CN111980150A - Assembled prestressing force anti frame construction that collapses in succession - Google Patents
Assembled prestressing force anti frame construction that collapses in succession Download PDFInfo
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- CN111980150A CN111980150A CN202010900805.7A CN202010900805A CN111980150A CN 111980150 A CN111980150 A CN 111980150A CN 202010900805 A CN202010900805 A CN 202010900805A CN 111980150 A CN111980150 A CN 111980150A
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- precast concrete
- concrete square
- prestressed
- columns
- frame structure
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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
- E04B1/19—Three-dimensional framework structures
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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
- E04B1/19—Three-dimensional framework structures
- E04B1/1903—Connecting nodes specially adapted therefor
-
- 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
-
- 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
- E04B1/22—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 with parts being prestressed
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Rod-Shaped Construction Members (AREA)
Abstract
The invention discloses an assembled prestressed continuous collapse resisting frame structure which comprises a plurality of precast concrete square columns, a plurality of reserved channels, a plurality of reserved holes, a plurality of precast concrete square beams, a plurality of beam longitudinal reinforcements, a plurality of prestressed reinforcement channels, a plurality of lap-joint reinforcing steel bars, a plurality of prestressed reinforcements, a plurality of anchors and a plurality of post-cast ultrahigh-performance concrete areas. According to the invention, by utilizing the prestressed tendons and the ultrahigh-performance concrete, when the frame structure collapses, the cracking of a tensile region and the crushing of a compression region at the beam end are slowed down, and the continuous collapse resistance of the structure is further improved.
Description
Technical Field
The invention relates to the technical field of building structures, in particular to an assembled prestress continuous collapse resistant frame structure.
Background
When the frame structure collapses continuously, the concrete at the tension area of the beam end cracks, and the concrete at the compression area crushes, so that the bearing capacity of the structure arch is reduced, and the continuous collapse resistance of the structure is weakened. When the structure collapses continuously, the great casualties and property losses are brought, and the continuous collapse resistance of the existing frame structure is in urgent need of improvement.
Disclosure of Invention
The purpose of the invention is as follows: the invention provides an assembled prestress continuous collapse resistant frame structure, which can relieve the concrete cracking of a tension area and the concrete crushing of a compression area at a beam end through the prestress of a prestressed tendon and the excellent tensile and compression properties of ultra-high performance concrete, thereby improving the continuous collapse resistance of the structure.
The technical scheme is as follows: in order to realize the purpose of the invention, the technical scheme adopted by the invention is as follows: an assembled prestressed continuous collapse resistant frame structure comprises 3 precast concrete square columns 1 and 2 precast concrete square beams 2;
the upper part and the lower part of the precast concrete square column 1 are provided with reserved channels 11 and reserved holes 12, the lap joint reinforcing steel bars 3 are positioned in the reserved channels 11 at the upper part and the lower part, and two ends of the lap joint reinforcing steel bars 3 extend out of the reserved channels 11;
the upper part and the lower part of the precast concrete square beam 2 are provided with beam longitudinal reinforcements 21, two ends of each beam longitudinal reinforcement 21 extend out of two ends of the precast concrete square beam 2, and a prestressed reinforcement channel 22 is arranged inside the precast concrete square beam 2 and penetrates through two ends of the precast concrete square beam 2;
the first lap joint reinforcing steel bar 3 on the first precast concrete square column 1 is connected with the beam longitudinal reinforcing steel bar 21 on the first precast concrete square beam 2, moreover, a reserved hole 12 on the first precast concrete square column 1 is aligned and communicated with one of the ports of the prestressed tendon channels 22 on the first precast concrete square beam 2, and the other port of the prestressed tendon channel 22 on the first precast concrete square beam 2 is aligned and communicated with the reserved hole 12 on the second precast concrete square column 1; the reserved hole 12 on the second concrete square column 1 is communicated with one port of the prestressed tendon channel 22 of the second precast concrete square beam 2 in an aligning manner, and the other port of the prestressed tendon channel 22 of the second precast concrete square beam 2 is communicated with the reserved hole 12 on the third concrete square column 1 in an aligning manner; each precast concrete square column and each precast concrete square beam are integrally connected through concrete pouring to form an ultrahigh-performance concrete pouring area 6; the prestressed tendons 4 penetrate through the three precast concrete square columns 1 and the two precast concrete square beams 2.
Preferably, two ends of the prestressed tendon 4 are fixed on the first precast concrete square column 1 and the third precast concrete square column 1 through an anchorage device 5.
Preferably, the overlap reinforcement 3 passes through the reserved channel 11, the beam longitudinal reinforcement 21 is positioned at the upper and lower parts of the precast concrete beam 2, the overhanging part of the beam longitudinal reinforcement 21 is opposite to the overhanging part of the overlap reinforcement, and the precast concrete square column 1 and the precast concrete square beam are integrally connected through concrete pouring.
Preferably, the tendon channels 22 are located at both ends on the diagonal line of the precast concrete square beam 2, respectively. Of course, the tendon channels 22 need not be diagonally located at both ends, but may be located at the opposite ends.
Preferably, a lubricating grease coating is coated on the precast concrete column and the part of the prestressed tendons 4 in the ultra-high performance concrete pouring area, and plastic sleeves are sleeved on the part of the prestressed tendons 4 in the ultra-high performance concrete pouring area, so that the prestressed tendons 4 are not bonded in the precast concrete column and the ultra-high performance concrete pouring area; the channel 22 of the tendon is filled with ultra-high performance concrete so that the tendon 4 is bonded in the precast concrete beam 2.
Preferably, the reserved channel 11 is filled with ultra-high performance concrete, so that the overlap joint steel bar 3 is connected with the precast concrete column 1.
As shown in fig. 1, the overlapping length of the overlapping steel bars of the precast concrete square column is 10 to 20 times of the diameter of the longitudinal bars of the beam.
The length of the ultra-high performance concrete pouring area is 1.5-2 times of the lap joint length of the lap joint reinforcing steel bars.
The prestressed tendons are in a curve shape and are positioned between the upper longitudinal tendons and the lower longitudinal tendons of the beam.
The external part of the prestressed tendon is provided with a sleeve, so that the prestressed tendon is not bonded in the precast concrete column and the ultra-high performance concrete pouring area.
Further, the above description is given by taking 3 precast concrete square columns 1 and 2 precast concrete square beams 2 as an example, and the present invention can be extended to the case of N precast concrete square columns 1 and N-1 precast concrete square beams 2, where the connection manner of the precast concrete square beams 2 of each precast concrete square column 1 is completely the same as the connection manner of the 3 precast concrete square columns 1 and the 2 precast concrete square beams 2, and N is an integer greater than or equal to 2.
Has the advantages that: compared with the prior art, the technical scheme of the invention has the following beneficial technical effects:
(1) when the frame structure collapses continuously, the prestressed tendons penetrate through the tension area of the beam, and pressure is applied to concrete in the tension area of the beam through the prestress of the prestressed tendons, so that the continuous collapse resistance of the frame structure is improved.
(2) The ultrahigh-performance concrete is cast in the beam end area in situ, and the excellent tensile and compressive properties of the ultrahigh-performance concrete are utilized to respectively resist the cracking of the concrete in the tension area and the compression and crisping of the concrete in the compression area of the beam end, so that the continuous collapse resistance of the frame structure is improved.
Drawings
FIG. 1 is a partial schematic view of a fabricated prestressed progressive collapse resistant frame structure of the present invention;
FIG. 2 is a partial schematic view of a fabricated prestressed anti-progressive collapse frame structure of the present invention;
FIG. 3 is a schematic view of a precast concrete square column of the present invention;
FIG. 4 is a schematic view of a precast concrete square beam of the present invention;
FIG. 5 is a schematic three-dimensional enlarged view of a middle node of the fabricated prestressed anti-progressive collapse frame structure of the present invention;
fig. 6 is a three-dimensional enlarged schematic view of an edge node of the fabricated prestressed anti-progressive collapse frame structure of the present invention.
In the figure: 1-precast concrete square column, 11-reserved channel, 12-reserved hole, 2-precast concrete square beam, 21-beam longitudinal bar, 22-prestressed bar channel, 3-lap steel bar, 4-prestressed bar, 5-anchorage device and 6-ultra-high performance concrete pouring area.
Detailed Description
The technical scheme of the invention is further explained in detail by combining the attached drawings:
the invention relates to an assembled prestressed continuous collapse resistant frame structure, which comprises N precast concrete square columns, N-1 precast concrete square beams and prestressed tendons; each precast concrete square column is provided with a reserved hole, and a prestressed tendon channel is arranged inside each precast concrete square beam and penetrates through each precast concrete square beam; the N precast concrete square columns and the N-1 precast concrete square beams are fixedly connected in sequence, the two ends of the structure are the precast concrete square columns, the two ends of a prestressed tendon channel on each precast concrete square beam are respectively aligned and communicated with holes in the two precast concrete square columns connected with the precast concrete square beams, the prestressed tendon sequentially penetrates through the holes of the N precast concrete square columns and the prestressed tendon channels of the N-1 precast concrete square beams, and N is an integer greater than or equal to 2.
Furthermore, a reserved channel penetrating through the precast concrete square columns is arranged on each precast concrete square column, the lap joint steel bars in the reserved channels are fixedly connected with the reserved channels, and two ends of each lap joint steel bar extend out of the precast concrete square columns; a beam longitudinal bar is arranged in the precast concrete square beam, and two ends of the beam longitudinal bar extend out of the precast concrete square beam; the two ends of the beam longitudinal bar extend out of the two precast concrete square columns respectively connected with the precast concrete square beams, and the connecting parts are fixedly connected with the precast concrete square columns in an integrated mode through concrete pouring.
Furthermore, two ends of the prestressed tendon channel are located at two opposite corners of the precast concrete square beam, and two ends of the prestressed tendon channel are respectively aligned and communicated with the upper and lower reserved holes on the two precast concrete square columns connected with the precast concrete square beam.
Furthermore, two ends of the prestressed tendon respectively pass through the precast concrete square columns at two ends of the structure and are fixed on the outer sides of the precast concrete square columns.
Furthermore, two ends of the prestressed tendon are fixed on the outer side of the precast concrete square column through anchorage devices.
Furthermore, the prestressed tendons in the prestressed tendon channels are fixedly bonded with the prestressed tendon channels through concrete.
Further, the surface of the pre-stressed tendons in the precast concrete column and the casting area is provided with a lubricating grease coating.
Furthermore, a sleeve is arranged outside the prestressed tendons in the pouring area.
Referring to fig. 1 to 5, the construction method of the present invention includes the steps of:
the method comprises the following steps: manufacturing a precast concrete square column 1 and a precast concrete square beam 2 in a factory;
step two: as shown in the figure I, hoisting a precast concrete square column 1, and enabling an overlap joint steel bar 3 to pass through a reserved channel 11;
step three: hoisting the precast concrete square beam 2, and binding and connecting the beam longitudinal bars 21 and the lap joint reinforcing steel bars 3;
step four: coating a lubricating grease coating on the surface of the prestressed tendon 4, then penetrating through the reserved hole 12 and the prestressed tendon channel 21, and sleeving a plastic pipe on the part of the prestressed tendon 4 exposed in the ultrahigh-performance concrete pouring area 6;
step five: concrete is cast in situ in the reserved channel 11, the prestressed tendon channel 22 and the ultra-high performance concrete pouring area 6, and when the strength of the cast in situ concrete reaches 70%, the prestressed tendon 4 is tensioned and anchored through an anchorage device 5;
step six: and repeating the first step to the fifth step to complete the manufacture of the integral frame.
The foregoing is only a partial embodiment of the present invention, and it should be noted that, for those skilled in the art, various modifications and decorations can be made without departing from the principle of the present invention, and these modifications and decorations should also be regarded as the protection scope of the present invention.
Claims (6)
1. An assembled prestressed continuous collapse resistant frame structure is characterized by comprising N precast concrete square columns, N-1 precast concrete square beams and prestressed tendons; each precast concrete square column is provided with a reserved hole, and a prestressed tendon channel is arranged inside each precast concrete square beam and penetrates through each precast concrete square beam; the N precast concrete square columns and the N-1 precast concrete square beams are fixedly connected in sequence, precast concrete square columns are arranged at two ends of the structure, two ends of a prestressed tendon channel on each precast concrete square beam are respectively aligned and communicated with holes on the two precast concrete square columns connected with the precast concrete square beams, the prestressed tendon sequentially penetrates through the holes of the N precast concrete square columns and the prestressed tendon channels of the N-1 precast concrete square beams, and N is an integer greater than or equal to 2; and two ends of the prestressed tendon respectively penetrate through the precast concrete square columns at two ends of the structure and are fixed on the outer sides of the precast concrete square columns.
2. The assembled prestressed progressive collapse resisting frame structure of claim 1, wherein each precast concrete square column is provided with a reserved channel penetrating through the precast concrete square column, an overlap steel bar in the reserved channel is fixedly connected with the reserved channel, and two ends of the overlap steel bar extend out of the precast concrete square column; a beam longitudinal bar is arranged in the precast concrete square beam, and two ends of the beam longitudinal bar extend out of the precast concrete square beam; the two ends of the beam longitudinal bar extend out of the two precast concrete square columns respectively connected with the precast concrete square beams, and the connecting parts are fixedly connected with the precast concrete square columns in an integrated mode through concrete pouring.
3. An assembled prestressed anti-progressive collapse frame structure according to claim 1 or 2, wherein said tendon channel has two ends located at two opposite corners of said precast concrete square beam, and two ends aligned and communicated with upper and lower preformed holes of two precast concrete square columns connected to said precast concrete square beam, respectively.
4. The fabricated prestressed progressive collapse resisting frame structure of claim 1, wherein both ends of said prestressed tendons are fixed to the outside of the precast concrete square columns by means of anchors.
5. A fabricated prestressed anti-progressive collapse frame structure according to claim 2, wherein the surface of the prestressed tendons in the precast concrete columns and the casting area has a lubricating grease coating.
6. An assembled prestressed anti-progressive collapse frame structure according to claim 2, wherein the tendons in the casting area have sleeves on the outside.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010900805.7A CN111980150A (en) | 2020-09-01 | 2020-09-01 | Assembled prestressing force anti frame construction that collapses in succession |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010900805.7A CN111980150A (en) | 2020-09-01 | 2020-09-01 | Assembled prestressing force anti frame construction that collapses in succession |
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| Publication Number | Publication Date |
|---|---|
| CN111980150A true CN111980150A (en) | 2020-11-24 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010900805.7A Pending CN111980150A (en) | 2020-09-01 | 2020-09-01 | Assembled prestressing force anti frame construction that collapses in succession |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09105173A (en) * | 1995-10-09 | 1997-04-22 | Ando Corp | Connecting section structure of precast prestressed reinforced-concrete frame |
| JP2000204657A (en) * | 1999-01-12 | 2000-07-25 | Daiwa House Ind Co Ltd | Column-to-beam joint structure |
| CN206298957U (en) * | 2016-12-12 | 2017-07-04 | 福州大学 | Bilateral formula precast prestressed concrete frame is from rehabilitation energy dissipation node |
| CN108755951A (en) * | 2018-07-10 | 2018-11-06 | 大连理工大学 | Precast prestressed concrete frame energy-dissipating and shock-absorbing bean column node |
| CN108867858A (en) * | 2018-06-08 | 2018-11-23 | 中国建筑股份有限公司 | Prestressing force assembled beam-column node beam-ends welds stirrup construction and installation method |
| CN109989478A (en) * | 2019-02-22 | 2019-07-09 | 同济大学 | A kind of precast prestressed concrete frame structure |
-
2020
- 2020-09-01 CN CN202010900805.7A patent/CN111980150A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09105173A (en) * | 1995-10-09 | 1997-04-22 | Ando Corp | Connecting section structure of precast prestressed reinforced-concrete frame |
| JP2000204657A (en) * | 1999-01-12 | 2000-07-25 | Daiwa House Ind Co Ltd | Column-to-beam joint structure |
| CN206298957U (en) * | 2016-12-12 | 2017-07-04 | 福州大学 | Bilateral formula precast prestressed concrete frame is from rehabilitation energy dissipation node |
| CN108867858A (en) * | 2018-06-08 | 2018-11-23 | 中国建筑股份有限公司 | Prestressing force assembled beam-column node beam-ends welds stirrup construction and installation method |
| CN108755951A (en) * | 2018-07-10 | 2018-11-06 | 大连理工大学 | Precast prestressed concrete frame energy-dissipating and shock-absorbing bean column node |
| CN109989478A (en) * | 2019-02-22 | 2019-07-09 | 同济大学 | A kind of precast prestressed concrete frame structure |
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Application publication date: 20201124 |
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