CN108360750B - Novel frame structure beam end reinforcement structure and design method thereof - Google Patents
Novel frame structure beam end reinforcement structure and design method thereof Download PDFInfo
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- CN108360750B CN108360750B CN201810200342.6A CN201810200342A CN108360750B CN 108360750 B CN108360750 B CN 108360750B CN 201810200342 A CN201810200342 A CN 201810200342A CN 108360750 B CN108360750 B CN 108360750B
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
- E04C5/0604—Prismatic or cylindrical reinforcement cages composed of longitudinal bars and open or closed stirrup rods
- E04C5/0609—Closed cages composed of two or more coacting cage parts, e.g. transversally hinged or nested parts
Abstract
The invention discloses a novel beam end reinforcement structure of a frame structure, which comprises a beam top long longitudinal rib, a beam bottom long longitudinal rib, a short longitudinal rib and a plurality of groups of transverse stirrups, wherein an upward bending opening is arranged in a plastic hinge area with the same length adjacent to the beam top long longitudinal rib, a downward bending opening is arranged in a plastic hinge area with the same length adjacent to the beam bottom long longitudinal rib, the upper end of the upward bending opening and the lower end of the downward bending opening are both connected with the short longitudinal rib. In addition, the invention has simple structure, is tightly combined with the existing specification, and is convenient for design and constructors to popularize and apply in practical engineering.
Description
Technical Field
The invention belongs to the technical field of frame beam reinforcement structures, and particularly relates to a novel frame structure beam end reinforcement structure.
Background
The frame structure of the reinforced concrete structure is generally composed of beams, plates and columns. The building structure is flexible in structural arrangement, has a large indoor space, is convenient to use, and becomes the most widely used building structure form in the world. The damage and collapse of the building structure in the earthquake can cause serious casualties and economic loss. In recent years, the damage condition of a reinforced concrete frame structure in the past earthquake damage investigation at home and abroad is serious, and the reinforced concrete frame structure is different from a strong beam and a weak beam expected to appear in the design, and the reinforced concrete frame structure is often damaged in the form of the strong beam and the weak column in the earthquake. Because the failure mode of the 'strong beam weak column' is brittle failure which can greatly reduce the ductility and energy consumption capability of the structure, when the structure is subjected to earthquake action lower than the earthquake fortification standard, the structure can collapse due to the failure mode of the 'strong beam weak column'.
In the aspect of how to realize the failure mode of the reinforced concrete frame structure 'strong beam weak column', a plurality of researches are carried out in recent years, and corresponding technologies and construction measures are proposed, but some of the existing methods have high technical requirements on constructors due to complex construction, and are difficult to popularize and apply in practical engineering; the other part is mainly used for ensuring that the structure is not damaged by small earthquake while the structure is ensured to realize the damage form of the strong beam and weak column under the action of large earthquake. Therefore, the design of the beam reinforcement structure which is simple in structure and convenient for the design and construction of the vast engineers can meet the requirement of a small-earthquake-proof beam reinforcement structure measure, and has important practical significance for reducing casualties and economic losses caused by failure and damage of a reinforced concrete structure under the action of an earthquake.
Disclosure of Invention
The invention aims to provide a novel beam end reinforcement structure of a frame structure and a design method thereof, so as to solve the problems in the background technology.
In order to achieve the purpose, the invention provides the following technical scheme: the utility model provides a novel frame construction beam-ends reinforcement structure, includes that the roof beam is long to indulge muscle, the long muscle of indulging in the bottom of the beam, short longitudinal reinforcement and a plurality of horizontal stirrup of group, and is adjacent the long muscle of indulging in the roof beam is parallel and the equidistance setting, and is adjacent the long muscle of indulging in the bottom of the beam sets up the ascending bending of opening in the plasticity hinge zone of same length, and is adjacent the long muscle of indulging in the bottom of the beam sets up the decurrent downwarping of opening in the plasticity hinge zone of same length, the upper end of upwarping and the lower extreme of downwarping all are connected with the short longitudinal reinforcement, the long muscle of indulging in the roof beam and the long top and the bottom of the beam of the bottom of the beam are located horizontal.
Preferably, the upper and lower curves are identical in shape.
Preferably, the distance between adjacent transverse stirrups is equal.
The invention also provides a design method of the novel frame structure beam end reinforcement structure, which specifically comprises the following steps:
s1, the length of the beam end plastic hinge area can be taken according to the length of the stirrup encryption area, the encryption range starts from the column side, the frame beam stirrup encryption length of the first-level anti-seismic grade is 2 times of the beam height, the frame beam stirrup encryption length of the second-level anti-seismic grade, the frame beam stirrup encryption length of the third-level anti-seismic grade and the frame beam stirrup encryption length of the fourth-level anti-seismic grade are 1.5 times of the beam height, the beam heights are all required to be larger than 500mm, and if the beam heights are not larger than 500. The length L of a plastic hinge from the column end 1/3 is recommended to be taken at the bending part of the long longitudinal rib of the beam topPlastic. The length L of a plastic hinge from the column end 2/3 is recommended to be taken at the bending part of the long longitudinal rib at the bottom of the beamPlastic；
S2Short longitudinal bar anchoring length LaTake value according to a formula
LaAnchoring length for the tensioned steel bar; zetaaFor anchor length correction factor, LabFor a substantial anchoring length of the tensioned reinforcement. Anchoring length correction coefficient zeta of longitudinal tension common steel baraAnd basic anchoring length and LaThe concrete value of (A) can refer to the concrete structure design specification (GB 50010-;
s3, short longitudinal rib at top of beam in column end plastic hinge area and beam bottom area SShort lengthCan be calculated according to the earthquake force under the action of the small earthquake,
wherein
The tension born by the beam end or the beam bottom steel bar under the action of small vibration, F' is the tension required by straightening the bending part of the long longitudinal bar, Fy' is the design value of the tensile yield strength of the short longitudinal bar;
s4, calculating the area of the long longitudinal bar reinforcement, and calculating the tensile force borne by the beam top or beam bottom reinforcement under the action of the large earthquake according to the design specification (GB 50010-2010) of the concrete structure
Wherein SLong and longArea of the long longitudinal ribs, fy"is the design value of the tensile yield strength of the long longitudinal bar.
The invention provides a novel beam end reinforcement structure of a frame structure and a design method thereof, wherein a bending longitudinal rib is arranged in a beam end plastic hinge area to weaken the cross section of a beam end so as to realize a failure mechanism of a strong column and a weak beam. In addition, the invention has simple structure, is tightly combined with the existing specification, and is convenient for design and constructors to popularize and apply in practical engineering.
Drawings
FIG. 1 is a schematic structural view of a long longitudinal rib at the top and a long longitudinal rib at the bottom of a beam according to the present invention;
FIG. 2 is a schematic view of the position structure of the short longitudinal rib of the present invention;
FIG. 3 is a schematic view of the overall structure of the present invention;
FIG. 4 is a structural diagram of the invention in which the straightening force at the bending position of the long longitudinal bar is F';
FIG. 5 is a schematic side sectional view of the present invention.
In the figure: 1 beam top long longitudinal rib, 2 upper bending, 3 transverse hooping rib, 4 beam bottom long longitudinal rib, 5 lower bending and 6 short longitudinal rib.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The invention provides a novel frame structure beam end reinforcement structure as shown in figures 1-5, which comprises a beam top long longitudinal rib 1, a beam bottom long longitudinal rib 4, a short longitudinal rib 6 and a plurality of groups of transverse stirrups 3, wherein the beam top long longitudinal ribs 1 are arranged in parallel and at equal intervals, the beam bottom long longitudinal ribs 4 are arranged in parallel and at equal intervals, an upward bending 2 with an upward opening is arranged in a plastic hinge area with the same length adjacent to the beam top long longitudinal rib 1, a downward bending 5 with a downward opening is arranged in a plastic hinge area with the same length adjacent to the beam bottom long longitudinal rib 4, the upper end of the upward bending 2 and the lower end of the downward bending 5 are both connected with the short longitudinal rib 6, and the beam top long longitudinal rib 1 and the beam bottom long longitudinal rib 4 are respectively positioned at the top and the bottom in the transverse stirrups 3.
The upper bend 2 and the lower bend 5 are identical in shape.
The distances between adjacent transverse stirrups 3 are equal.
The invention also provides a design method of the novel frame structure beam end reinforcement structure, which specifically comprises the following steps:
s1, the length of the beam end plastic hinge area can be taken according to the length of the stirrup encryption area, the encryption range starts from the column side, the frame beam stirrup encryption length of the first-level anti-seismic grade is 2 times of the beam height, the frame beam stirrup encryption length of the second-level anti-seismic grade, the frame beam stirrup encryption length of the third-level anti-seismic grade and the frame beam stirrup encryption length of the fourth-level anti-seismic grade are 1.5 times of the beam height, the beam heights are all required to be larger than 500mm, and if the beam heights are not larger than 500. The length L of a plastic hinge from the column end 1/3 is recommended to be taken at the bending part of the long longitudinal rib of the beam topPlastic. The length L of a plastic hinge from the column end 2/3 is recommended to be taken at the bending part of the long longitudinal rib at the bottom of the beamPlastic；
S2, short longitudinal bar anchoring length LaTake value according to a formula
LaAnchoring length for the tensioned steel bar; zetaaFor anchor length correction factor, LabFor a substantial anchoring length of the tensioned reinforcement. Anchoring length correction coefficient zeta of longitudinal tension common steel baraAnd basic anchoring length and LaThe concrete value of (A) can refer to the concrete structure design specification (GB 50010-;
s3, short longitudinal rib at top of beam in column end plastic hinge area and beam bottom area SShort lengthCan be calculated according to the earthquake force under the action of the small earthquake,
wherein
The tension born by the beam end or the beam bottom steel bar under the action of small vibration, F' is the tension required by straightening the bending part of the long longitudinal bar, Fy' is the design value of the tensile yield strength of the short longitudinal bar;
s4, calculating the area of the long longitudinal bar reinforcement, and calculating the tensile force borne by the beam top or beam bottom reinforcement under the action of the large earthquake according to the design specification (GB 50010-2010) of the concrete structure
Wherein SLong and longArea of the long longitudinal ribs, fy"is the design value of the tensile yield strength of the long longitudinal bar.
The beam top long longitudinal bar 1 and the beam bottom long longitudinal bar 4 are provided with a bending structural form in the plastic hinge area, the bending angle of the long longitudinal bars is suggested to be 30, 25 and 60 degrees, and the length L of the bending area1The proposal is that the diameter of the longitudinal rib is 4-8 times longer, the short longitudinal rib 6 is arranged at the position, when the structure is subjected to small earthquake, only the short longitudinal rib 6 is stressed, when the earthquake action exceeds the small earthquake (medium earthquake and large earthquake), the concrete is cracked while the long longitudinal rib at the beam end is straightened so as to weaken the section at the position, and then a damage mechanism of the strong column and weak beam is formed, and the short longitudinal rib 6, the long longitudinal rib at the beam top 1 and the long longitudinal rib at the beam bottom 4 are stressed simultaneously under the medium earthquake and the large earthquake, so that the structure is prevented from collapsing under the large earthquake action.
In summary, compared with the prior art, the novel frame structure beam end reinforcement configuration structure and the design method thereof provided by the invention have the advantages that the bending longitudinal ribs are arranged in the beam end plastic hinge area to weaken the cross section of the beam end so as to realize the failure mechanism of the strong column and weak beam, compared with other beam end longitudinal rib bending structural measures, the short longitudinal ribs are additionally arranged at the bending positions of the longitudinal ribs, so that the structure is kept in an elastic state under the action of small vibration, the aim of preventing the structure from being damaged by small vibration is realized, and the specific design method of the arrangement positions of the longitudinal ribs and the reinforcement configuration is provided. In addition, the invention has simple structure, is tightly combined with the existing specification, and is convenient for design and constructors to popularize and apply in practical engineering.
Finally, it should be noted that: although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that modifications may be made to the embodiments or portions thereof without departing from the spirit and scope of the invention.
Claims (1)
1. A design method of a novel frame structure beam end reinforcement structure is characterized by comprising the following steps:
the beam end reinforcement structure of the frame structure comprises beam top long longitudinal ribs (1), beam bottom long longitudinal ribs (4), short longitudinal ribs (6) and a plurality of groups of transverse stirrups (3), wherein the adjacent beam top long longitudinal ribs (1) are arranged in parallel and at equal intervals, the adjacent beam bottom long longitudinal ribs (4) are arranged in parallel and at equal intervals, an upward bending (2) with an upward opening is arranged in a plastic hinge area with the same length adjacent to the beam top long longitudinal ribs (1), a downward bending (5) with a downward opening is arranged in a plastic hinge area with the same length adjacent to the beam bottom long longitudinal ribs (4), the upper end of the upward bending (2) and the lower end of the downward bending (5) are both connected with the short longitudinal ribs (6), and the beam top long longitudinal ribs (1) and the beam bottom long longitudinal ribs (4) are respectively positioned at the top and the bottom in the transverse stirrups (3); the upper bend (2) and the lower bend (5) are consistent in shape; the distances between the adjacent transverse stirrups (3) are equal;
the design method of the frame structure beam end reinforcement structure specifically comprises the following steps:
s1, the length of the beam end plastic hinge area can be taken according to the length of the stirrup encryption area, the encryption range starts from the column side, the frame beam stirrup encryption length of the first-level anti-seismic grade is 2 times of the beam height, the frame beam stirrup encryption length of the second-level, third-level and fourth-level anti-seismic grades is 1.5 times of the beam height, the frame beam stirrup encryption length is more than 500mm, and if the frame beam stirrup encryption length is not more than 500mm, the frame beam stirrup encryption area is encrypted according to the 500mm length; the length L of a plastic hinge from the column end 1/3 is recommended to be taken at the bending part of the long longitudinal rib of the beam topPlasticThe length L of a plastic hinge from the column end 2/3 is recommended to be taken at the bending part of the long longitudinal rib at the bottom of the beamPlastic；
S2, short longitudinal bar anchoring length LaTake value according to a formula
LaAnchoring length for the tensioned steel bar; zetaaFor anchor length correction factor, LabA basic anchoring length for the tensioned reinforcement; anchoring length correction coefficient zeta of longitudinal tension common steel baraAnd basic anchoring length and LaThe concrete value can refer to the concrete structure design specification (GB 50010-2010), and the long longitudinal ribs and the short longitudinal ribs can be bound together through thin iron wires or welded and fixed together, so that the relative movement in the construction process is prevented;
s3, short longitudinal rib at top of beam in column end plastic hinge area and beam bottom area SShort lengthCan be calculated according to the earthquake force under the action of the small earthquake,
wherein
The tension born by the beam end or the beam bottom steel bar under the action of small vibration, F' is the tension required by straightening the bending part of the long longitudinal bar, Fy' is the design value of the tensile yield strength of the short longitudinal bar;
s4, calculating the area of the long longitudinal bar reinforcement, and calculating the tensile force borne by the beam top or beam bottom reinforcement under the action of the large earthquake according to the design specification (GB 50010-2010) of the concrete structure
Wherein SLong and longArea of the long longitudinal ribs, fy"is the design value of the tensile yield strength of the long longitudinal bar.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810200342.6A CN108360750B (en) | 2018-03-12 | 2018-03-12 | Novel frame structure beam end reinforcement structure and design method thereof |
| CN202010928481.8A CN111910834B (en) | 2018-03-12 | 2018-03-12 | Design method of long longitudinal rib bent frame structure beam end reinforcement structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201810200342.6A CN108360750B (en) | 2018-03-12 | 2018-03-12 | Novel frame structure beam end reinforcement structure and design method thereof |
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| CN202010928481.8A Division CN111910834B (en) | 2018-03-12 | 2018-03-12 | Design method of long longitudinal rib bent frame structure beam end reinforcement structure |
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| CN108360750B true CN108360750B (en) | 2020-09-29 |
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| CN202010928481.8A Active CN111910834B (en) | 2018-03-12 | 2018-03-12 | Design method of long longitudinal rib bent frame structure beam end reinforcement structure |
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| CN202010928481.8A Active CN111910834B (en) | 2018-03-12 | 2018-03-12 | Design method of long longitudinal rib bent frame structure beam end reinforcement structure |
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| CN109763602A (en) * | 2019-03-11 | 2019-05-17 | 江南大学 | A kind of classification wave inception arrangement of reinforcement RC beam |
| CN113863550A (en) * | 2021-10-21 | 2021-12-31 | 中国地震局工程力学研究所 | Anti-seismic structure capable of avoiding influence of cast-in-place floor on damage mechanism of strong column and weak beam |
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| JPH08120770A (en) * | 1994-08-31 | 1996-05-14 | Maeda Corp | Bar arranging structure of reinforced concrete member |
| JPH09105171A (en) * | 1995-10-09 | 1997-04-22 | Ando Corp | Reinforcing structure of composite construction beam |
| JP4893233B2 (en) * | 2006-10-27 | 2012-03-07 | 株式会社大林組 | Reinforced structure of reinforced concrete beam with opening, manufacturing method of reinforced concrete beam with opening, beam structure |
| CN202117223U (en) * | 2011-06-09 | 2012-01-18 | 北京工业大学 | Beam end structure of galvanized welded steel wire gauze |
| CN103074941B (en) * | 2012-12-24 | 2015-11-04 | 北京工业大学 | Assembling regeneration concrete node and the practice of steel bar girder beam are contained in a kind of end |
| CN103835367B (en) * | 2014-02-25 | 2016-08-17 | 中国电力科学研究院 | The constitution optimization method of high-damping steel reinforced concrete frame |
| CN104594558A (en) * | 2015-01-28 | 2015-05-06 | 清华大学 | Reinforced concrete frame beam structure |
| CN105714968B (en) * | 2016-02-24 | 2019-02-19 | 郭猛 | Mitigate the concrete floor optimum design method of the weak column earthquake of brutal |
| CN105839944B (en) * | 2016-05-23 | 2018-01-16 | 清华大学 | Anti-seismic strengthening device for reinforced concrete frame structure |
| CN106545086B (en) * | 2016-10-17 | 2019-03-05 | 华南理工大学 | A kind of steel bar regeneration monolith beam-column joint and its construction method |
| CN206616706U (en) * | 2017-03-20 | 2017-11-07 | 西京学院 | A kind of column with variable cross-sections girder connection plastic hinge |
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- 2018-03-12 CN CN201810200342.6A patent/CN108360750B/en not_active Expired - Fee Related
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| CN108360750A (en) | 2018-08-03 |
| CN111910834B (en) | 2021-09-24 |
| CN111910834A (en) | 2020-11-10 |
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