CN219343534U - Connection structure of prefabricated assembled frame post and basic cushion cap - Google Patents
Connection structure of prefabricated assembled frame post and basic cushion cap Download PDFInfo
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- CN219343534U CN219343534U CN202320581528.7U CN202320581528U CN219343534U CN 219343534 U CN219343534 U CN 219343534U CN 202320581528 U CN202320581528 U CN 202320581528U CN 219343534 U CN219343534 U CN 219343534U
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Abstract
The utility model relates to the field of prefabricated building structures, and discloses a connecting structure of a prefabricated frame column and a foundation bearing platform. The bottom surface of the prefabricated frame column and the top surface of the foundation bearing platform are respectively provided with an overhanging reinforcing steel bar, and ultra-high performance concrete is utilized to pour in the area between the bottom surface of the prefabricated frame column and the top surface of the foundation bearing platform, and the overhanging reinforcing steel bars and stirrups are matched to form cast-in-situ joints; and a shear key is arranged on the surrounding inner side of the overhanging reinforcing steel bar, namely the inner side of the cast-in-situ joint. And the cast-in-situ joint is used for wrapping the shear key, the overhanging reinforcing steel bars and the hoops, so that effective connection is formed between the prefabricated frame column and the basic bearing platform. According to the measures, the grip strength of the external extending steel bar based on the ultra-high-performance concrete is extremely high, the anchoring length of the steel bar in the concrete is effectively reduced, and the connection mode of the vertical steel bar in the cast-in-place joint in the prefabricated shear wall can be simplified. The utility model has the characteristics of simple structure, convenient construction and high reliability, saves the construction time and has good economy.
Description
Technical Field
The utility model relates to the field of prefabricated building structures, in particular to a connecting structure of a prefabricated frame column and a foundation bearing platform.
Background
The common connection mode of the prefabricated frame column and the basic bearing platform at present is sleeve grouting connection, and the damage mechanism is the same as that of the cast-in-situ member. However, the connection needs to be aligned with the reserved overhanging steel bars of different components, the precision requirement on the prefabricated components is extremely high, the connection quality is easily influenced by the level of workers and the site construction conditions, the filling degree of grouting is difficult to check, the connection is easily influenced by sundries, water accumulation, cavitation and the like, and the connection reliability is difficult to guarantee.
Disclosure of Invention
Aiming at the defects in the prior art, the connecting structure of the prefabricated frame column and the foundation bearing platform is provided, the bond strength of the externally-extending reinforcing steel bars based on the ultra-high-performance concrete is extremely high, the anchoring length of the reinforcing steel bars in the concrete is effectively reduced, and the connecting mode of the vertical reinforcing steel bars in the prefabricated shear wall at cast-in-situ joints can be simplified.
The technical scheme adopted by the utility model for solving the technical problems is as follows:
a connection structure of prefabricated assembled frame post and basic cushion cap, its characterized in that: the shear key comprises a base bearing platform arranged at the bottom, a shear key arranged on the upper surface of the base bearing platform and a prefabricated frame column arranged right above the base bearing platform; the shear key is positioned right below the prefabricated frame column, the section size of the shear key is smaller than that of the prefabricated frame column, and the height of the shear key is larger than the interval between the prefabricated frame column and the basic bearing platform;
the first overhanging steel bars are arranged on the foundation bearing platform at intervals and are distributed on the periphery of the shear key; the prefabricated frame column is provided with second vertical downward outward-extending steel bars which are arranged at intervals on the periphery of the shear key; the second outward extending reinforcing steel bars are positioned at the outer sides of the first outward extending reinforcing steel bars, the second outward extending reinforcing steel bars do not exceed the area right below the prefabricated frame column, and a plurality of stirrups are distributed on the second outward extending reinforcing steel bars at intervals along the vertical direction; and filling ultra-high performance concrete in the area from the right lower part of the prefabricated frame column to the right upper part of the basic bearing platform to form a cast-in-situ joint, wherein the first overhanging reinforcing steel bar position, the second overhanging reinforcing steel bar position and the hoop are all wrapped in the cast-in-situ joint.
According to the technical scheme, the shear key adopts reinforced concrete pier columns, and the reinforced concrete pier columns and the foundation bearing platform form a whole; the reinforcement of the shear key is determined by shear calculation.
According to the technical scheme, the shear key adopts the embedded section steel, and the embedded section steel is embedded on the foundation bearing platform according to the arrangement position of the prefabricated frame on the foundation bearing platform; the size of the section steel shear key is determined by shear calculation.
According to the technical scheme, the extension length of the first extension steel bar and the extension length of the second extension steel bar are respectively not smaller than 10 times of the diameter of each extension steel bar.
According to the technical scheme, the horizontal distance between the first overhanging reinforcing steel bars is not less than 2 times of the diameter of the first overhanging reinforcing steel bars; the horizontal distance between the second outward extending steel bars is not less than 2 times of the diameter of the second outward extending steel bars.
According to the technical scheme, the cast-in-situ joint mold further comprises a cast-in-situ joint mold, wherein the cross section of the inner cavity of the cast-in-situ joint mold is consistent with the cross section of the prefabricated frame column; the cast-in-situ joint template is vertically arranged on the basic bearing platform, the shear key is positioned at the inner side of the cast-in-situ joint template, and the cross section of the cast-in-situ joint template coincides with the extension area of the prefabricated frame column; the bottom of the cast-in-situ joint template is sealed with a basic bearing platform, grouting holes and ventilation holes are formed in the joint area of the cast-in-situ joint template and the prefabricated frame column, and the heights of the grouting holes and the ventilation holes are higher than the bottom surface of the prefabricated frame column.
According to the technical scheme, the cast-in-situ joint is formed by casting ultra-high performance concrete at one time.
According to the technical scheme, the ultra-high performance concrete adopts the self-compacting concrete with the compressive strength not less than 120MPa, the tensile strength more than 5MPa, the expansion degree within the range of 730 mm-770 mm and the better fluidity.
The utility model has the following beneficial effects:
the bottom surface of the prefabricated frame column and the top surface of the foundation bearing platform are respectively provided with an overhanging reinforcing steel bar, and ultra-high performance concrete is utilized to pour in the area between the bottom surface of the prefabricated frame column and the top surface of the foundation bearing platform, and the overhanging reinforcing steel bars and stirrups are matched to form cast-in-situ joints; and a shear key is arranged on the surrounding inner side of the overhanging reinforcing steel bar, namely the inner side of the cast-in-situ joint. And the cast-in-situ joint is used for wrapping the shear key, the overhanging reinforcing steel bars and the hoops, so that effective connection is formed between the prefabricated frame column and the basic bearing platform. According to the measures, the grip strength of the external extending steel bar based on the ultra-high-performance concrete is extremely high, the anchoring length of the steel bar in the concrete is effectively reduced, and the connection mode of the vertical steel bar in the cast-in-place joint in the prefabricated shear wall can be simplified. Compared with the traditional grouting sleeve connection, on one hand, the method has low requirements on the precision of the prefabricated component and the field construction precision, is more convenient for construction operation, ensures the construction quality more easily, and has higher reliability of the connection structure; on the other hand, the simplified connection omits a grouting sleeve and saves steel. In addition, the strength of the ultra-high performance concrete is fast to develop, and the self-leveling and self-compacting are realized, so that the construction time is saved. Therefore, the utility model has the characteristics of simple structure, convenient construction and high reliability, saves the construction time and has good economy.
Drawings
FIG. 1 is a schematic view of the structure of a provided embodiment of the present utility model;
FIG. 2 is a cross-sectional view A-A of FIG. 1 in accordance with an embodiment of the present utility model;
in the figure, 1, a basic bearing platform; 2. a shear key; 3. prefabricating frame columns; 4. a first overhanging rebar; 5. a second externally-extending reinforcing steel bar; 6. stirrups; 7. cast-in-place joints; 8. cast-in-situ joint templates; 8-1, opening launder.
Detailed Description
The utility model will now be described in detail with reference to the drawings and examples.
Referring to fig. 1 to 2, the connecting structure of a prefabricated frame column and a foundation pile cap provided by the utility model comprises a foundation pile cap 1 arranged at the bottom, a shear key 2 arranged on the upper surface of the foundation pile cap, and a prefabricated frame column 3 arranged right above the foundation pile cap; the shear key is positioned right below the prefabricated frame column, the section size of the shear key is smaller than that of the prefabricated frame column, and the height of the shear key is larger than the interval between the prefabricated frame column and the basic bearing platform;
the first overhanging steel bars 4 which are vertically upwards are arranged on the basic bearing platform and are distributed on the periphery of the shear key at intervals; the prefabricated frame column is provided with second vertical downward outward-extending steel bars 5 which are arranged at intervals on the periphery of the shear key; the second outward extending steel bars are positioned at the outer sides of the first outward extending steel bars, the second outward extending steel bars do not exceed the area right below the prefabricated frame column, and a plurality of stirrups 6 are distributed on the second outward extending steel bars at intervals along the vertical direction; and filling ultra-high performance concrete in the area from the right lower part of the prefabricated frame column to the right upper part of the basic bearing platform to form a cast-in-situ joint, wherein the first overhanging reinforcing steel bar position, the second overhanging reinforcing steel bar position and the hoop are all wrapped in the cast-in-situ joint 7.
In the embodiment, overhanging steel bars are arranged on the bottom surface of the prefabricated frame column and the top surface of the foundation pile cap, ultra-high performance concrete is used for pouring in the area between the bottom surface of the prefabricated frame column and the top surface of the foundation pile cap, and the overhanging steel bars and stirrups are matched to form cast-in-situ joints; and shear keys are arranged on the surrounding inner sides of the overhanging reinforcing bars. And the cast-in-situ joint is used for wrapping the shear key, the overhanging reinforcing steel bars and the hoops, so that effective connection is formed between the prefabricated frame column and the basic bearing platform. According to the measures, the grip strength of the external extending steel bar based on the ultra-high-performance concrete is extremely high, the anchoring length of the steel bar in the concrete is effectively reduced, and the connection mode of the vertical steel bar in the cast-in-place joint in the prefabricated shear wall can be simplified. Compared with the traditional grouting sleeve connection, on one hand, the method has low requirements on the precision of the prefabricated component and the field construction precision, is more convenient for construction operation, ensures the construction quality more easily, and has higher reliability of the connection structure; on the other hand, the simplified connection omits a grouting sleeve and saves steel. In addition, the strength of the ultra-high performance concrete is fast to develop, and the self-leveling and self-compacting are realized, so that the construction time is saved. Therefore, the utility model has the characteristics of simple structure, convenient construction and high reliability, saves the construction time and has good economy.
In some embodiments, the shear key adopts reinforced concrete pier columns, and the reinforced concrete pier columns and the foundation pile caps form a whole; the reinforcement of the shear key is determined by shear calculation.
In other embodiments, the shear key adopts embedded section steel, and the embedded section steel is embedded on the foundation bearing platform according to the arrangement position of the prefabricated frame on the foundation bearing platform; the size of the section steel shear key is determined by shear calculation.
In the embodiment shown in the figure, the cross dimension of the shear key is 300mm×300mm, and the height of the protrusion of the shear key is 200mm.
Further, the extension length of the first extension reinforcing steel bar and the extension length of the second extension reinforcing steel bar are respectively not smaller than 10 times of the diameter of each extension reinforcing steel bar.
Further, the horizontal spacing between the first overhanging reinforcing bars is not less than 2 times the diameter of the first overhanging reinforcing bars; the horizontal distance between the second outward extending steel bars is not less than 2 times of the diameter of the second outward extending steel bars.
In the embodiment shown in the figure, the cross dimension of the prefabricated frame column is 500mm by 500mm; the first overhanging steel bars are distributed at intervals by 20 steel bars with the diameter of 20mm, the distribution positions of the steel bars are rectangular and distributed on the outer ring of the shear key, and the overhanging length of the first overhanging steel bars is 250mm. The second outward extending reinforcing steel bars are distributed at intervals by adopting 20 reinforcing steel bars with the diameter of 20mm, the distribution positions of the reinforcing steel bars are rectangular and distributed on the outer ring of the shear key, the outward extending length of the second outward extending reinforcing steel bars is 250mm, and the thickness of concrete on the outer side of the first outward extending reinforcing steel bars is 50mm. 4 stirrups with the diameter of 10mm are arranged on the outer side of the second outward extending steel bar along the vertical direction, and the interval between the stirrups is 100mm.
In some of the above embodiments, the cast-in-place joint template 8 is further included, and the cross section of the inner cavity of the cast-in-place joint template is consistent with the cross section of the prefabricated frame column; the cast-in-situ joint template is vertically arranged on the basic bearing platform, the shear key is positioned at the inner side of the cast-in-situ joint template, and the cross section of the cast-in-situ joint template coincides with the extension area of the prefabricated frame column; the bottom of the cast-in-situ joint template is sealed with a basic bearing platform, grouting holes and ventilation holes (the ventilation holes can also be used as observation holes) are arranged in the joint area of the cast-in-situ joint template and the prefabricated frame column, and the heights of the grouting holes and the ventilation holes are higher than the height of the bottom surface of the prefabricated frame column. The cast-in-situ joint template is arranged to enable the cross section size of the cast-in-situ joint to be consistent with the cross section size of the prefabricated frame column, and the cast-in-situ unpacking is wrapped on the shear key. In the embodiment of the figure, an annular opening launder 8-1 is arranged between the top of the cast-in-situ joint wood board and the prefabricated frame column to serve as a grouting hole and an air hole.
Further, in order to ensure the quality of the cast-in-situ joint, the cast-in-situ joint is formed by casting ultra-high performance concrete at one time.
Preferably, the ultra-high performance concrete adopts self-compacting concrete with compressive strength not less than 120MPa, tensile strength more than 5MPa, expansion degree within a range of 730 mm-770 mm and good fluidity.
The working principle of the utility model is as follows:
the cast-in-place joint is cast-in-place by adopting ultra-high performance concrete, and the first overhanging reinforcing steel bars of the foundation bearing platform are in anchoring connection with the second overhanging reinforcing steel bars and stirrups of the prefabricated frame columns through the ultra-high performance concrete. The mechanical properties of the ultra-high performance concrete are as follows: the standard value of the compressive strength in 3 days reaches more than 80MPa, the standard value of the compressive strength in 28 days is more than 120MPa, and the standard value of the tensile strength is 5MPa.
The ultra-high performance concrete is cast in situ into the connection structure node of the foundation pile cap and the prefabricated frame column through the top opening launder (namely the grouting hole and the air hole) of the cast-in-situ joint template, all the ultra-high performance concrete is cast from one casting opening (serving as the grouting hole) in the opening launder, and other openings are used as casting air holes and observation holes. The ultra-high performance concrete has the characteristics of self-leveling and self-compaction, cast-in-place joints can be poured compactly, the anchoring force between the ultra-high performance concrete and the steel bars is extremely strong, and the anchoring length of the steel bars is more than or equal to 10 times the diameter of the steel bars.
The foregoing is merely illustrative of the present utility model and is not intended to limit the scope of the utility model, which is defined by the claims and their equivalents.
Claims (8)
1. A connection structure of prefabricated assembled frame post and basic cushion cap, its characterized in that: the shear key comprises a base bearing platform arranged at the bottom, a shear key arranged on the upper surface of the base bearing platform and a prefabricated frame column arranged right above the base bearing platform; the shear key is positioned right below the prefabricated frame column, the section size of the shear key is smaller than that of the prefabricated frame column, and the height of the shear key is larger than the interval between the prefabricated frame column and the basic bearing platform;
the first overhanging steel bars are arranged on the foundation bearing platform at intervals and are distributed on the periphery of the shear key; the prefabricated frame column is provided with second vertical downward outward-extending steel bars which are arranged at intervals on the periphery of the shear key; the second outward extending reinforcing steel bars are positioned at the outer sides of the first outward extending reinforcing steel bars, the second outward extending reinforcing steel bars do not exceed the area right below the prefabricated frame column, and a plurality of stirrups are distributed on the second outward extending reinforcing steel bars at intervals along the vertical direction; and filling ultra-high performance concrete in the area from the right lower part of the prefabricated frame column to the right upper part of the basic bearing platform to form a cast-in-situ joint, wherein the first overhanging reinforcing steel bar position, the second overhanging reinforcing steel bar position and the hoop are all wrapped in the cast-in-situ joint.
2. The connection structure of prefabricated frame columns and foundation caps according to claim 1, wherein: the shear key adopts reinforced concrete pier columns, and the reinforced concrete pier columns and the foundation bearing platform form a whole; the reinforcement of the shear key is determined by shear calculation.
3. The connection structure of prefabricated frame columns and foundation caps according to claim 1, wherein: the shear key adopts embedded section steel which is embedded on the foundation bearing platform according to the arrangement position of the prefabricated frame on the foundation bearing platform; the size of the section steel shear key is determined by shear calculation.
4. A prefabricated frame column and foundation pile cap connection structure according to any one of claims 1-3, wherein: the extension length of the first extension reinforcing steel bar and the extension length of the second extension reinforcing steel bar are respectively not smaller than 10 times of the diameter of each extension reinforcing steel bar.
5. A prefabricated frame column and foundation pile cap connection structure according to any one of claims 1-3, wherein: the horizontal spacing between the first overhanging reinforcing steel bars is not less than 2 times of the diameter of the first overhanging reinforcing steel bars; the horizontal distance between the second outward extending steel bars is not less than 2 times of the diameter of the second outward extending steel bars.
6. The connection structure of prefabricated frame columns and foundation caps according to claim 1, wherein: the cast-in-situ joint template is characterized by further comprising the cast-in-situ joint template, wherein the cross section of the inner cavity of the cast-in-situ joint template is consistent with the cross section of the prefabricated frame column; the cast-in-situ joint template is vertically arranged on the basic bearing platform, the shear key is positioned at the inner side of the cast-in-situ joint template, and the cross section of the cast-in-situ joint template coincides with the extension area of the prefabricated frame column; the bottom of the cast-in-situ joint template is sealed with a basic bearing platform, grouting holes and ventilation holes are formed in the joint area of the cast-in-situ joint template and the prefabricated frame column, and the heights of the grouting holes and the ventilation holes are higher than the bottom surface of the prefabricated frame column.
7. The connection structure of prefabricated frame columns and foundation caps of claim 6, wherein: the cast-in-situ joint is formed by casting ultra-high performance concrete at one time.
8. The connection structure of prefabricated frame columns and foundation caps according to claim 1, wherein: the ultra-high performance concrete adopts self-compacting concrete with compressive strength not less than 120MPa, tensile strength more than 5MPa, expansion degree within the range of 730 mm-770 mm and good fluidity.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202320581528.7U CN219343534U (en) | 2023-03-22 | 2023-03-22 | Connection structure of prefabricated assembled frame post and basic cushion cap |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202320581528.7U CN219343534U (en) | 2023-03-22 | 2023-03-22 | Connection structure of prefabricated assembled frame post and basic cushion cap |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN219343534U true CN219343534U (en) | 2023-07-14 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202320581528.7U Active CN219343534U (en) | 2023-03-22 | 2023-03-22 | Connection structure of prefabricated assembled frame post and basic cushion cap |
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| Country | Link |
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| CN (1) | CN219343534U (en) |
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- 2023-03-22 CN CN202320581528.7U patent/CN219343534U/en active Active
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