CN108343150A - A kind of haunch two directions tension prestressed concrete complexity beam-column node construction method - Google Patents
A kind of haunch two directions tension prestressed concrete complexity beam-column node construction method Download PDFInfo
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- CN108343150A CN108343150A CN201810236754.5A CN201810236754A CN108343150A CN 108343150 A CN108343150 A CN 108343150A CN 201810236754 A CN201810236754 A CN 201810236754A CN 108343150 A CN108343150 A CN 108343150A
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- Prior art keywords
- haunch
- reinforcing steel
- presstressed reinforcing
- column
- vierendeel girder
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Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/21—Connections specially adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/22—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material with parts being prestressed
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/58—Connections for building structures in general of bar-shaped building elements
Abstract
Invention provides a kind of haunch two directions tension prestressed concrete complexity beam-column node construction method.This method includes Deepen Design, three-dimensional modeling, binding node nonprestressed reinforcement, lay node bellows, hidden project inspection is checked and accepted, casting and compacting of concrete and maintenance, tension of prestressed tendon method, tension sequence and end sealing off and covering anchorage.This method accelerates construction speed, saves the duration, it is ensured that the construction quality and nodes domains bearing capacity of bean column node.
Description
Technical field
The present invention relates to technical field of building construction, more particularly to a kind of haunch two directions tension prestressed concrete complex beam
Column border node.
Background technology
In recent years, with the continuous improvement of China's economic level and the continuous quickening of Process of Urbanization Construction process, work is built
Journey is growing day by day.Prestressed reinforced concrete construction has many advantages, such as that section is small, rigidity is big, crack resistance and durability are good, therefore is building
It builds in engineering and is used widely.Using reasonable effective prestressing technique, the crack of effective control member makes frame have
Larger rigidity and bearing capacity can be good at the properties for playing material, so that material is fully utilized, improve this
The economic benefit of intermediate item improves the durability and reliability of prestressed reinforced concrete construction.
In the railway station of cast-in-situ prestressed concrete technology, gymnasium, airport building, conference and exhibition center, teaching building, natural science
In the construction of the extra spaces such as shop, library building, especially area is big at the construction field (site), construction complexity is various, the number of components is more
And in the prestressed concrete engineering of the bidirectional crossed arrangement of prestressed girder, beam column node core area reinforcing bar is intensive and distribution is wrong
Comprehensive complicated, node haunch stretching end constructs the multiple rows of presstressed reinforcing steel of inserting knot that is complicated and having, therefore prestressed concrete beam column
The complicated construction technique of node, difficulty of construction is big, and the construction quality of especially such complicated beam column node core area is even more to be difficult to
Obtain due guarantee.
Invention content
The object of the present invention is to provide a kind of haunch two directions tension prestressed concrete complexity beam-column node construction method, with
Solve problems of the prior art.
To realize the present invention purpose and the technical solution adopted is that a kind of such, haunch two directions tension prestressed concrete
Complicated beam-column node construction method, includes the following steps：
1) Deepen Design is carried out to Vierendeel girder, and determines the rise of beam side haunch form and presstressed reinforcing steel in Vierendeel girder
Line style.Wherein, bean column node includes column and the Vierendeel girder that is connected on column.
2) three-dimensional modeling is carried out to node, checks the spatial relationship between each component.
3) Vierendeel girder column tie-bar below is bound, mounting post mould simultaneously pours column concrete.Remove column mould, installation frame beam bottom board.
Installation frame beam bottom muscle binds node area's stirrup and frame beam steel.
4) bellows is laid according to design requirement, and wears presstressed reinforcing steel in bellows.It buries and opens at the haunch of beam side
Draw anchorage.
5) hidden project inspection is checked and accepted.
6) pouring frame beam and beam column node area concrete, and vibration compacting.By regulation curing concrete after casting complete.
7) beam side is removed, presstressed reinforcing steel on presstressed reinforcing steel, then tensioning girder on pretensioning secondary beam.It is filled into bellows
Slurry.
8) tension ground tackle exposed parts are carried out cutting off processing, and closed protective tension ground tackle.
The solution have the advantages that unquestionable：
A. construction speed is accelerated, the duration is saved, it is ensured that the construction quality and nodes domains bearing capacity of bean column node；
B. the tension sequence of the prestressed girder of bidirectional crossed arrangement, method for stretching at bean column node are studied, really
Node construction quality is protected；
C. to there is the same tensioning section of multiple rows of prestressing force bellows, it is determined that rational tension sequence, it is effective to control
Loss of prestress；
D. horizontal rectangular haunch is carried out to beam side, ensure that connection stiffness is injury-free, it is ensured that construction quality.
Description of the drawings
Fig. 1 is process flow chart；
Fig. 2 is frame beam structure schematic diagram；
Fig. 3 is bean column node schematic diagram；
Fig. 4 is prestressing force pull end schematic diagram；
Fig. 5 is prestressing force fixing end schematic diagram；
Fig. 6 is I schematic diagram of haunch；
Fig. 7 is A-A sectional views；
Fig. 8 is B-B sectional views；
Fig. 9 is II schematic diagram of haunch；
Figure 10 is G-G sectional views；
Figure 11 is H-H sectional views；
Figure 12 is rise Alignment Design figure in beam；
Figure 13 is that bellows positions schematic diagram；
Figure 14 is sequence of PR tension schematic diagram.
In figure：Vierendeel girder I 1, haunch I 2, Vierendeel girder II 3, presstressed reinforcing steel I 4, presstressed reinforcing steel II 5, prestressing force pull end
401, prestressing force fixing end 402, column 6, haunch II 7, bellows 12.
Specific implementation mode
With reference to embodiment, the invention will be further described, but should not be construed the above-mentioned subject area of the present invention only
It is limited to following embodiments.Without departing from the idea case in the present invention described above, according to ordinary skill knowledge and used
With means, various replacements and change are made, should all include within the scope of the present invention.
Embodiment 1：
The present embodiment discloses a kind of haunch two directions tension prestressed concrete complexity beam-column node construction method, referring to Fig. 1,
Include the following steps：
1) Deepen Design is carried out to Vierendeel girder, and determines the rise of beam side haunch form and presstressed reinforcing steel in Vierendeel girder
Line style.Referring to Fig. 2, in the present embodiment, bean column node includes column 6 and the Vierendeel girder I 1 being connected and Vierendeel girder II is arranged with column 6
3.The Vierendeel girder I 1 and Vierendeel girder II 3 are connected in decussation on node region.From the column side pair of beam-column connection
II 3 Horizontal hunche of Vierendeel girder forms haunch I 2.The haunch form of the haunch I 2 and haunch II 7 is horizontal rectangular haunch.Institute
The end for stating haunch I 2 and haunch II 7 is embedded with tension ground tackle.Referring to Fig. 3, presstressed reinforcing steel I 4, frame are disposed in Vierendeel girder I 1
Presstressed reinforcing steel II 5 is disposed in beam II 3.The presstressed reinforcing steel I 4 and presstressed reinforcing steel II 5 are anchored at respectively after passing through node region
On the end tension ground tackle of haunch II 7 and haunch I 2.
1.1) beam Deepen Design：The length of presstressed reinforcing steel I 4 and presstressed reinforcing steel II 5 in Deepen Design branch beam, quantity and
The arrangement of prestressing force pull end and fixing end.Referring to Fig. 4 and Fig. 5, by taking presstressed reinforcing steel I 4 as an example, the prestressing force of presstressed reinforcing steel I 4 is solid
Fixed end 402 is installed in the rod structure of the avris of Vierendeel girder II 3.401 anchorage of stretching end is intermediate plate anchor, and fixing end 402 is to squeeze
Anchor all selects I class anchorage.Anchorage efficiency coefficient ηa>=0.95, reach overall strain ε when actual measurement ultimate tensionapu>=2.0%,
Anchorage meets《Use for tendon anchor, fixture and connector》(GB/T14370-2007) regulation.12 laying construction of bellows
When, if bellows 12 conflicts with regular reinforcement or other pipelines generation position portion, it should be ensured that presstressed reinforcing steel I 4 and presstressed reinforcing steel
Accurate, the position of adjustment regular reinforcement and other pipelines of II 5 positions.When common muscle conflicts and nothing with horizontal direction presstressed reinforcing steel
When method adjusts, the horizontal position of presstressed reinforcing steel I 4 and presstressed reinforcing steel II 5 can adjust, but it is ensured that presstressed reinforcing steel I 4 and pre- after adjustment
II 5 curve smoothing of stress rib, without dog-ear.
1.2) haunch stretching end Deepen Design：Determine the arrangement of reinforcement of beam side haunch form and haunch stretching end.Referring to Fig. 6,7,
8,9,10 and 11, there is the present embodiment central sill Vierendeel girder I 1 haunch II 7, Vierendeel girder II 3 there is haunch I 2, haunch form to select
Horizontal rectangular haunch.
1.3) rise Alignment Design of the presstressed reinforcing steel in Vierendeel girder：Determine rise of the presstressed reinforcing steel at bearing.It answers in advance
The rise line style of power muscle I 4 is referring to Figure 12.
2) three-dimensional modeling is carried out to node using computer, comprehensive in-depth setting-out is carried out to node, checked between each component
Spatial relationship judges whether to meet design requirement.If be unsatisfactory for, then by the conflicting place of detail treatment or drawing itself
There are the problem of feed back to each profession of designing institute and audit again and make design adjustment accordingly, until meet the requirements.
3) it binds Vierendeel girder I 1 and II 3 column tie-bar below of Vierendeel girder, mounting post mould simultaneously pours column concrete.Remove column mould, peace
Frame up bed die of setting a roof beam in place.Installation frame beam bottom muscle binds node area's stirrup and frame beam steel.Liang Mianchu adds one of node (positioning)
Stirrup.
4) bellows 12 is laid according to design requirement, and wears presstressed reinforcing steel I 4 and presstressed reinforcing steel II 5 in bellows 12.
Tension ground tackle is buried in the end of haunch I 2 and haunch II 7.
4.1) bellows positions：Before bellows 12 is laid, prestressed girder stirrup binding is first carried out, then according to the pre- of design
Stress rib coordinate marks curve location on beam stirrup, fixes bellows by labeling position on stirrup every 1m along its length
Holder is finally fixed on bellows 12 on holder with iron wire.
4.2) presstressed reinforcing steel is worn：Should be round and smooth by presstressed reinforcing steel I 4 and the processing of II 5 head of presstressed reinforcing steel before lashing, or use glue
Cloth looping, in order to avoid break bellows during wearing muscle.It is substantially uniform that tensioning length in both ends is adjusted after lashing.
4.3) end tension ground tackle is embedded：It is embedded in the end of haunch I 2 and haunch II 7 in bean column node end haunch
Tension ground tackle.Wherein, stretching end anchorage takes built-in method.Stretching end anchorage is reserved in the end of haunch I 2 and haunch II 7
Hole to be provided, for size with anchor plate outside dimensions, depth is 12~15cm, is closed using wooden box.
5) hidden project inspection is checked and accepted.Acceptance of concealed work project specifically includes：The kind of presstressed reinforcing steel, specification, quantity,
Position；The kind of presstressed reinforcing steel anchorage and connector, specification, quantity, position；Specification, quantity, position, the shape of reserving hole channel
And grout hole, gas vent；Anchorage zone local strengthening construction etc..
6) pouring frame beam I 1 and Vierendeel girder II 3 and beam column node area concrete, and vibration compacting.It is pressed after casting complete
Provide curing concrete.Vibration compacting is answered at the position that the fixing end and joint reinforcing bar of presstressed reinforcing steel are intensive, and vibrating spear is avoided to connect
It touches and touches and play bellows, anchorage built-in fitting.In process of vibrating, pay attention to checking that template, pipeline, fixing end steel plate and anchor plate are pre-
The positions and dimensions of embedded part find to loosen, rebuild in time.The concrete being poured should conserve in time according to the rules, pour into a mould
Concrete strength be not up to 1.5N/mm2More than, it must not trample on it or installation form and support.
7) frame beam side, first tensioned prestressing bar II 5, then tensioned prestressing bar I 4 are removed.It is filled into bellows 12
Slurry.
After the completion of one construction section prestressed girder or board concrete pour, after concrete reaches design tensioning intensity, experiment
Room goes out concrete strength report and after supervising engineer agrees to, starts tensioning.Tension sequence in line with reasonable stress, it is symmetrical, apply
The convenient principle of work, tension sequence can optimize adjustment according to on-site actual situations.Method for stretching includes one-end tension
It is fixed for tensioned at one end, one end, for both ends tensioning, using tensioned at one end, one end is mended to draw and be anchored again.Having in beam bonds pre-
The necessary entire beam tension of stress rib, forbids single tendon stretch.
In the present embodiment, after the completion of II 5 tensioning of presstressed reinforcing steel, then tensioned prestressing bar I 4.Since presstressed reinforcing steel I 4 is in
Arranged in rows, the tension sequence of presstressed reinforcing steel I 4 is referring to Figure 14.The present embodiment once anchors technique, 0 → 10% σ using ultra stretching
The σ of con → 105% con → anchoring.
To using the closure such as high-mark cement rubber cement or structure glue at anchor clipper hole and other possible spillages before grouting,
It can be in the milk after blocking the intensity that material reaches certain.Cement slurry has to pass through before entering mudjack no more than 5 ㎜ mesh screens
Net filtration.Under normal circumstances, continuously the ability of being in the milk should make the grouting of longest prestressed pore passage in component for slurrying, grouting equipment
Time is no more than 20min.
8) tension ground tackle exposed parts are carried out cutting off processing, and closed protective tension ground tackle.Add in bean column node end
Armpit, since the waist muscle of intersection beam can be suitably adjusted, anchorage takes built-in method.It is outer after presstressed reinforcing steel anchoring
Dew part is preferably cut off using mechanical means, and cooling measure should be taken when being cut off using gas cutting.Anchorage closed protective preferably use with
Microdilatancy concrete or lower shrinkage mortar can also be used with the pea gravel concreten of strength grade in component.
Claims (2)
1. a kind of haunch two directions tension prestressed concrete complexity beam-column node construction method, which is characterized in that including following step
Suddenly：
1) Deepen Design is carried out to Vierendeel girder, and determines the rise line of beam side haunch form and presstressed reinforcing steel in Vierendeel girder
Type.Wherein, bean column node includes column (6) and the Vierendeel girder I (1) being connected on column (6) and Vierendeel girder II (3)；
2) three-dimensional modeling is carried out to node, checks the spatial relationship between each component；
3) binding Vierendeel girder I (1) and Vierendeel girder II (3) column tie-bar below, mounting post mould simultaneously pour column concrete；Remove column mould, peace
Frame up bed die of setting a roof beam in place；Installation frame beam bottom muscle binds node area's stirrup and frame beam steel；
4) bellows (12) is laid according to design requirement, and presstressed reinforcing steel I (4) and presstressed reinforcing steel II is worn in bellows (12)
(5)；Tension ground tackle is buried at the haunch of beam side；
5) hidden project inspection is checked and accepted；
6) pouring frame beam I (1), Vierendeel girder II (3) and beam column node area concrete, and vibration compacting；By rule after casting complete
Determine curing concrete；
7) frame beam side, the first presstressed reinforcing steel II (5) in tensioning Vierendeel girder II (3) are removed, then in tensioning Vierendeel girder I (1)
Presstressed reinforcing steel I (4)；The grouting into bellows (12)；
8) tension ground tackle exposed parts are carried out cutting off processing, and closed protective tension ground tackle.
2. a kind of haunch two directions tension prestressed concrete complexity beam-column node construction method according to claim 2,
It is characterized in that：The stretching end anchorage of the presstressed reinforcing steel I (4) and presstressed reinforcing steel II (5) is intermediate plate anchor, and fixing end anchorage is to squeeze
Anchor.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810236754.5A CN108343150A (en) | 2018-03-21 | 2018-03-21 | A kind of haunch two directions tension prestressed concrete complexity beam-column node construction method |
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|---|---|---|---|
| CN201810236754.5A CN108343150A (en) | 2018-03-21 | 2018-03-21 | A kind of haunch two directions tension prestressed concrete complexity beam-column node construction method |
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| CN201810236754.5A Pending CN108343150A (en) | 2018-03-21 | 2018-03-21 | A kind of haunch two directions tension prestressed concrete complexity beam-column node construction method |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2702032C1 (en) * | 2019-01-10 | 2019-10-03 | Федеральное государственное бюджетное образовательное учреждение высшего образования "Петербургский государственный университет путей сообщения Императора Александра I" ФГБОУ ВО ПГУПС | Hangar |
| CN111608312A (en) * | 2020-05-21 | 2020-09-01 | 南通四建集团有限公司 | Tensioning node of T-beam wing plate under post-tensioning method with bonded prestressed rib plate and construction method |
| CN111608313A (en) * | 2020-05-21 | 2020-09-01 | 南通四建集团有限公司 | Tensioning node of T-beam wing plate under post-tensioning unbonded prestressed rib plate and construction method |
| CN111851831A (en) * | 2020-05-21 | 2020-10-30 | 江苏永坤建设有限公司 | Unbonded prestressed node structure for superposed T-beam under assembled building plate and construction method |
| CN111851832A (en) * | 2020-05-21 | 2020-10-30 | 江苏永坤建设有限公司 | Tensioning end node structure of laminated T-beam wing plate under assembled building plate and construction method |
| CN112482568A (en) * | 2020-11-20 | 2021-03-12 | 南通四建集团有限公司 | Construction method and structure of connection joint of crossed primary and secondary beams with bonding prestress |
| CN112482567A (en) * | 2020-11-20 | 2021-03-12 | 南通四建集团有限公司 | Construction method and structure of four-direction unbonded prestressed crossed beam-column joint |
| CN114033102A (en) * | 2021-12-20 | 2022-02-11 | 中国建筑第八工程局有限公司 | Large-span prestressed beam structure and construction method thereof |
-
2018
- 2018-03-21 CN CN201810236754.5A patent/CN108343150A/en active Pending
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2702032C1 (en) * | 2019-01-10 | 2019-10-03 | Федеральное государственное бюджетное образовательное учреждение высшего образования "Петербургский государственный университет путей сообщения Императора Александра I" ФГБОУ ВО ПГУПС | Hangar |
| CN111608312A (en) * | 2020-05-21 | 2020-09-01 | 南通四建集团有限公司 | Tensioning node of T-beam wing plate under post-tensioning method with bonded prestressed rib plate and construction method |
| CN111608313A (en) * | 2020-05-21 | 2020-09-01 | 南通四建集团有限公司 | Tensioning node of T-beam wing plate under post-tensioning unbonded prestressed rib plate and construction method |
| CN111851831A (en) * | 2020-05-21 | 2020-10-30 | 江苏永坤建设有限公司 | Unbonded prestressed node structure for superposed T-beam under assembled building plate and construction method |
| CN111851832A (en) * | 2020-05-21 | 2020-10-30 | 江苏永坤建设有限公司 | Tensioning end node structure of laminated T-beam wing plate under assembled building plate and construction method |
| CN112482568A (en) * | 2020-11-20 | 2021-03-12 | 南通四建集团有限公司 | Construction method and structure of connection joint of crossed primary and secondary beams with bonding prestress |
| CN112482567A (en) * | 2020-11-20 | 2021-03-12 | 南通四建集团有限公司 | Construction method and structure of four-direction unbonded prestressed crossed beam-column joint |
| CN114033102A (en) * | 2021-12-20 | 2022-02-11 | 中国建筑第八工程局有限公司 | Large-span prestressed beam structure and construction method thereof |
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