CN104088375A - Buckling restriction steel bar structure - Google Patents

Buckling restriction steel bar structure Download PDF

Info

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
Authority
CN
China
Prior art keywords
buckling
restrained
reinforcing bar
reinforcement
sleeve
Prior art date
Application number
CN201410276434.4A
Other languages
Chinese (zh)
Other versions
CN104088375B (en
Inventor
贾俊峰
张强
杜修力
许紫刚
Original Assignee
北京工业大学
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 北京工业大学 filed Critical 北京工业大学
Priority to CN201410276434.4A priority Critical patent/CN104088375B/en
Publication of CN104088375A publication Critical patent/CN104088375A/en
Application granted granted Critical
Publication of CN104088375B publication Critical patent/CN104088375B/en

Links

Abstract

The invention discloses a buckling restriction steel bar structure, and belongs to the technical field of building engineering. Threads are arranged at the lower end of an upper part steel bar, the upper end of a lower part steel bar, two ends of a buckling restriction steel bar and the inner sides of threaded connection sleeves; the upper part steel bar and the lower part steel bar adopt threaded steel bars; spaces are reserved from the end parts of the threaded connection sleeves to the middle parts of the threaded connection sleeves and are used for restricting the deformation value of the buckling restriction steel bar during axial deformation; an inner diameter change section adopts linear gradient change; the threaded connection sleeves are used for connecting the upper part steel bar, the lower part steel bar and the buckling restriction steel bar; the outer diameters of the threaded connection sleeves are smaller than the inner diameter of a restriction sleeve; limiting rings with hexagonal clamping slots are arranged on the middle parts of the outer sides of the threaded connection sleeves; clearances between the end socket of the restriction sleeve are sealed through closing materials; during sealing, the clearances are filled with annular foams and then are sealed by glass cement. The steel bar structure and a connection mode are simpler; the steel bar structure can be used as a longitudinal stress steel bar at the bottom of a pier stud or in a plastic hinge region at a pier-beam node and is high in energy consumption hysteresis property.

Description

A kind of buckling-restrained reinforcement constitution

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)

1. a buckling-restrained reinforcement constitution, is characterized in that: 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 side is 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.
2. buckling-restrained reinforcement constitution according to claim 1, it is characterized in that: upper reinforcement (1) and lower rebar (2) size can adopt specification of the same race or not of the same race, 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) dead in line.
3. buckling-restrained bar construction according to claim 1, is characterized in that: 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.
4. buckling-restrained reinforcement constitution according to claim 1, it is characterized in that: screw thread can adopt straight thread or taper thread, screw joint casing (5) inside is and upper reinforcement (1), the bite type straight thread straight pipe that the screw thread of lower rebar (2) and buckling-restrained reinforcing bar (3) matches, screw joint casing (5) outer setting has 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, prevent that confinement sleeve (5) from departing from buckling-restrained reinforcing bar (3).
5. buckling-restrained reinforcement constitution according to claim 1, it is characterized in that: confinement sleeve (5) stage casing internal diameter is greater than buckling-restrained reinforcing bar (3) external diameter, 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) end to interlude, internal diameter varies section adopts linear slope change.The internal diameter of confinement sleeve (5) in threaded coupling sleeve (4) end 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), avoid departing from buckling-restrained reinforcing bar (3), 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) end 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.
6. buckling-restrained reinforcement constitution according to claim 1, it is characterized in that: between threaded coupling sleeve (4) and confinement sleeve (5) end, can adopt closed material, first adopt annular foam (8) to fill the space between threaded coupling sleeve (4) and confinement sleeve (5) end, the gap that adopts again glass cement (8) closed ring foam (8) and line branch sleeve (4) and confinement sleeve (5) end, prevents that mortar flow into confinement sleeve (5) inside in construction in later period.
7. buckling-restrained reinforcement constitution according to claim 1, it is characterized in that: 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.
CN201410276434.4A 2014-06-19 2014-06-19 Buckling restriction steel bar structure CN104088375B (en)

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

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201410276434.4A CN104088375B (en) 2014-06-19 2014-06-19 Buckling restriction steel bar structure

Publications (2)

Publication Number Publication Date
CN104088375A true CN104088375A (en) 2014-10-08
CN104088375B CN104088375B (en) 2017-02-15

Family

ID=51636123

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201410276434.4A CN104088375B (en) 2014-06-19 2014-06-19 Buckling restriction steel bar structure

Country Status (1)

Country Link
CN (1) CN104088375B (en)

Cited By (4)

* Cited by examiner, † Cited by third party
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

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
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
CN203320725U (en) * 2013-06-19 2013-12-04 同济大学 Self-resetting energy consumption support

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
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
CN203320725U (en) * 2013-06-19 2013-12-04 同济大学 Self-resetting energy consumption support

Non-Patent Citations (2)

* Cited by examiner, † Cited by third party
Title
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》 *
苏强,谢正元,卢双桂,周红梅,王强,陈竞: "套筒式钢筋连接技术在预制桥墩中的试验研究", 《预应力技术》 *

Cited By (5)

* Cited by examiner, † Cited by third party
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

Also Published As

Publication number Publication date
CN104088375B (en) 2017-02-15

Similar Documents

Publication Publication Date Title
CN102304892B (en) External energy-consumption self-resetting bridge pier stud structure system and realization method thereof
CN203145194U (en) Internal diaphragm joint of variable flange steel I-beam and square concrete filled steel tubular column
CN102839675B (en) Method of long-span pre-stress fish belly sill for foundation pit support
CN101851916B (en) Concrete precast pile
US20200102751A1 (en) Precast column base joint and construction method therefor
Zhang et al. Seismic behavior of ring beam joints between concrete-filled twin steel tubes columns and reinforced concrete beams
CN201381556Y (en) Connected node of steel girder and combined steel and concrete column
CN204456162U (en) A kind of pulling-resistant type prefabricated tubular pile be connected with cushion cap
CN103758291B (en) A kind of shearing enhancement mode half grout sleeve
CN2784490Y (en) Prestress connection node for beam column of assembled concrete frame structure
CN104005567A (en) Ultra-high-performance concrete reinforced concrete column with fiber reinforced polymers wound around steel pipe
CN101476348B (en) Steel pipe concrete segment type coat node and its construction method
CN103352581B (en) Adopt the method for inner prestressed reinforcement bolt anchorage sintered clay brick masonry structure
CN203320725U (en) Self-resetting energy consumption support
CN204475148U (en) The antidetonation bridge pier of the embedding steel core concrete column in local
CN106869017B (en) A kind of the precast assembly bridge pier-cushion cap node connection type and its practice of pier bottom setting flexible layer
CN201843129U (en) Ribbed concrete composite pile core pipe
CN204059347U (en) Prestressed concrete reducing pile tube
CN102587587A (en) Cement grouting steel bar connecting joint
JP2008101363A (en) Columnar structure, its construction method, and concrete panel
CN102418424B (en) Method for reinforcing silo in circumferential direction
JP6518842B2 (en) Assembly type steel pipe casing reinforced concrete composite node and mounting method
CN204510626U (en) A kind of groove type reinforcing bar connector with space networks grating texture
CN204163287U (en) Roll forming bar connecting grout sleeve
KR20090008072A (en) Segmental internally confined hollow concrete filled tube pier

Legal Events

Date Code Title Description
PB01 Publication
C06 Publication
SE01 Entry into force of request for substantive examination
C10 Entry into substantive examination
GR01 Patent grant
C14 Grant of patent or utility model