CN104264788A - Precast concrete component and assembly concrete component connected with pier head locking anchor grouting straight sleeve and production method thereof - Google Patents
Precast concrete component and assembly concrete component connected with pier head locking anchor grouting straight sleeve and production method thereof Download PDFInfo
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- CN104264788A CN104264788A CN201410465101.6A CN201410465101A CN104264788A CN 104264788 A CN104264788 A CN 104264788A CN 201410465101 A CN201410465101 A CN 201410465101A CN 104264788 A CN104264788 A CN 104264788A
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Abstract
The invention provides a precast concrete component and an assembly concrete component connected with a pier head locking anchor grouting straight sleeve and a production method thereof and belongs to the technical field of construction engineering assembly concrete structures. A method of sleeve connection based on extrusion and binding force transfer is adopted and a pier head (5) and a pier head (6) are machined at two ends of steel bars respectively; the sleeve inner diameter of one end of a connecting sleeve (7) is smaller than the outer diameter of the corresponding end of steel bar pier head (6); the inner diameter of the other end of the connecting sleeve is large and the other end of the connecting sleeve is provided with threads; a blocking ring (10) is connected with the connecting sleeve, wherein the inner diameter of the blocking ring (10) is smaller than the outer diameter of the corresponding end of steel bar pier head (5); the locking anchor extrusion and binding force transfer among the steel bar pier heads, the blocking ring, the sleeve and grouting materials is utilized through the steel bars due to the sleeve grouting and accordingly the mode that the steel bar tension of the previous grouting connection precast component is mainly transferred through bonding is changed. According to the production method, the safety and the economy of the connection of the novel precast concrete component are improved.
Description
Technical field
The present invention relates to a kind of bar connecting structure being applied to assembled type concrete prefabricated part, it is thick that pier is carried out at reinforcing bar two ends, sleeve one end adopts the sleeve diameter less than the reinforcing bar pier nose external diameter of respective end, this pier nose is pinned, the sleeve other end adopts the stifled ring that internal diameter is less than the reinforcing bar pier nose external diameter of respective end, this pier nose is pinned, be in the milk by sleeve, reinforcing bar is made to utilize pier nose, stifled ring, break adrift extruding between sleeve and grouting material and bonding power transmission, change the mode of reinforcing bar pulling force mainly through the power transmission that bonds of the prefabricated units that former grouting connects, adopt cast-in-place band that prefabricated units are connected, thus make this novel precast unit be connected to safety and economy aspect increases, belong to construction work assembling concrete structure technique field.
Background technology
At present, the connection of precast unit mainly adopts sleeve, bellows to be connected with reserving hole grouting.These connected modes are all that the reinforcing bar that will connect pulls open a segment distance or overlap joint, then in hole, pour into high-strength grout; After sclerosis, reinforcing bar forms Unified Global together with the concrete strong bonded outside sleeve, bellows or hole.The pulling force of connecting reinforcement, then to be gone on grouting material and surrounding sleeve, bellows or concrete interface by Shear transfer to grouting material by Shear transfer, mainly relies on bonding power transmission, and reliability is not high; Because the pulling force of reinforcing bar mainly relies on bonding power transmission, the length of sleeve, bellows or hole and diameter all can be larger, and cause steel using amount very large, cost is high; Because the volume ratio of sleeve, bellows or hole is comparatively large, the special grouting material consumption therefore adopted is also comparatively large, and its durability is not fully verified, does not live through the test of the earthquake of actual generation; Space usually reserved between the prefabricated units of vertical connection is less, and there is the problem that grouting can not be full of space, cause bonding surface easy cracking destruction under horizontal loads, building continuous collapse can occur, and can cause serious life and property loss.
Summary of the invention
The object of the present invention is to provide one precast unit method of attachment very reliably, make prefabricated units connect safety and economy and convenient construction more.
The technical solution used in the present invention is as follows:
The precast unit that pier nose break adrift grouting straight sleeve connects, described precast unit side comprises the longitudinal reinforcement of band pier nose and on described longitudinal reinforcement, adheres to the sleeve of connection; Precast unit opposite side comprises the longitudinal reinforcement of band pier nose and stifled ring.
The assembling concrete component that described precast unit is formed, it is made up of described precast unit; Two precast units connect in work progress, and the reinforcing bar namely on a precast unit is connected with the sleeve on another precast unit by the stifled ring that it connects; The side of sleeve is provided with injected hole; Be cast-in-place band between two precast units, sleeve completes connection at cast-in-place band place.
Described sleeve vertically internal diameter has difference, and one end perforate internal diameter being connected with stifled ring is comparatively large, and the perforate internal diameter of the other end is less, and external diameter is all straight sleeve mutually; The hole of one end that sleeve diameter is larger is screwed hole; When described assembling concrete component for described cartridges sides when vertically connecting has an injected hole; When described assembling concrete component is level connection joint, cartridges sides is provided with an injected hole and a slurry outlet.
The external screw thread that stifled ring arranged outside has the bush whorl hole of another prefabricated units be connected with described prefabricated units during assembling to match, stifled ring is connected by screw thread with sleeve.
In described precast unit, described attachment is connected with the pier nose diameter of sleeve side reinforcing bar and is greater than the diameter of the less perforate of the internal diameter of connected straight sleeve, namely pier nose can be blocked by sleeve, even if when not being in the milk, reinforcing bar pulling force still can pass through reinforcing bar pier nose and sleeve transmission.
The pier nose maximum gauge that described prefabricated units do not adhere to the longitudinal reinforcement connecting sleeved side is greater than stifled ring internal diameter and is less than the internal diameter of the sleeve be connected with this side reinforcing bar, namely the pier nose ring that can be blocked blocks, even if when not being in the milk, pulling force still can by the pressure transmission between reinforcing bar pier nose and stifled ring.
Described assembling concrete component when vertically connecting, when the sleeve side connecting stifled ring is in upper end, the shutoff pad of sealing when the opening part that sleeve is positioned at lower end is provided with for being in the milk; When the sleeve side connecting stifled ring is in lower end, the shutoff pad of sealing when the opening part of stifled ring lower end is provided with for being in the milk; Described assembling concrete component when level connection joint, when sleeve and stifled ring opening part are provided with for being in the milk sealing shutoff pad.
Sleeve, before reinforcing bar pier nose, is placed on the side of reinforcing bar by described precast unit, and stifled ring is placed on not adhere to and connects sleeved side, then screwing steel bars two ends pier nose, and sleeve and stifled ring all can be blocked by each self-corresponding reinforcing bar pier nose.
When component is used for vertically connecting, in the lower end side reserved structure hole of the top precast unit of the cast-in-place band of described assembling concrete component, extends inside from component side and extend downward the bottom of place prefabricated units; When described component is used for level connection joint, without the need to arranging structure hole.
The practice of described assembling concrete component, is mainly undertaken by following three steps: a prefabricated units, and b component docks, c concreting.
When producing prefabricated units, arrange the reinforcing bar of two ends with pier nose, near unified for the sleeve that reinforcing bar the adheres to reinforcing bar pier nose pushing reinforcing bar side, the stifled ring unification that reinforcing bar adheres to is pushed near the reinforcing bar pier nose of opposite side; When precast unit is used for vertically connecting, be positioned at that the side of precast unit above bottom on cast-in-place band top is pre-buried to be extended inside from the side and lead to the sleeve pipe of bottom, after concreting, form structure hole.
In sleeve on the reinforcing bar that during prefabricated units docking, precast unit extends with the reinforcing bar pier nose of stifled ring on another precast unit, in stifled ring screw-in sleeve, be then in the milk from injected hole, complete bar connecting.
After bar connecting, between precast unit, use template shutoff; When described component vertically connects, by the structure hole concreting of prefabricated units, form cast-in-place band; When described modular level connects, above sleeve, directly namely to form the position concreting of cast-in-place band.
The present invention can obtain following beneficial effect:
Present invention employs the method that pier nose break adrift grouting straight sleeve connects, namely the reinforcing bar of two end band pier noses is set, the sleeve matched and stifled ring, the larger diameter reinforcing bar pier nose of component one end extends the bar diameter of connecting elements compared with in the sleeve of small end, stifled ring is screwed in the sleeve of the larger one end of diameter, then from injected hole grouting, bar connecting is completed.
This prefabricated units sleeve connection, two end bar pier noses are thicker, and side sleeve diameter is less than the thick diameter of reinforcing bar pier of respective end, and the internal diameter of the stifled ring of opposite side screw-in sleeve is less than the thick diameter of reinforcing bar pier of respective end.Be in the milk by sleeve, make reinforcing bar, stifled ring becomes as a whole with sleeve, because the internal diameter of stifled ring and opposite side sleeve is all less than the thick diameter of corresponding reinforcing bar pier, and the shearing ring area of reinforcing bar tension increases all greatly, and a part of reinforcement stresses can be passed to grouting material by extruding and passes to sleeve again, thus the length of sleeve can be shortened.When earthquake, even if due to construction or quality problems, after grouting material destroys, the pulling force of reinforcing bar also can by the pressure transmission of the stifled ring of reinforcing bar and the less socket end of internal diameter and the other end, avoid collapsing of building, save the Loss of Life and property of the people, also meet and improve engineering structures anti-seismic performance and the demand with multiple defence line.This prefabricated units sleeve connection, utilizes reinforcing bar pier nose thicker, and when occurring to destroy, two ends pier nose can pin by less sleeve diameter and stifled ring, is unlikely to pull.Realize reinforcing bar pulling force by extruding and bonding power transmission, sleeve height and diameter can be reduced, namely decrease steel using amount and grouting amount, save material and cost, simultaneously can increase operating space, the sleeve reducing length is compared to the larger sleeve of original length, when making body of wall earthquake crack go out evenly, distributed areas are larger, greatly improve the anti-seismic performance of body of wall.
This prefabricated units sleeve is when for vertically connecting, and sleeve is placed on cast-in-place band position, when stifled ring end is in upside, only establishes a grout hole, and omits conduit, can reduce processing and manufacturing cost.
This prefabricated units sleeve connection, arranges higher cast-in-place band, can effectively avoid original sleeve connection technology to cause, during earthquake, the problems such as shearing slip occur because conjunction old and new concret face is comparatively near, perfusion leakiness etc. easily forms straight joint at element joints.
Accompanying drawing explanation
Fig. 1 monolithic precast shear wall schematic diagram
Fig. 2 be pier nose break adrift grouting straight sleeve connect precast concrete shear wall connection diagram
Fig. 3 is upper strata precast wall body elevation
Fig. 4 is upper strata precast wall body ground plan
Tu5Shi lower floor precast wall body elevation
Tu6Shi lower floor precast wall body top plane view
Fig. 7 is the detail drawing at reinforcing bar pier nose and stifled ring B place
Fig. 8 is the detail drawing at reinforcing bar pier nose and sleeve A place
Fig. 9 is the detail drawing at sleeve connection C place
Figure 10-13 is 4 kinds of sleeve distribution schematic diagrams
Figure 14-15 is that the precast concrete beam that pier nose break adrift grouting straight sleeve connects connects end face and side schematic view
In figure: 1-precast shear wall, 2-upper strata precast wall body, 3-lower floor precast wall body, 4-upper strata body of wall vertical reinforcement, the larger pier nose of 5-diameter, the less pier nose of 6-diameter, 7-sleeve, 8-injected hole, 9-shutoff pad, 10-blocks up ring, 11-constructs hole, the cast-in-place band of 12-, 13-lower floor body of wall vertical reinforcement, the reinforcing bar that 14-does not connect, the vertical reinforcement that 15-connects and sleeve, 16-internal thread, 17 external screw threads, 18-side precast beam, 19-opposite side precast beam.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the present invention is further described:
Embodiment 1:
The present embodiment is used for for described precast unit the precast shear wall vertically connecting and composing assembling, is described in detail.
As shown in figure 1 to figure 13, the assembling concrete shear force wall that pier nose break adrift grouting straight sleeve connects, it is connected and composed by pier nose break adrift grouting straight sleeve at cast-in-place band by precast concrete shear wall; Prefabricated units described are herein upper strata body of wall and lower floor's body of wall.
The assembling concrete component that described pier nose break adrift grouting straight sleeve connects includes upper strata body of wall vertical reinforcement 4, lower floor's body of wall vertical reinforcement 13, and upper strata body of wall vertical reinforcement 4 and lower floor's body of wall vertical reinforcement 13 are connected to each other by sleeve 7; End, sleeve 7 upper end is provided with internal thread 16, and sleeve 7 side is provided with injected hole 8; The end of upper strata body of wall vertical reinforcement 4 and lower floor's body of wall vertical reinforcement 13 is respectively arranged with pier nose 5 and 6, and the diameter of pier nose 6 is greater than the internal diameter with the end of the sleeve of its connection side; The top cover of upper strata vertical reinforcement 4 has stifled ring 10, the internal diameter of stifled ring 10 is greater than the diameter of upper strata body of wall vertical reinforcement 4, but be less than the diameter of reinforcing bar upper pier head 5, the external diameter of stifled ring 10 is identical with the internal diameter of sleeve 7 upper end pipe, stifled ring 10 outer setting has external screw thread 17, and the external screw thread 17 that stifled ring 10 is arranged is engaged mutually with the internal thread 16 that end, sleeve 7 upper end is arranged; Sleeve 7 lower end is provided with shutoff pad 9.
The strength cement-based grouting material from the perfusion of described injected hole 8 is provided with, the upper strata body of wall vertical reinforcement 4 in grouting material branch sleeve 7 and lower floor's body of wall vertical reinforcement 13 in described sleeve 7.
In the lower end side reserved structure hole 11 of the top precast concrete shear wall 2 of the cast-in-place band 12 of described assembling concrete shear force wall, extend inside from the side of precast shear wall 2 and extend downward the bottom of place prefabricated units 2, for building cast-in-place band 12 between upper strata precast wall body 2 and lower floor's precast wall body 3.
Sleeve 7 is straight sleeve, and upper end open internal diameter is comparatively large, and lower ending opening internal diameter is less.
The end of upper strata body of wall vertical reinforcement 4 and lower floor's body of wall vertical reinforcement 13 is respectively arranged with the larger pier nose of diameter 5 and the less pier nose 6 of diameter, and the diameter of the larger pier nose of diameter 5 is greater than the diameter of the less pier nose 6 of diameter.
Below for precast shear wall, in conjunction with the drawings and the specific embodiments in detail the present invention is described in detail:
The making of precast shear wall that pier nose break adrift grouting straight sleeve connects, method of attachment and step are as follows:
S1, screwing steel bars and sleeve: sleeve 7 vertically internal diameter is different, one end internal diameter of beginning is comparatively large, and the internal diameter of the other end is less; Sleeve diameter compared with small end with airtight shutoff pad 9; One end inwall that sleeve diameter is larger is processed into screwed hole 16, and cartridges sides has an injected hole 8; With the external screw thread 17 matched with the bush whorl hole being connected prefabricated units end during assembling outside stifled ring 10, stifled ring is connected by screw thread with sleeve.Be enclosed within straight reinforcing bar by sleeve 7 and stifled ring 10, sleeve side is end reinforced processes the pier nose 6 matched compared with hole diameter had with sleeve ends, and stifled ring side processes the diameter pier nose 5 larger than stifled ring internal diameter.
S2, precast wall body: arrange the vertical reinforcement (being arranged in upper strata body of wall period division is 4, and being arranged in lower floor's body of wall period division is 13) with pier nose 5 and pier nose 6; The stifled ring 10 adhered on it is pushed bottom, and sleeve pushes top; The upper side reserved structure hole 11 of the side that component vertical reinforcement pier nose diameter is larger, extends inside from component side and passes to the bottom of the larger one end of pier nose diameter; Reserve thickness of concrete cover in shear wall both sides by spacer, then prop up the template of concreting, concreting.
S3, levels body of wall dock: lifting upper strata body of wall 2, bottom reinforcement bars 4 is stretched in lower floor's body of wall 3 sleeve 7, carry out firmly with bearing diagonal, stifled ring 10 external screw thread 17 is tightened along upper cartridge internal thread 16, be in the milk by injected hole 8, the sleeve top surface until grouting material is emerged.
S4, concreting: cast-in-place band 12 place configuration template carries out shutoff, by structure hole 11 concrete perfusion of upper strata body of wall 2, fills up cast-in-place band, reaches stripping after some strength until concrete.
The distribution reinforcement of the sleeve connection of precast concrete panel can adopt double layout, single layout, and Z-shaped layout or mixed-arrangement can see Figure 10-13.
Embodiment 2:
As shown in figs. 14-15, in the present embodiment, pier nose break adrift grouting straight sleeve connect precast concrete beam, assembling concrete beam and the practice all with embodiment 1 in similar, can with reference to figure 1-9.Described prefabricated units are precast concrete beam: side precast beam 18 and opposite side precast beam 19, connected by sleeve 7 between side precast beam 18 and opposite side precast beam 19.Difference does not all need to arrange structure hole in side precast beam 18 and opposite side precast beam 19, and concrete is the cast-in-place band of perfusion formation between side precast beam 18 and opposite side precast beam 19 directly; Stifled ring end side is also with shutoff pad; An injected hole and a grout outlet to be set on sleeve 7 top of horizontal positioned, be in the milk from injected hole, till emerging from slurry outlet.
It is noted that the above description of this invention is illustrative, and nonrestrictive.For those skilled in the art, under the premise without departing from the principles of the invention, can also carry out some amendments, improvement and equivalence, these changes all fall within protection scope of the present invention, such as: 1. the shape changing sleeve.2., when connecting, sleeve two ends are inverted, diameter smallest end and stifled ring end and on the contrary of the present invention.3. the arrangement of branch sleeve.4. change the relative size of reinforcing bar pier nose shape or change two ends pier nose.Four examples are just enumerated above, and the actual amendment change falling into scope is not restricted to this, and each ingredient not clear and definite in the present embodiment all can use existing techniques in realizing.
Claims (13)
1. the precast unit of pier nose break adrift grouting straight sleeve connection, is characterized in that: described precast unit side comprises the longitudinal reinforcement of band pier nose and on described longitudinal reinforcement, adheres to the sleeve of connection; Precast unit opposite side comprises the longitudinal reinforcement of band pier nose and stifled ring.
2., with the assembling concrete component that precast unit according to claim 1 is formed, it is characterized in that: it is made up of precast unit according to claim 1; Two precast units connect in work progress, and the reinforcing bar namely on a precast unit is connected with the sleeve on another precast unit by the stifled ring that it connects; The side of sleeve is provided with injected hole; Be cast-in-place band between two precast units, sleeve completes connection at cast-in-place band place.
3. assembling concrete component according to claim 2, is characterized in that: described sleeve vertically internal diameter has difference, and one end perforate internal diameter being connected with stifled ring is comparatively large, and the perforate internal diameter of the other end is less, and external diameter is all straight sleeve mutually; The hole of one end that sleeve diameter is larger is screwed hole; When described assembling concrete component for described cartridges sides when vertically connecting has an injected hole; When described assembling concrete component is level connection joint, cartridges sides is provided with an injected hole and a slurry outlet.
4. assembling concrete component according to claim 2, is characterized in that: stifled ring arranged outside has the external screw thread matched with the bush whorl hole of another prefabricated units during assembling, and stifled ring is connected by screw thread with the sleeve of another prefabricated units.
5. assembling concrete component according to claim 2, it is characterized in that: in described precast unit, the pier nose diameter that described attachment is connected with sleeve side reinforcing bar is greater than the diameter of the less perforate of the internal diameter of connected straight sleeve, namely pier nose can be blocked by sleeve, even if when not being in the milk, reinforcing bar pulling force still can pass through reinforcing bar pier nose and sleeve transmission.
6. assembling concrete component according to claim 2, it is characterized in that: the pier nose maximum gauge that described prefabricated units do not adhere to the longitudinal reinforcement connecting sleeved side is greater than stifled ring internal diameter and is less than the internal diameter of the sleeve be connected with this side reinforcing bar, namely the reinforcing bar pier nose ring that can be blocked blocks, even if when not being in the milk, reinforcing bar pulling force still can by the pressure transmission between reinforcing bar pier nose and stifled ring.
7. assembling concrete component according to claim 2, it is characterized in that: described assembling concrete component is when vertically connecting, when the sleeve side connecting stifled ring is in upper end, the shutoff pad of sealing when the opening part that sleeve is positioned at lower end is provided with for being in the milk; When the sleeve side connecting stifled ring is in lower end, the shutoff pad of sealing when the opening part of stifled ring lower end is provided with for being in the milk; Described assembling concrete component when level connection joint, when sleeve and stifled ring opening part are provided with for being in the milk sealing shutoff pad.
8. assembling concrete component according to claim 2, it is characterized in that: described precast unit is before reinforcing bar pier nose, sleeve is placed on the side of reinforcing bar, stifled ring is placed on not adhere to and connects sleeved side, then screwing steel bars two ends pier nose, sleeve and stifled ring all can be blocked by each self-corresponding reinforcing bar pier nose.
9. assembling concrete component according to claim 2, it is characterized in that: when component is used for vertically connecting, in the lower end side reserved structure hole of the top precast unit of the cast-in-place band of described assembling concrete component, extend inside from component side and extend downward the bottom of place prefabricated units; When described component is used for level connection joint, without the need to arranging structure hole.
10. the practice of the assembling concrete component described in the arbitrary claim of claim 2 to 9, is mainly undertaken by following three steps: a prefabricated units, and b component docks, c concreting.
The practice of 11. assembling concrete components according to claim 10, it is characterized in that: when producing prefabricated units, arrange the reinforcing bar of two ends with pier nose, near unified for the sleeve that reinforcing bar the adheres to reinforcing bar pier nose pushing reinforcing bar side, the stifled ring unification that reinforcing bar adheres to is pushed near the reinforcing bar pier nose of opposite side; When precast unit is used for vertically connecting, be positioned at that the side of precast unit above bottom on cast-in-place band top is pre-buried to be extended inside from the side and lead to the sleeve pipe of bottom, after concreting, form structure hole.
The practice of 12. assembling concrete components according to claim 10, it is characterized in that: in the sleeve on the reinforcing bar that during prefabricated units docking, precast unit extends on another precast unit with the reinforcing bar pier nose of stifled ring, stifled ring is screwed in sleeve, then from injected hole grouting, bar connecting is completed.
The practice of 13. assembling concrete components according to claim 10, is characterized in that: after bar connecting, uses template shutoff between precast unit; When described component vertically connects, by the structure hole concreting of prefabricated units, form cast-in-place band; When described modular level connects, above sleeve, directly namely to form the position concreting of cast-in-place band.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410465101.6A CN104264788B (en) | 2014-09-12 | 2014-09-12 | Precast concrete component and assembly concrete component connected with pier head locking anchor grouting straight sleeve and production method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410465101.6A CN104264788B (en) | 2014-09-12 | 2014-09-12 | Precast concrete component and assembly concrete component connected with pier head locking anchor grouting straight sleeve and production method thereof |
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| Publication Number | Publication Date |
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| CN104264788A true CN104264788A (en) | 2015-01-07 |
| CN104264788B CN104264788B (en) | 2017-02-15 |
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| CN201410465101.6A Expired - Fee Related CN104264788B (en) | 2014-09-12 | 2014-09-12 | Precast concrete component and assembly concrete component connected with pier head locking anchor grouting straight sleeve and production method thereof |
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| CN (1) | CN104264788B (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104563299A (en) * | 2015-01-15 | 2015-04-29 | 建研科技股份有限公司 | reinforced concrete prefabricated component and mounting method |
| CN110485640A (en) * | 2018-07-21 | 2019-11-22 | 李藏柱 | Sleeve, prefabricated components connector, prefabricated components and prefabricated components assembly |
| CN110485644A (en) * | 2018-07-21 | 2019-11-22 | 李藏柱 | The connecting node of assembled architecture component |
| CN111005563A (en) * | 2019-12-24 | 2020-04-14 | 机械工业第六设计研究院有限公司 | Connection construction method of concrete shear wall |
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| CN1060133A (en) * | 1990-09-24 | 1992-04-08 | 胡海涛 | A kind of reinforcement screw connection member of gaining in strength |
| CN2375692Y (en) * | 1999-07-02 | 2000-04-26 | 河北省电焊机股份有限公司 | Upsetting steel bar connector |
| CN1407191A (en) * | 2001-08-09 | 2003-04-02 | 胡锦标 | Steel reinforce bar connecting device and use thereof |
| CN102261167A (en) * | 2011-05-05 | 2011-11-30 | 建研科技股份有限公司 | Adjustable type reinforcing bar threaded connection device |
| CN204225280U (en) * | 2014-09-12 | 2015-03-25 | 中国中建设计集团有限公司 | The precast unit that pier nose break adrift grouting straight sleeve connects, assembling concrete component |
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| CN1060133A (en) * | 1990-09-24 | 1992-04-08 | 胡海涛 | A kind of reinforcement screw connection member of gaining in strength |
| CN2375692Y (en) * | 1999-07-02 | 2000-04-26 | 河北省电焊机股份有限公司 | Upsetting steel bar connector |
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| CN204225280U (en) * | 2014-09-12 | 2015-03-25 | 中国中建设计集团有限公司 | The precast unit that pier nose break adrift grouting straight sleeve connects, assembling concrete component |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104563299A (en) * | 2015-01-15 | 2015-04-29 | 建研科技股份有限公司 | reinforced concrete prefabricated component and mounting method |
| CN110485640A (en) * | 2018-07-21 | 2019-11-22 | 李藏柱 | Sleeve, prefabricated components connector, prefabricated components and prefabricated components assembly |
| CN110485644A (en) * | 2018-07-21 | 2019-11-22 | 李藏柱 | The connecting node of assembled architecture component |
| CN111005563A (en) * | 2019-12-24 | 2020-04-14 | 机械工业第六设计研究院有限公司 | Connection construction method of concrete shear wall |
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|---|---|
| CN104264788B (en) | 2017-02-15 |
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