CN104088375A - Buckling restriction steel bar structure - Google Patents
Buckling restriction steel bar structure Download PDFInfo
- Publication number
- CN104088375A CN104088375A CN201410276434.4A CN201410276434A CN104088375A CN 104088375 A CN104088375 A CN 104088375A CN 201410276434 A CN201410276434 A CN 201410276434A CN 104088375 A CN104088375 A CN 104088375A
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- China
- Prior art keywords
- buckling
- restrained
- reinforcing bar
- reinforcement
- sleeve
- Prior art date
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 21
- 239000010959 steel Substances 0.000 title claims abstract description 21
- 239000006260 foams Substances 0.000 claims abstract description 14
- 239000000463 materials Substances 0.000 claims abstract description 10
- 239000004568 cements Substances 0.000 claims abstract description 7
- 239000011521 glasses Substances 0.000 claims abstract description 7
- 230000002787 reinforcement Effects 0.000 claims description 63
- 230000003014 reinforcing Effects 0.000 claims description 57
- 230000001808 coupling Effects 0.000 claims description 20
- 238000010168 coupling process Methods 0.000 claims description 20
- 238000005859 coupling reactions Methods 0.000 claims description 20
- 238000007906 compression Methods 0.000 claims description 8
- 238000010276 construction Methods 0.000 claims description 6
- 238000003754 machining Methods 0.000 claims description 6
- 239000004570 mortar (masonry) Substances 0.000 claims description 6
- 280000398338 Seismic companies 0.000 claims description 5
- 239000004567 concrete Substances 0.000 claims description 5
- 230000000694 effects Effects 0.000 claims description 5
- 238000006073 displacement reactions Methods 0.000 claims description 3
- 230000021715 photosynthesis, light harvesting Effects 0.000 claims description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 2
- 239000000969 carriers Substances 0.000 claims description 2
- 230000023298 conjugation with cellular fusion Effects 0.000 claims description 2
- 230000013011 mating Effects 0.000 claims description 2
- 230000021037 unidirectional conjugation Effects 0.000 claims description 2
- 238000007789 sealing Methods 0.000 abstract description 2
- 230000037250 Clearance Effects 0.000 abstract 2
- 230000035512 clearance Effects 0.000 abstract 2
- 238000005265 energy consumption Methods 0.000 abstract 1
- 239000011150 reinforced concrete Substances 0.000 description 8
- 230000035939 shock Effects 0.000 description 3
- 238000000034 methods Methods 0.000 description 2
- 240000005158 Phaseolus vulgaris Species 0.000 description 1
- 235000010627 Phaseolus vulgaris Nutrition 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 238000005516 engineering processes Methods 0.000 description 1
- 238000006062 fragmentation reactions Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000003566 sealing materials Substances 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 239000011901 water Substances 0.000 description 1
Abstract
Description
Technical field
The present invention relates to a kind of building engineering structure parts, be specifically related to the buckling-restrained structure of the Reinforcement of the plastic hinge region of Reinforced Concrete Pier Column or post-girder connection.
Background technology
Construct a bridge in meizoseismal area, when aqueduct, building and other large-scale structure, in order to alleviate the threat of potential earthquake, must carry out seismic design to these class structure.The seismic design of the member such as traditional Reinforced Concrete Pier Column adopted strength design conventionally in the past, but even structural deterioration of brittle damage occurs under severe earthquake action the common ductility deficiency of structure of the method design conventionally.At present, often adopt Ductility Design method, improve the tensility shock-resistant ability of member, avoid structural element generation brittle damage or destruction, conventionally adopt the stirrup of arranging around Reinforcement to realize, can suppress to a certain extent the flexing of Reinforcement.But when geological process is large and reciprocating under; stirrup is limited in one's ability to the lateral restraint of Reinforcement; there is to occur flexing inefficacy in Reinforcement now; extruded concrete topping makes it fragmentation and peels off, thereby causes the plastic hinge region of Reinforced Concrete Pier Column and post-girder connection to produce the mode of failure of " lantern-shaped ".After earthquake, this component damage is normally difficult to repair, and many times has to structure to derive and rebuild, and financial cost is higher, and difficulty of construction is larger.In current existing reinforced concrete member, also do not relate to plastic hinge region Reinforcement and reduce the relevant way of buckling failure.
Summary of the invention
In order to overcome above-mentioned defect, the invention provides a kind of buckling-restrained reinforcement constitution having compared with highly energy-consuming ability, for Reinforced Concrete Pier Column or pier stud-girder connection member, can play the buckling failure of Reinforcement, the effect that improves reinforced concrete member shock resistance of preventing.
Technical scheme of the present invention is as follows:
A kind of buckling-restrained reinforcement constitution, it comprises upper reinforcement 1, lower rebar 2, buckling-restrained reinforcing bar 3, threaded coupling sleeve 4, confinement sleeve 5 and closed material; Described upper reinforcement 1 is common longitudinal reinforcement, end machining screw; Lower rebar 2 is common longitudinal reinforcement, and lower rebar 2 is in one end machining screw adjacent with upper reinforcement 1; Buckling-restrained reinforcing bar 3 adopts the reinforcing bar of yield strength less than or equal to the yield strength of upper reinforcement 1 and lower rebar 2, the equal machining screw in two ends; Threaded coupling sleeve 4 inner sides are processed with the bite type thread straight-through union mating with the screw thread specification on upper reinforcement 1, lower rebar 2 and buckling-restrained reinforcing bar 3, and the outer middle side part of threaded coupling sleeve 4 is provided with the spacing ring 7 with hexagon draw-in groove; Confinement sleeve 5 adopts and becomes internal diameter steel pipe; Closed material is made up of ring-type foam 8 and glass cement 6 two parts;
Upper reinforcement 1 and lower rebar 2 sizes can adopt specification of the same race or not of the same race, and upper reinforcement 1, lower rebar 2 are connected with buckling-restrained reinforcing bar 3 respectively, ensure upper reinforcement 1, buckling-restrained reinforcing bar 3 and lower rebar 2 deads in line;
The diameter of buckling-restrained reinforcing bar 3 requires to determine according to pier stud supporting capacity, Plastic hinge length when its length is greater than pier stud or post-girder connection buckling failure.
Screw thread can adopt straight thread or taper thread, screw joint casing 5 is inner is the bite type straight thread straight pipe matching with the screw thread of upper reinforcement 1, lower rebar 2 and buckling-restrained reinforcing bar 3, screw joint casing 5 outer setting have the spacing ring with hexagon draw-in groove, draw-in groove instrument easy to use screws screw thread to connect upper reinforcement 1, lower rebar 2 and buckling-restrained reinforcing bar 3, spacing ring is used for restriction sleeve pipe 5 axial displacement in use simultaneously, prevents that confinement sleeve 5 from departing from buckling-restrained reinforcing bar 3.
Confinement sleeve 5 stage casing internal diameters are greater than buckling-restrained reinforcing bar 3 external diameters, for buckling-restrained reinforcing bar 3 provides lateral support in the time being subject to axial compression flexing.The internal diameter at confinement sleeve 5 two ends is greater than the external diameter of reinforcing steel bar connecting sleeve tube 4, middle internal diameter is greater than the external diameter of buckling-restrained reinforcing bar 3, deflection while leaving for buckling-restrained reinforcing bar 3 axial deformation from threaded coupling sleeve 4 ends to interlude, internal diameter varies section adopts linear slope change.The internal diameter of confinement sleeve 5 in threaded coupling sleeve 4 ends to reservation space, centre, the deflection while reserving buckling-restrained reinforcing bar 3 axial crushing deformation; Confinement sleeve 5 end in the time of work is subject to the restriction of branch sleeve spacing ring 7, avoids departing from buckling-restrained reinforcing bar 3, and confinement sleeve 5 length should be greater than the length and design axial deflection sum of buckling-restrained reinforcing bar 3; Between confinement sleeve 5 ends and spacing ring 7, leave space to meet the axial deformation of buckling-restrained reinforcing bar 3, gap is filled ring-type foam 8 concrete mortar when avoiding constructing and is filled.
Between threaded coupling sleeve 4 and confinement sleeve 5 ends, can adopt closed material, first adopt annular foam 8 to fill the space between threaded coupling sleeve 4 and confinement sleeve 5 ends, the gap that adopts again glass cement 6 closed ring foams 8 and line branch sleeve 4 and confinement sleeve 5 ends, prevents that mortar flow into confinement sleeve 5 inside in construction in later period.
Under the incidental load effects such as seismic load, the longitudinal reinforcement of plastic hinge region will produce tension, pressurized surrender under reciprocating load, when pressurized surrender, buckling-restrained reinforcing bar 3 will be subject to the lateral restraint of external constraint sleeve pipe 5, make tension and compression tension and compression hysteresis distortion in the gap of buckling-restrained reinforcing bar 3 between its confinement sleeve 5, thereby avoid Bar Buckling to lose efficacy, improve the energy dissipation capacity of bearing carrier.
Buckling-restrained reinforcing bar can adopt the indented bars of yield strength less than or equal to upper reinforcement and lower rebar yield strength, its diameter should require to determine according to pier stud supporting capacity, Plastic hinge length when its length should be greater than pier stud or post-girder connection buckling failure makes it produce axial push-pull distortion under geological process, avoids producing too early lateral buckling unstable failure.
Screw joint casing is connected upper reinforcement, lower rebar respectively with buckling-restrained reinforcing bar, splicing sleeve is inner simultaneously reaches design requirement for bite type thread straight-through pipe ensures structure shearing resistance, tensile strength, and its screw thread can be selected straight thread or taper thread.Middle part, splicing sleeve outside arranges the spacing ring with hexagon draw-in groove, can play the effect of constructability and the axial displacement of restriction steel pipe.Between spacing ring and confinement sleeve end, fill ring-type foam, avoid steel concrete in construction in later period to hinder the length travel of confinement sleeve after filling, and then affect the axial deformation of buckling-restrained reinforcing bar.
Confinement sleeve adopts and becomes internal diameter steel pipe, its interlude internal diameter is greater than buckling-restrained bar diameter, its both ends internal diameter is greater than the external diameter of splicing sleeve, deflection while leaving for buckling-restrained reinforcing bar axial deformation from threaded coupling sleeve end to interlude, internal diameter varies section adopts linear slope change.Confinement sleeve two ends and splicing sleeve spacing ring place leave space, ensure that buckling-restrained reinforcing bar axial crushing deformation is not obstructed.Confinement sleeve time is subject to the constraint of spacing ring in work, thereby avoids separating of confinement sleeve and buckling-restrained reinforcing bar.
Closed material adopts glass cement and annular foam, sealing is connected with threaded coupling sleeve with confinement sleeve in guarantee, there is water isolating, prevent that mortar etc. flow into confinement sleeve inside in construction in later period, annular foam has prevented that filled with mortar is between spacing ring and confinement sleeve simultaneously, ensures that the present invention's concrete in utilization does not hinder the distortion of buckling-restrained reinforcing bar.
Gap between confinement sleeve and buckling-restrained reinforcing bar can be buckling-restrained reinforcing bar to produce surrender not all right, hysteretic energy in the situation that structure did not lose efficacy.
The present invention can obtain following beneficial effect:
The present invention is under the reciprocating of the incidental loads such as seismic load, Reinforcement is subject to the constraint of external constraint sleeve pipe in the time of pressurized flexing, thereby improve the axial compression supporting capacity of Reinforcement, under cyclic reverse loading, can keep the power transmission load-carrying properties of Reinforcement itself, the flexing that can prevent Reinforcement simultaneously lost efficacy, and improved the energy dissipation capacity of whole pier stud member or pier stud-girder connection.
Brief description of the drawings
The anti-buckling reinforcement constitution of Fig. 1 and connected mode sectional drawing.
The reinforcing bar axle power unit section figure of the anti-buckling reinforcement constitution of Fig. 2.
The splicing sleeve linkage unit sectional drawing of the anti-buckling reinforcement constitution of Fig. 3.
The anti-buckling reinforcement constitution constraint steel tube confinement unit section figure of Fig. 4 and left view.
The connected mode detail drawing a-quadrant detail drawing of the anti-buckling reinforcement constitution of Fig. 5.
Description of reference numerals:
In figure: 1-upper reinforcement; 2-lower rebar; 3-buckling-restrained reinforcing bar; 4-threaded coupling sleeve; 5-confinement sleeve; 6-glass cement; 7-spacing ring with hexagon draw-in groove; 8-ring-type foam.
Detailed description of the invention
Below in conjunction with accompanying drawing, the specific embodiment of the present invention is further described.
Fig. 1 is the section of buckling-restrained reinforcement constitution provided by the invention and connected mode.Buckling-restrained reinforcement constitution in the present invention is made up of upper reinforcement, lower rebar, buckling-restrained reinforcing bar, confinement sleeve, threaded coupling sleeve and closed material.It is inner that upper reinforcement 1, lower rebar 2 and buckling-restrained reinforcing bar 3 are arranged on structure as the axle power unit of structure; Confinement sleeve 5 is arranged on the outside of buckling-restrained reinforcing bar 3 as constraint element, between two ends and the spacing ring with hexagon draw-in groove 7, have a fixed gap, the constraint of receiving spacing ring 8 in the time of axial tension or compressive strain; Closed material is used in confinement sleeve 5 two ends of structure and the gap location of threaded coupling sleeve 4.
When installation, first utilize screw joint casing 4 to utilize instrument to screw by the hexagon draw-in groove of spacing ring 7 buckling-restrained reinforcing bar 3 and lower rebar 2; Then confinement sleeve 5 is enclosed within to buckling-restrained reinforcing bar 3 outsides, confinement sleeve 5 lower ends are placed on spacing ring 7; Subsequently upper reinforcement 1 is utilized screw joint casing 4 to be connected with the hexagon draw-in groove that buckling-restrained reinforcing bar 3 upper ends utilize instrument to pass through spacing ring 7; Last space waterproof sealing material between top and bottom and the threaded coupling sleeve 4 of confinement sleeve 5, the gap location between top and bottom and the spacing ring 7 of confinement sleeve 5 is filled ring-type foam 8.
Whole buckling-restrained reinforcement constitution can be used as the Reinforcement of the plastic hinge region of Reinforced Concrete Pier Column member, the bean column node of the constructions of structures such as building, bridge, aqueduct, improve the axial compression surrender ability of plastic hinge region Reinforcement, and then improve the shock resistance of whole reinforced concrete member and structure.The size of buckling-restrained reinforcement constitution need to consider that the factor such as Plastic hinge length and supporting capacity, execution conditions of member determines.
Claims (7)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410276434.4A CN104088375B (en) | 2014-06-19 | 2014-06-19 | Buckling restriction steel bar structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410276434.4A CN104088375B (en) | 2014-06-19 | 2014-06-19 | Buckling restriction steel bar structure |
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| Publication Number | Publication Date |
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| CN104088375A true CN104088375A (en) | 2014-10-08 |
| CN104088375B CN104088375B (en) | 2017-02-15 |
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| CN201410276434.4A CN104088375B (en) | 2014-06-19 | 2014-06-19 | Buckling restriction steel bar structure |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104594563A (en) * | 2015-01-28 | 2015-05-06 | 清华大学 | Reinforcing steel bar |
| CN104595684A (en) * | 2015-01-05 | 2015-05-06 | 上海应用技术学院 | Compression yieldable-type steel bar support |
| CN105587075A (en) * | 2016-02-29 | 2016-05-18 | 北京工业大学 | Buckling constraint structure for longitudinal steel bar in plastic-hinge region of reinforced concrete member |
| CN107401219A (en) * | 2017-09-09 | 2017-11-28 | 王昆 | The node of column and beam and its construction method of the anti-buckling energy-consumption component of replacing easy to install |
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| KR20020007254A (en) * | 2001-11-13 | 2002-01-26 | 박승필 | Reinforcing rod connector by pressing internal screwed sleeve |
| JP2004011209A (en) * | 2002-06-05 | 2004-01-15 | Hisahiro Hiraishi | Yield predetermined-region surrounding structure of screw reinforcement and material-end fixing structure of component in reinforced concrete building |
| CN203320725U (en) * | 2013-06-19 | 2013-12-04 | 同济大学 | Self-resetting energy consumption support |
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2014
- 2014-06-19 CN CN201410276434.4A patent/CN104088375B/en active IP Right Grant
Patent Citations (4)
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| US5729952A (en) * | 1995-12-11 | 1998-03-24 | Dahl; Kjell L. | Mechanical rebar couplers |
| KR20020007254A (en) * | 2001-11-13 | 2002-01-26 | 박승필 | Reinforcing rod connector by pressing internal screwed sleeve |
| JP2004011209A (en) * | 2002-06-05 | 2004-01-15 | Hisahiro Hiraishi | Yield predetermined-region surrounding structure of screw reinforcement and material-end fixing structure of component in reinforced concrete building |
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| 伍云天，潘毅，陈博文，侯思宇，王初翀: "采用屈曲约束纵筋的钢筋混凝土短柱轴压性能试验研究", 《土木工程学报》 * |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104595684A (en) * | 2015-01-05 | 2015-05-06 | 上海应用技术学院 | Compression yieldable-type steel bar support |
| CN104594563A (en) * | 2015-01-28 | 2015-05-06 | 清华大学 | Reinforcing steel bar |
| CN105587075A (en) * | 2016-02-29 | 2016-05-18 | 北京工业大学 | Buckling constraint structure for longitudinal steel bar in plastic-hinge region of reinforced concrete member |
| CN107401219A (en) * | 2017-09-09 | 2017-11-28 | 王昆 | The node of column and beam and its construction method of the anti-buckling energy-consumption component of replacing easy to install |
| CN107401219B (en) * | 2017-09-09 | 2019-06-14 | 万品建筑设计(上海)有限公司 | The node of column and beam and its construction method of the anti-buckling energy-consumption component of replacement easy to install |
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| Publication number | Publication date |
|---|---|
| CN104088375B (en) | 2017-02-15 |
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