section 3 which is the weakest in the connection method provides larger shear-resistant bearing capacity than the 'node cast-in-place' commonly used in the conventional fabricated integral concrete structure, because the cast-in-place concrete amount at the shear-resistant section 3 is larger, and the shear-resistant section 3 is away from the beam end by a certain distance, the stress of the beam is also smaller. If the cold shearing resistance bearing capacity at the shearing resistance section 3 does not meet the requirement, a shearing resistance key groove can be arranged at the end head in the shape of the Chinese character 'tu'.
When the connecting end of the precast beam end and the precast column upper beam is of a 'horse tooth' type, the 'horse tooth' type structure can provide larger shear-resistant bearing capacity, as shown in the following figure 13, the most unfavorable shear-resistant section is a shear-resistant section 2 in the figure, compared with the 'convex' type connection, the 'horse tooth' type structure has a half smaller precast concrete section serving as a precast concrete shear key, and the possibility of arranging the shear-resistant key groove on the precast concrete surface is higher. However, after the precast beam with the structure of the horse teeth is transported to the site, the beam can be positioned and fixed by using the beam end of the horse teeth, and when the span of the beam is not large and the bearing construction load is not heavy, the temporary supporting and erecting amount of the beam can be reduced by configuring the bending-resistant and shearing-resistant steel bars in the beam end of the horse teeth through design calculation.
In order to improve the bending resistance and the shearing resistance of the 'horse teeth' type structure, the structure can be improved, as shown in figure 14, the shearing resistance is improved after the improvement, but the structure of the 'horse teeth' end is trapezoidal, and the difficulty of factory prefabrication is increased. The concrete way is determined by the actual load bearing capacity of the beam-column connection.
The foregoing merely illustrates the principles and preferred embodiments of the invention and many variations and modifications may be made by those skilled in the art in light of the foregoing description, which are within the scope of the invention.
Claims (10)
1. The field connection method of the prefabricated reinforced concrete beam column is characterized by comprising the following steps:
step 1: manufacturing a precast beam and a precast column in a factory, wherein the upper end and the lower end of the precast column are in a convex shape, the connecting end of the beam end of the precast beam and the beam on the precast column are in a convex shape or mutually staggered horse teeth shape, and the beam end, the column end and the connecting end extend out of connecting steel bars;
step 2: hoisting the precast columns and the precast beams and arranging temporary supports in place, wherein the beam ends of the precast beams extend out of the steel bars to be connected;
and step 3: completing the connection of the longitudinal bars and the waist bars at the connecting ends of the precast beams and the beams on the precast columns;
and 4, step 4: setting stirrups of a precast beam reserved space, and laying a bottom plate of a composite floor slab;
and 5: pouring concrete on the beam surface and the superposed plate surface of the precast beam;
step 6: when the strength of the concrete on the plate surface reaches the strength capable of bearing construction load, hoisting the upper prefabricated column and positioning;
and 7: connecting longitudinal steel bars between the two prefabricated columns;
and 8: setting prefabricated column blank area stirrups and building blank area templates;
and step 9: and pouring concrete in the reserved space area of the prefabricated column to complete the connection of the frame column.
2. The field connection method of the prefabricated reinforced concrete beam column as claimed in claim 1, wherein the connection position of the column and the column is in the non-stirrup-dense area of the frame column, and the beam column node core area which is most complicated in stress is prefabricated in a factory together with the column.
3. The field connection method of a precast reinforced concrete beam column according to claim 1, wherein the connection position of the precast beam and the precast column is 300mm or more at the beam end.
4. The on-site connection method of the prefabricated reinforced concrete beam column as claimed in claim 1, wherein the prefabricated column is connected with the prefabricated column to realize the connection of two or three floors once, thereby reducing the on-site connection workload.
5. The on-site connection method of the prefabricated reinforced concrete beam column as claimed in claim 1, wherein the prefabricated column and the prefabricated column, and the prefabricated beam and the longitudinal steel bars of the prefabricated column are connected by sleeve grouting or by straight thread sleeve connection.
6. The on-site connection method of the prefabricated reinforced concrete beam column as claimed in claim 1, wherein prestress is applied to the steel bars when the prefabricated column is connected with the prefabricated column and the prefabricated beam is connected with the longitudinal steel bars of the prefabricated column, a fastening pressure state is formed between the prefabricated components, and the reliability and the seismic performance of beam column connection are improved.
7. The field connection method of the precast reinforced concrete beam column as recited in claim 1, wherein the convex-shaped part of the precast column end needs to be filled with grout before connection, and if the shear bearing capacity of the connection part does not meet the requirement, a shear key groove is arranged at the convex-shaped end.
8. The field connection method of the precast reinforced concrete beam column as recited in claim 1, wherein when the precast beam ends adopt the structure of the shape of the Chinese character 'tu', if the shear-resistant bearing capacity of the connection part does not meet the requirement, the shear-resistant key slot is arranged at the end of the shape of the Chinese character 'tu'.
9. The method for connecting precast reinforced concrete beam columns on site as claimed in claim 1, wherein the new and old concrete interface of the "horse teeth" part is provided with a concrete rough surface, and the depth of the rough surface should not be less than 6 mm.
10. The field connection method of a precast reinforced concrete beam column according to claim 1, wherein the stirrup interval of the vacant area is not more than 100 mm.
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| CN201810074578.XA CN108331158B (en) | 2018-01-25 | 2018-01-25 | On-site connection method of prefabricated reinforced concrete beam column |
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| CN201810074578.XA CN108331158B (en) | 2018-01-25 | 2018-01-25 | On-site connection method of prefabricated reinforced concrete beam column |
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| CN108331158B true CN108331158B (en) | 2020-05-08 |
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| CN109403458A (en) * | 2018-12-18 | 2019-03-01 | 有利华建材(惠州)有限公司 | Novel pre-fabricated one |
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| CN113216411A (en) * | 2021-04-20 | 2021-08-06 | 王萍 | Prefabricated column contact mounting and connecting method for prefabricated building |
| CN113502913B (en) * | 2021-06-25 | 2024-08-23 | 中国五冶集团有限公司 | Beam column node |
| CN113737945A (en) * | 2021-09-17 | 2021-12-03 | 上海大学 | Prefabricated assembled column connection node with hoop steel sleeve plate |
| CN114753634A (en) * | 2022-03-24 | 2022-07-15 | 中国二十冶集团有限公司 | Semi-fabricated construction method for concrete structure |
| CN115434417A (en) * | 2022-08-03 | 2022-12-06 | 中建八局第二建设有限公司 | Fabricated concrete frame structure and construction method thereof |
| CN115198882B (en) * | 2022-08-25 | 2024-03-29 | 金耀 | Assembled frame structure and construction method thereof |
| CN115680116B (en) * | 2022-11-10 | 2023-08-04 | 海南大学 | Assembled frame beam column connection node and construction method thereof |
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