CN107700653A - A kind of Hybrid connections post-tensioned prestressing assembling concrete frame system and its construction method - Google Patents
A kind of Hybrid connections post-tensioned prestressing assembling concrete frame system and its construction method Download PDFInfo
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- CN107700653A CN107700653A CN201710851976.3A CN201710851976A CN107700653A CN 107700653 A CN107700653 A CN 107700653A CN 201710851976 A CN201710851976 A CN 201710851976A CN 107700653 A CN107700653 A CN 107700653A
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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
- E04B1/19—Three-dimensional framework structures
-
- 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
-
- 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
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/66—Sealings
- E04B1/68—Sealings of joints, e.g. expansion joints
- E04B1/6806—Waterstops
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/50—Photovoltaic [PV] energy
Abstract
A kind of Hybrid connections post-tensioned prestressing assembling concrete frame system and its construction method, wherein frame system include basis, frame column, Vierendeel girder and floor；Connection reinforcing bar is embedded with basis at the design attitude of associated frame members post；It is L-shaped to connect reinforcing bar, includes vertical edge and is connected to the horizontal edge of vertical edge bottom side；Connect reinforcing bar vertical edge bottom and horizontal edge be embedded in basis, and connect reinforcing bar by the part buried in basis include connection reinforcing bar have adhesive section and connection reinforcing bar soap-free emulsion polymeization section；Connection reinforcing bar soap-free emulsion polymeization section is located on the downside of basic top surface, on the vertical edge of basic one end, and the length of connection reinforcing bar soap-free emulsion polymeization section is 3 ~ 20 times of connection bar diameter, connection reinforcing bar has adhesive section to be located on the downside of basic top surface, on the vertical edge of horizontal edge one end and on the horizontal edge of connection reinforcing bar.The present invention solve that transporting and hoisting difficulty in existing structure system is big, Structure Robust performance is not high, wet trade amount is big and suspension column shake after the high technical problem of rehabilitation cost.
Description
Technical field
The invention belongs to prefabricated concrete structure building field, particularly a kind of Hybrid connections post-tensioned prestressing assembling concrete
Frame system and its construction method.
Background technology
At present, the prefabricated concrete structure of domestic residential construction area application is mostly cast in place and precast construction system,
Mainly include prefabricated integral frame structure, prefabricated integral frame-cast-in-place shear wall structure and assembled integral shear wall knot
Structure system etc..These systems are cast-in-place in bean column node region, and situ wet operation amount is big, and efficiency of construction is not high.The U.S. and Japan are near
Several precast prestressed framework dry type connecting nodes and system that can be applied in civil buildings are have developed over year, but still suffer from one
A little problems have much room for improvement：1st, generally use post insertion multilayer prefabricated components split form, frame column is longer, heavier, transport and
Hoisting technology difficulty is larger.2nd, presstressed reinforcing steel is typically opening through multispan, is only anchored by the anchorage at both ends, when one end anchorage fails
When, whole presstressed reinforcing steel will lose tension force, and the crimping effect of associated bean column node will not exist, Structure Robust performance
It is not high.3rd, large panel structure of the generally use without secondary beam, complicated, constructional difficulties are constructed when there is concentration of local load.4th, it is conventional pre-
The pure frame system rigidity of prestressing force dry type processed has weakened compared with assembled integral, by maxi-mum height of the current specifications in highly seismic region
It is restricted.Although the good antidetonation system of strong column and weak beam the 5, can be formed under geological process, under macroseism with basis
Connected suspension column is easily destroyed in earthquake, and rehabilitation cost is high.6th, beam column node area is respectively provided with power consumption steel in the top and the bottom of beam
Muscle, node construction is complicated, especially the power consumption reinforcing bar of beam bottom, installation inconvenience.7th, in beam-column connection region in the upper of beam
Bottom is not provided with the reinforcing bar that consumes energy, and is only connected by single or two post-tensioned prestressed reinforcements, the energy-dissipating property of structure is poor, antidetonation
Performance is undesirable.Therefore, in order to meet highly seismic region, higher Application in Building demand, it is necessary to which a kind of beam, post, plate, node are quick
The equipment installations such as construction connection, hot-water heating electricity are pre-buried, and the assembled for reducing the non-physical consumption of materials such as Construction Support and scaffold mixes
Coagulate native frame system.
The content of the invention
It is an object of the invention to provide a kind of Hybrid connections post-tensioned prestressing assembling concrete frame system and construction method, solve
Transporting and hoisting difficulty present in existing structure system is big, Structure Robust performance is not high, wet trade amount is big, construction is complicated, suspension column
Rehabilitation cost is high after shake and power consumption steel-bar arrangement is in the technical problem that cost in beam is high, making is complicated.
To achieve the above object, the present invention adopts the following technical scheme that.
A kind of Hybrid connections post-tensioned prestressing assembles concrete frame system, includes basis, frame column, Vierendeel girder and floor；
Connection reinforcing bar is embedded with the basis, at the design attitude of associated frame members post；The connection reinforcing bar is L-shaped, includes vertical edge
With the horizontal edge for being connected to vertical edge bottom side；The vertical edge bottom of the connection reinforcing bar and horizontal edge are embedded in basis, and connect steel
Muscle includes connection reinforcing bar by the part buried in basis adhesive section and connection reinforcing bar soap-free emulsion polymeization section；Wherein, reinforcing bar is connected without viscous
Knot section is located on the downside of basic top surface, on the vertical edge of basic one end, and the length for connecting reinforcing bar soap-free emulsion polymeization section is connection reinforcing bar
3 ~ 20 times of diameter, connection reinforcing bar have adhesive section to be located on the vertical edge of basic top surface downside, close horizontal edge one end and connect steel
On the horizontal edge of muscle；Top surface of the vertical edge top of the connection reinforcing bar beyond basis；
The frame column layered arrangement, and the bottom of frame column is embedded with reinforcing steel bar connecting sleeve tube, is reserved with the top of frame column
Vertical reinforcement；The reinforcing steel bar connecting sleeve tube of wherein bottom framework column bottom corresponds to noose on the connection reinforcing bar at the top of basis, and
Connected by being in the milk；Pass through the vertical reinforcement at the top of lower floor's frame column and upper strata frame column bottom between neighbouring two layers of frame column
The reinforcing steel bar connecting sleeve tube socket connection in portion, and spacing is left between two layers of frame column；Concrete company is cast with the spacing
Connect layer；The top of the frame column, it is provided with horizontal post prestressed pore passage at apical position；
The Vierendeel girder is connected on frame column, the side provided with post prestressed pore passage, and the top surface of Vierendeel girder exceeds framework
The top surface of post and with the concrete articulamentum either flush at the top of the frame column；In the bottom of Vierendeel girder, corresponding post prestress hole
The opening position in road is provided with horizontal girder pre-stressed duct；Between the Vierendeel girder and frame column by be through girder pre-stressed duct and
Prestressing steel wire bunch connection in post prestressed pore passage；
The prestressing steel wire bunch is post-tensioned prestressing steel tendon, and the part that post-tensioned prestressing steel tendon is located at Vierendeel girder span centre is
Prestressing steel wire bunch has bonding section, and the part that prestressing steel wire bunch is located at Vierendeel girder both sides is prestressing steel wire bunch non-binding section；
It is 2m ~ 3m that wherein prestressing steel wire bunch, which has the length of bonding section,.
Preferably, the cross-sectional area for reinforcing bar soap-free emulsion polymeization section being connected on the connection reinforcing bar has adhesive section reinforcing bar than connection reinforcing bar
Cross-sectional area it is small by 20%, and connect reinforcing bar soap-free emulsion polymeization section outside be provided with surrounding layer.
Preferably, reinforcing bar is connected in the post-tensioned prestressing muscle section has the length of adhesive section not less than connection bar diameter
20 times；The vertical edge of reinforcing bar is connected beyond 6 ~ 10 times that the length of basic summit portion is connection reinforcing bar vertical edge diameter.
Preferably, it is provided with encased steel plate on the outside of the root of undermost frame column；The height of the encased steel plate is framework
1 ~ 3 times of the long side of post horizontal section, the thickness of encased steel plate is 10mm ~ 30mm.
Preferably, the Vierendeel girder is composite beam, includes precast concrete girder and is cast in precast concrete
Main beam concrete overlapping layers at the top of girder；The top surface of the precast concrete girder is put down with the top surface of the frame column of corresponding connection
Together；The thickness of the main beam concrete overlapping layers is adapted with the concrete articulamentum thickness at the top of the frame column of corresponding connection；
The elongated opening position for being arranged on precast concrete girder, corresponding to post prestressed pore passage in the girder pre-stressed duct；
The floor is laminated floor slab, includes precast hollow slab and the cast-in-place floorslab concrete overlapping at the top of precast hollow slab
The layer precast hollow slab is prefabricated circular hole slab either prefabricated special-shaped orifice plate or SP plates；The top of the floorslab concrete overlapping layers
Face and the either flush of main beam concrete overlapping layers, and floorslab concrete overlapping layers and main beam concrete overlapping layers are cast-in-place into whole
Body.
Preferably, plate face distributing bar and plate additional bar are additionally provided with the floor, wherein plate face distributing bar is net
Shape reinforcing bar, it is arranged horizontally in floorslab concrete overlapping layers, at tip position；Plate additional bar is located in precast hollow slab
Hole in or be arranged between the plate of precast hollow slab at gap, wherein the both ends of the plate additional bar between plate at gap
It is plugged on respectively in the hole of the precast hollow slab of both sides, concrete is cast with hole.
Preferably, horizontal power consumption reinforcing bar and shear reinforcement are provided with the concrete articulamentum；The power consumption reinforcing bar position
In the top of concrete articulamentum, and its both ends is respectively protruding into the main beam concrete overlapping layers of both sides；It is described power consumption reinforcing bar by
Power consumption reinforcing bar is made up of adhesive section and power consumption reinforcing bar soap-free emulsion polymeization section；Wherein power consumption reinforcing bar soap-free emulsion polymeization section is arranged on main beam concrete and folded
Close in layer, close to concrete articulamentum side or being arranged in concrete articulamentum；The power consumption reinforcing bar soap-free emulsion polymeization section position
The area of reinforcement be less than power consumption reinforcing bar and have the area of reinforcement at adhesive section position, the length of power consumption reinforcing bar soap-free emulsion polymeization section is power consumption reinforcing bar
3 ~ 20 times of diameter；
The shear reinforcement is located at the bottom of concrete articulamentum, and its both ends is respectively protruding into the main beam concrete overlapping layers of both sides
In.
A kind of construction method of Hybrid connections post-tensioned prestressing assembling concrete frame system, including step are as follows.
Step 1, prefabricated components, including production frame column, precast concrete girder and precast hollow are produced in the factory
Plate.
Step 2, the frame column of floor to be onstructed is installed.
Step 3, on the side of frame column, the support bracket that the opening position installation of framework soffit is interim, and in frame
Set a roof beam in place span centre position lower section installation temporary support.
Step 4, hoisting prefabricated concrete girder；The both ends of precast concrete girder are made to fall within support bracket, it is prefabricated mixed
The span centre position for coagulating native girder is supported in the temporary support of lower section.
Step 5, the temporary support of laminated floor slab bottom, and hoisting prefabricated cored slab are set.
Step 6, there is the steel wire harness sleeve on the outside of bonding section to peel off the prestressing steel wire bunch in prestressing steel wire bunch, clearly
Except prestressing steel wire bunch has the oil stain of bonding section surface, prestressing steel wire bunch is penetrated girder pre-stressed duct and post prestressed pore passage
It is interior.
Step 7：High-intensity fiber mortar is poured into the beam column seam formed after the completion of step 4 construction, it is real full of filling.
Step 8：After high-intensity fiber mortar reaches design strength, carry out prestressing steel wire bunch and carry out tensioning, anchoring.
Step 9：Lay the reinforcing bar in floorslab concrete overlapping layers and main beam concrete overlapping layers.
Step 10：Pour the concrete of floorslab concrete overlapping layers and the concrete of main beam concrete overlapping layers.
Step 11：High-strength grouting is poured into the girder pre-stressed duct that prestressing steel wire bunch passes through and post prestressed pore passage
Material.
Step 12：Every layer of two ~ step 11 of repeat step, until tension prestress assembling concrete frame system has been constructed
Finish.
Preferably, in step 2, when construct the bottom frame column when, by the reinforcing steel bar connecting sleeve tube of bottom framework column bottom
Corresponding noose is made to fix temporarily on the connection reinforcing bar at the top of basis, adjusts the axial location and perpendicularity of frame column, laggard
Row orlop frame column is in the milk with the seam crossing on basis to be connected with basis,
When construct bottom frame column above frame column when, the reinforcing steel bar connecting sleeve tube of upper strata framework column bottom is correspondingly sleeved on
On vertical reinforcement at the top of lower floor's frame column, then it is in the milk in the spacing between levels frame column, forms concrete connection
Layer.
Preferably, it is described basis in connection reinforcement construction when, connection reinforcing bar soap-free emulsion polymeization section outer sheath on surrounding layer, it
Banding fixed connection reinforcing bar afterwards, finally carries out the cast of base concrete.
The beneficial effects of the invention are as follows.
1. the post-tensioned prestressing assembling concrete frame frame system of Hybrid connections of the present invention is that one kind is readily transported and hung
The system that dress, robustness are good, high construction efficiency, anti-seismic performance well and after shake are easily repaired；By to frame column, Vierendeel girder, building
The type selecting of the prefabricated components such as plate, the Optimal improvements of connecting structure, and the reasonable arrangement to working procedure, improve the system
Construction speed and green construction are horizontal.
2. the frame column layering in the present invention makes, the technical difficulty of transport and lifting is greatly reduced.
3. the presstressed reinforcing steel for often setting length to be 2m ~ 3m across the middle part of Vierendeel girder in the present invention has bonding section, in extreme feelings
When the failure of some prestressed anchor occurring under condition, whole presstressed reinforcing steel will not be caused to lose tension force, lose the node of crimp force only
Be limited to fail where anchorage across interior, so as to improve the ability of the anti-continuous collapse of structure.
4. the present invention introduces the freely-supported overlapping secondary beam of simple structure between Vierendeel girder, solve partition wall, play post on beam
When larger etc. concentration of local load the problem of floor framing complexity.
5. the bottom frame column of the present invention is employed at the viscous section of local nothing and section weakening with the reinforcing bar that basis is connected
Reason, the energy dissipation capacity of big shake underframe foot joint can be improved；Coordinate the post-tensioned prestressing steel tendon through bean column node, can make
Concrete structure member damages reduction in earthquake.
6. the present invention sets power consumption reinforcing bar and energy consumer by the rational position in concrete frame joint, so as to reach not
Under conditions of increasing construction difficulty, the purpose of whole system anti-seismic performance is improved.
7. the joint in center trestle of the present invention is relatively fewer, so as to simplify node construction, without being set in Vierendeel girder
Power consumption reinforcing bar preformed groove with high costs and that construction is complicated, simplifies prefabrication and assembly construction concrete joint connecting structure；Consume energy reinforcing bar
Constructed simultaneously with floor, consider the annexation of frame column and laminated floor slab comprehensively, switching performance is preferable.
8. the form of construction work of prefabricated sandwich hollow slab and prestressing force assembling, makes site operation convenient, fast in the present invention,
Temporary support need to be only set under beam, and more traditional prefabricated assembly structural saves a large amount of supports, improves construction efficiency.
The 9th, additional bar is set in the present invention in the hole of cassette ceiling or between the plate of precast hollow slab at gap, and poured
Build among cast-in-place overlapping reinforced concrete floor, it is this to construct the rigid wall effect that ensure that floor, while in-situ layer is set
Put the water resistance for enhancing floor.
Brief description of the drawings
Fig. 1 is the main member composition schematic diagram of system in the present invention.
Fig. 2 is frame column and basis, the schematic diagram of Vierendeel girder attachment structure in the present invention.
Fig. 3 is center trestle of the present invention and foundation connection joint structural representation.
Fig. 4 is that power consumption reinforcing bar has adhesive section to be located in center trestle in the present invention, and power consumption reinforcing bar soap-free emulsion polymeization section is located at framework
Structural representation in beam.
Fig. 5 is that power consumption reinforcing bar has adhesive section to be located in side framed columns in the present invention, and power consumption reinforcing bar soap-free emulsion polymeization section is located at framework
Structural representation in beam.
Fig. 6 is that power consumption reinforcing bar has adhesive section to be located in Vierendeel girder in the present invention, and power consumption reinforcing bar soap-free emulsion polymeization section is located at middle frame
In post
Structural representation.
Fig. 7 is that power consumption reinforcing bar has adhesive section to be located in Vierendeel girder in the present invention, and power consumption reinforcing bar soap-free emulsion polymeization section is located at frame
Structural representation in post.
Fig. 8 is the node structure schematic diagram that floor time Impact direction is connected with Vierendeel girder in the present invention.
Fig. 9 is the node structure schematic diagram that floor main stress direction is connected with Vierendeel girder in the present invention.
Figure 10 is that center of the present invention is set a roof beam in place and the node structure schematic diagram that is connected of overlapping secondary beam.
Reference：1-basis, 2-frame column, 3-Vierendeel girder, 3.1-precast concrete beam, 3.2-girder coagulation
Native overlapping layers, 4-floor, 4.1-precast hollow slab, 4.2-floorslab concrete overlapping layers, 5-connection reinforcing bar, 5.1-connection
Reinforcing bar has adhesive section, 5.2-connection reinforcing bar soap-free emulsion polymeization section, 6-vertical reinforcement, 7-concrete articulamentum, 8-post prestress hole
Road, 9-prestressing steel wire bunch, 9.1-prestressing steel wire bunch have bonding section, 9.2-prestressing steel wire bunch non-binding section, 10-beam
Prestressed pore passage, 11-surrounding layer, 12-encased steel plate, 13-plate face distributing bar, 14-plate additional bar, 15-power consumption steel
Muscle, 15.1-power consumption reinforcing bar have adhesive section, 15.2-power consumption reinforcing bar soap-free emulsion polymeization section, 16-shear reinforcement, 17-reinforced bar jointing sleeve
Cylinder, 18-support bracket, 19-overlapping secondary beams, 19.1-precast concrete secondary beam, 19.2-secondary main beam concrete overlapping layers,
19.3-secondary beam steel.
Embodiment
As Figure 1-10 shows, this Hybrid connections post-tensioned prestressing assembling concrete frame system, includes basis 1, frame column
2, Vierendeel girder 3 and floor 4；Connection reinforcing bar 5 is embedded with described basic 1, at the design attitude of associated frame members post 2；The connection
Reinforcing bar 5 is L-shaped, includes vertical edge and is connected to the horizontal edge of vertical edge bottom side；The vertical edge bottom of the connection reinforcing bar 5 and horizontal edge
Be embedded in basis 1 in, and connect reinforcing bar 5 by bury basis 1 in part include connection reinforcing bar have adhesive section 5.1 and connection reinforcing bar
Soap-free emulsion polymeization section 5.2；Wherein, reinforcing bar soap-free emulsion polymeization section 5.2 is connected on the downside of basic 1 top surface, on the vertical edge of close basic one end, and
The length for connecting reinforcing bar soap-free emulsion polymeization section 5.2 is 3 ~ 20 times of the connection diameter of reinforcing bar 5, and connection reinforcing bar has adhesive section 5.1 positioned at basis 1
On the downside of top surface, on the vertical edge of horizontal edge one end and on the horizontal edge of connection reinforcing bar 5；The vertical edge top of the connection reinforcing bar 5 surpasses
Go out the top surface on basis 1；
The layered arrangement of frame column 2, and the bottom of frame column 2 is embedded with reinforcing steel bar connecting sleeve tube 17, and the top of frame column 2 is pre-
Leave vertical reinforcement 6；Connection steel of the corresponding noose of reinforcing steel bar connecting sleeve tube 17 of wherein bottom framework column bottom at the top of basis 1
On muscle 5, and connected by being in the milk；Between neighbouring two layers of frame column 2 by the vertical reinforcement 6 at the top of lower floor's frame column with it is upper
The socket connection of reinforcing steel bar connecting sleeve tube 17 of layer framework column bottom, and leave spacing between two layers of frame column 2；It is existing in the spacing
Concrete articulamentum 7 is poured；The top of the frame column 2, it is provided with horizontal post prestressed pore passage 8 at apical position；It is mixed
Solidifying native articulamentum 7 is identical with the thickness of main beam concrete overlapping layers 3.2, and the stitching position of levels frame column 2 is normally at building
At the structural elevation of layer；
The Vierendeel girder 3 is connected on frame column 2, the side provided with post prestressed pore passage 8, and the top surface of Vierendeel girder 3 exceeds
The top surface of frame column 2 and with the either flush of concrete articulamentum 7 at the top of the frame column 2；In the bottom of Vierendeel girder 3, corresponding post
The opening position of prestressed pore passage 8 is provided with horizontal girder pre-stressed duct 10；By being through between the Vierendeel girder 3 and frame column 2
Prestressing steel wire bunch 9 in girder pre-stressed duct 10 and post prestressed pore passage 8 connects；Prestressing steel wire bunch 9 is under rarely occurred earthquake
Elastic stage should be kept；This construction causes structural system to have certain automatic recovery ability after shake；
The prestressing steel wire bunch 9 is post-tensioned prestressing steel tendon, and post-tensioned prestressing steel tendon is located at the part of the span centre of Vierendeel girder 3
For prestressing steel wire bunch have bonding section 9.1, prestressing steel wire bunch 9 be located at the both sides of Vierendeel girder 3 part be prestressing steel wire bunch without
It is bonded section 9.2；It is 2m ~ 3m that wherein prestressing steel wire bunch, which has the length of bonding section 9.1, and some prestressing force occurs in extreme circumstances
When anchorage fails, whole prestressing steel wire bunch 9 will not be caused to lose tension force, the node for losing crimp force is only limitted to anchorage institute of failing
Across interior, the anti-continuous collapse ability of structure is preferable.
In the present embodiment, there is viscous the cross-sectional area of connection reinforcing bar soap-free emulsion polymeization section 5.2 than connection reinforcing bar on the connection reinforcing bar 5
The cross-sectional area of the knot reinforcing bar of section 5.1 is small by 20%, and the outside for connecting reinforcing bar soap-free emulsion polymeization section 5.2 is provided with surrounding layer 11.
In the present embodiment, the connection reinforcing bar 5 has the length of adhesive section 5.1 by the connection reinforcing bar on the vertical edge that buries in basis 1
20 times of degree not less than the connection diameter of reinforcing bar 5；The length that the vertical edge of connection reinforcing bar 5 exceeds basic 1 summit portion is connection reinforcing bar 5
6 ~ 10 times of vertical edge diameter.
In the present embodiment, encased steel plate 12 is provided with the outside of the root of undermost frame column；The height of the encased steel plate 12
Spend the long side for the horizontal section of frame column 21 ~ 3 times, the thickness of encased steel plate 12 is 10mm ~ 30mm.Undermost frame column with
Linked together in basis 1 between pre-buried connection reinforcing bar 5 by sleeve grouting, reinforcing bar soap-free emulsion polymeization section is connected in this embodiment
5.2 carry out local weakening process, and the cast of base concrete is carried out after being wrapped up with plastics or sleeve pipe.
In the present embodiment, the Vierendeel girder 3 is composite beam, includes precast concrete girder 3.1 and is cast in pre-
The main beam concrete overlapping layers 3.2 at the top of concrete girder 3.1 processed；The top surface of the precast concrete girder 3.1 connects with corresponding
The either flush of the frame column 2 connect；The thickness of the main beam concrete overlapping layers 3.2 and the top of frame column 2 of corresponding connection
The thickness of concrete articulamentum 7 is adapted；The girder pre-stressed duct 10 is elongated to be arranged on precast concrete girder 3.1, correspondingly
The opening position of post prestressed pore passage 8；
The floor 4 is laminated floor slab, includes precast hollow slab 4.1 and the cast-in-place floor at the top of precast hollow slab 4.1 mixes
It is prefabricated circular hole slab either prefabricated special-shaped orifice plate or SP plates to coagulate precast hollow slab 4.1 described in native overlapping layers 4.2；The floor mixes
Coagulate the top surface of native overlapping layers 4.2 and the either flush of main beam concrete overlapping layers 3.2, and floorslab concrete overlapping layers 4.2 and master
Beam concrete folding layer 3.2 is cast-in-place integral.
In the present embodiment, overlapping secondary beam 19 is provided between adjacent two frame girders 3；The overlapping secondary beam 19 includes pre-
Concrete secondary beam 19.1, secondary beam concrete folding layer 19.2 and secondary beam overlapping layers reinforcing bar 19.3 processed；The precast concrete
The top of beam 19.1 is concordant with the top of precast concrete girder 3.1；The secondary beam concrete folding layer 19.2 is cast in prefabricated
Between the top of concrete secondary beam 19.1, adjacent two pieces of laminated floor slabs 5, and the thickness and girder of secondary beam concrete folding layer 19.2
The thickness of concrete folding layer 3.2 is adapted；The secondary beam overlapping layers reinforcing bar 19.3 is arranged in secondary beam concrete folding layer 19.2
Top, its both ends is anchored in the main beam concrete overlapping layers 3.2 of both sides respectively.
In the present embodiment, plate face distributing bar 13 and plate additional bar 14 are additionally provided with the floor 4, wherein plate face constructs
Reinforcing bar 13 is steel mesh reinforcement, is arranged horizontally in floorslab concrete overlapping layers 4.2, at tip position；Plate additional bar 14
It is located in the hole of precast hollow slab 4.1 or is arranged between the plate of precast hollow slab 4.1 at gap, wherein is stitched between plate
The both ends of plate additional bar 14 at gap are plugged in the hole of precast hollow slab 4.1 of both sides respectively, are cast with hole
Concrete, it is this to construct the rigid wall effect that ensure that floor, while the setting of in-situ layer enhances the water resistance of floor
In the present embodiment, horizontal power consumption reinforcing bar 15 and shear reinforcement 16 are provided with the concrete articulamentum 7；The power consumption steel
Muscle 15 is located at the top of concrete articulamentum 7, and its both ends is respectively protruding into the main beam concrete overlapping layers 3.2 of both sides；It is described
Power consumption reinforcing bar 15 is made up of power consumption reinforcing bar adhesive section 15.1 and power consumption reinforcing bar soap-free emulsion polymeization section 15.2；Wherein consume energy reinforcing bar soap-free emulsion polymeization
Section 15.2 is arranged in main beam concrete overlapping layers 3.2, close to the side of concrete articulamentum 7 or is arranged on concrete articulamentum
In 7；The area of reinforcement at the position of power consumption reinforcing bar soap-free emulsion polymeization section 15.2 is less than the reinforcing bar that power consumption reinforcing bar has the position of adhesive section 15.1
Area, the length of power consumption reinforcing bar soap-free emulsion polymeization section 15.2 are 3 ~ 20 times of the power consumption diameter of reinforcing bar 15；
The shear reinforcement 16 is located at the bottom of concrete articulamentum 7, and its both ends is respectively protruding into the main beam concretes of both sides and folded
Close in layer 3.2.
In the present embodiment, power consumption reinforcing bar, which has adhesive section 15.1 to be located in frame column 2, to be located in Vierendeel girder 3,
As shown in figure 4, power consumption reinforcing bar has adhesive section 15.1 to be located in center trestle, the power consumption reinforcing bar soap-free emulsion polymeization section 15.2 at both ends is located at frame
Set a roof beam in place in 3；
As shown in figure 5, power consumption reinforcing bar has adhesive section 15.1 to be located in side framed columns, power consumption reinforcing bar soap-free emulsion polymeization section 15.2 is located at framework
In beam 3.
As shown in fig. 6, power consumption reinforcing bar has adhesive section 15.1 to be located in Vierendeel girder 3, power consumption reinforcing bar soap-free emulsion polymeization section 15.2 is located at
In center trestle.
As shown in fig. 6, power consumption reinforcing bar has adhesive section 15.1 to be located in Vierendeel girder 3, power consumption reinforcing bar soap-free emulsion polymeization section 15.2 is located at
In side framed columns.
The construction method of this Hybrid connections post-tensioned prestressing assembling concrete frame system, including step are as follows.
Step 1, prefabricated components, including production frame column 2, precast concrete girder 3.1 and prefabricated sky are produced in the factory
Core 4.1.
Step 2, the frame column 2 of floor to be onstructed is installed；When constructing bottom frame column, by bottom frame column bottom
The reinforcing steel bar connecting sleeve tube in portion corresponds to noose on the connection reinforcing bar 5 at the top of basis 1, and makees the interim axle fixed, adjust frame column 2
Line position and perpendicularity, the rear orlop frame column 2 that carries out are connected with the seam crossing grouting on basis 1 with basis 1,
During frame column 2 above bottom frame column of constructing, cover the reinforcing steel bar connecting sleeve tube 17 of upper strata framework column bottom is corresponding
It is connected on the vertical reinforcement 6 at the top of lower floor's frame column, is then in the milk in the spacing between levels frame column, forms concrete
Articulamentum 7.
Step 3, on the side of frame column 2, the support bracket 18 that the opening position installation of the bottom surface of Vierendeel girder 3 is interim, and
Temporary support is installed in the lower section of the span centre position of Vierendeel girder 3, the effect of the temporary support is to reduce set a roof beam in place 3 span centre of prefabricated frame to become
Shape, up or down layer back is generally supported at, is removed after the completion of construction.
Step 4, hoisting prefabricated concrete girder 3.1；The both ends of precast concrete girder 3.1 are made to fall within support bracket 18
On, the span centre position of precast concrete girder 3.1 is supported in the temporary support of lower section.
Step 5, the temporary support of the bottom of laminated floor slab 4, and hoisting prefabricated cored slab 4.1 are set.
Step 6, the steel wire harness sleeve that the prestressing steel wire bunch in prestressing steel wire bunch 9 has the outside of bonding section 9.1 is shelled
Go, removing prestressing steel wire bunch has the oil stain on bonding section 9.1 surface, and prestressing steel wire bunch 9 is penetrated the girder pre-stressed He of duct 10
In post prestressed pore passage 8.
Step 7：High-intensity fiber mortar is poured into the beam column seam formed after the completion of step 4 construction, it is real full of filling.
Step 8：After high-intensity fiber mortar reaches design strength, carry out prestressing steel wire bunch 9 and carry out tensioning, anchoring.
Step 9：Laying floorslab concrete overlapping layers 4.2, main beam concrete overlapping layers 3.2 and secondary main beam concrete are folded
Close the reinforcing bar in layer 6.2.
Step 10：Pour the concrete of floorslab concrete overlapping layers 4.2, the concrete of main beam concrete overlapping layers 3.2 with
And the concrete of secondary main beam concrete overlapping layers 6.2.
Step 11：Poured into the girder pre-stressed duct 10 that prestressing steel wire bunch 9 passes through and post prestressed pore passage 8 high-strength
Grouting material.
Step 12：Every layer of two ~ step 11 of repeat step, until tension prestress assembling concrete frame system has been constructed
Finish.
In the present embodiment, when the connection reinforcing bar 5 in described basic 1 is constructed, on the connection outer sheath of reinforcing bar soap-free emulsion polymeization section 5.2
Surrounding layer 11, the reinforcing bar 5 of banding fixed connection afterwards, finally carries out the cast of base concrete；The surrounding layer 11 is plastic sheath
Pipe.
The principle and feature of the present invention are described in detail above in association with accompanying drawing, the given examples are served only to explain the present invention, and
It is non-to be used to limit the scope of the present invention.
Claims (10)
1. a kind of Hybrid connections post-tensioned prestressing assembles concrete frame system, include basis（1）, frame column（2）, Vierendeel girder（3）
And floor（4）；It is characterized in that：
The basis（1）In, associated frame members post（2）Design attitude at be embedded with connection reinforcing bar（5）；The connection reinforcing bar（5）
It is L-shaped, include vertical edge and be connected to the horizontal edge of vertical edge bottom side；The connection reinforcing bar（5）Vertical edge bottom and horizontal edge bury
On basis（1）In, and connect reinforcing bar（5）Buried basis（1）In part include connection reinforcing bar have adhesive section（5.1）And even
Connect reinforcing bar soap-free emulsion polymeization section（5.2）；Wherein, reinforcing bar soap-free emulsion polymeization section is connected（5.2）Positioned at basis（1）On the downside of top surface, close to basis one
On the vertical edge at end, and connect reinforcing bar soap-free emulsion polymeization section（5.2）Length for connection reinforcing bar（5）3 ~ 20 times of diameter, connection reinforcing bar have
Adhesive section（5.1）Positioned at basis（1）On the downside of top surface, on the vertical edge of horizontal edge one end and connection reinforcing bar（5）Horizontal edge on；Institute
State connection reinforcing bar（5）Vertical edge top beyond basis（1）Top surface；
The frame column（2）Layered arrangement, and frame column（2）Bottom be embedded with reinforcing steel bar connecting sleeve tube（17）, frame column（2）
Top be reserved with vertical reinforcement（6）；The wherein reinforcing steel bar connecting sleeve tube of bottom framework column bottom（17）Corresponding noose is on basis
（1）The connection reinforcing bar at top（5）On, and connected by being in the milk；Neighbouring two layers of frame column（2）Between pass through lower floor's frame column
The vertical reinforcement at top（6）With the reinforcing steel bar connecting sleeve tube of upper strata framework column bottom（17）Socket connection, and in two layers of frame column（2）
Between leave spacing；Concrete articulamentum is cast with the spacing（7）；The frame column（2）Top, close to apical position
Place is provided with horizontal post prestressed pore passage（8）；
The Vierendeel girder（3）It is connected to frame column（2）Above, provided with post prestressed pore passage（8）Side, and Vierendeel girder（3）'s
Top surface exceeds frame column（2）Top surface and with the frame column（2）The concrete articulamentum at top（7）Either flush；In Vierendeel girder
（3）Bottom, corresponding post prestressed pore passage（8）Opening position be provided with horizontal girder pre-stressed duct（10）；The Vierendeel girder（3）
With frame column（2）Between by being through girder pre-stressed duct（10）With post prestressed pore passage（8）In prestressing steel wire bunch（9）Even
Connect；
The prestressing steel wire bunch（9）For post-tensioned prestressing steel tendon, post-tensioned prestressing steel tendon is located at Vierendeel girder（3）Span centre
There is bonding section part for prestressing steel wire bunch（9.1）, prestressing steel wire bunch（9）Positioned at Vierendeel girder（3）Answered to be pre- the part of both sides
Power steel tendon non-binding section（9.2）；Wherein prestressing steel wire bunch has bonding section（9.1）Length be 2m ~ 3m.
2. Hybrid connections post-tensioned prestressing according to claim 1 assembles concrete frame system, it is characterised in that：The connection
Reinforcing bar（5）Upper connection reinforcing bar soap-free emulsion polymeization section（5.2）Cross-sectional area than connection reinforcing bar have adhesive section（5.1）The cross-sectional area of reinforcing bar
It is small by 20%, and connect reinforcing bar soap-free emulsion polymeization section（5.2）Outside be provided with surrounding layer（11）.
3. Hybrid connections post-tensioned prestressing according to claim 2 assembles concrete frame system, it is characterised in that：It is described
Connection reinforcing bar has adhesive section（5.1）Length not less than connection reinforcing bar（5）20 times of diameter；Connect reinforcing bar（5）Vertical edge
Beyond basis（1）The length of summit portion is connection reinforcing bar（5）6 ~ 10 times of vertical edge diameter.
4. Hybrid connections post-tensioned prestressing according to claim 3 assembles concrete frame system, it is characterised in that：It is undermost
Encased steel plate is provided with the outside of the root of frame column（12）；The encased steel plate（12）Height be frame column（2）Horizontal section
1 ~ 3 times of long side, encased steel plate（12）Thickness be 10mm ~ 30mm.
5. Hybrid connections post-tensioned prestressing according to claim 4 assembles concrete frame system, it is characterised in that：It is described
Vierendeel girder（3）For composite beam, include precast concrete girder（3.1）Be cast in precast concrete girder（3.1）Top
Main beam concrete overlapping layers（3.2）；The precast concrete girder（3.1）Top surface and corresponding connection frame column（2）Top
Face is concordant；The main beam concrete overlapping layers（3.2）Thickness and corresponding connection frame column（2）The concrete articulamentum at top
（7）Thickness is adapted；The girder pre-stressed duct（10）It is elongated to be arranged on precast concrete girder（3.1）Upper, corresponding post in advance should
Power duct（8）Opening position；
The floor（4）For laminated floor slab, include precast hollow slab（4.1）With cast-in-place in precast hollow slab（4.1）Top
Floorslab concrete overlapping layers（4.2）The precast hollow slab（4.1）For prefabricated circular hole slab either prefabricated special-shaped orifice plate or SP plates；
The floorslab concrete overlapping layers（4.2）Top surface and main beam concrete overlapping layers（3.2）Either flush, and floorslab concrete
Overlapping layers（4.2）With main beam concrete overlapping layers（3.2）It is cast-in-place integral.
6. Hybrid connections post-tensioned prestressing according to claim 5 assembles concrete frame system, it is characterised in that：The floor
（4）Inside it is additionally provided with plate face distributing bar（13）With plate additional bar（14）, wherein plate face distributing bar（13）For steel mesh reinforcement, water
It is flat to be arranged in floorslab concrete overlapping layers（4.2）In, at tip position；Plate additional bar（14）It is located in precast hollow slab
（4.1）Hole in or be arranged on precast hollow slab（4.1）Plate between at gap, wherein the plate between plate at gap adds
Reinforcing bar（14）Both ends be plugged on the precast hollow slabs of both sides respectively（4.1）Hole in, concrete is cast with hole.
7. Hybrid connections post-tensioned prestressing according to claim 6 assembles concrete frame system, it is characterised in that：The coagulation
Native articulamentum（7）In be provided with horizontal power consumption reinforcing bar（15）And shear reinforcement（16）；The power consumption reinforcing bar（15）Positioned at concrete
Articulamentum（7）Top, and its both ends is respectively protruding into the main beam concrete overlapping layers of both sides（3.2）In；The power consumption reinforcing bar
（15）There is adhesive section by power consumption reinforcing bar（15.1）With power consumption reinforcing bar soap-free emulsion polymeization section（15.2）Composition；Wherein consume energy reinforcing bar soap-free emulsion polymeization section
（15.2）It is arranged on main beam concrete overlapping layers（3.2）In, close to concrete articulamentum（7）Side is arranged on concrete company
Connect layer（7）In；The power consumption reinforcing bar soap-free emulsion polymeization section（15.2）The area of reinforcement at position, which is less than power consumption reinforcing bar, adhesive section（15.1）
The area of reinforcement at position, consume energy reinforcing bar soap-free emulsion polymeization section（15.2）Length for power consumption reinforcing bar（15）3 ~ 20 times of diameter；
The shear reinforcement（16）Positioned at concrete articulamentum（7）Bottom, and its both ends is respectively protruding into the girder coagulation of both sides
Native overlapping layers（3.2）In.
8. a kind of construction method of the Hybrid connections post-tensioned prestressing assembling concrete frame system described in claim 7, its feature
It is, including step is as follows：
Step 1, prefabricated components, including production frame column are produced in the factory（2）, precast concrete girder（3.1）With prefabricated sky
Core（4.1）；
Step 2, the frame column of floor to be onstructed is installed（2）；
Step 3, in frame column（2）Side on, Vierendeel girder（3）The opening position of bottom surface installs interim support bracket（18）, and
And in Vierendeel girder（3）The lower section installation temporary support of span centre position；
Step 4, hoisting prefabricated concrete girder（3.1）；Make precast concrete girder（3.1）Both ends fall within support bracket
（18）On, precast concrete girder（3.1）Span centre position be supported on lower section temporary support on；
Step 5, laminated floor slab is set（4）The temporary support of bottom, and hoisting prefabricated cored slab（4.1）；
Step 6, by prestressing steel wire bunch（9）In prestressing steel wire bunch have bonding section（9.1）The steel wire harness sleeve stripping in outside
Go, removing prestressing steel wire bunch has bonding section（9.1）The oil stain on surface, prestressing steel wire bunch（9）Penetrate girder pre-stressed duct
（10）With post prestressed pore passage（8）It is interior；
Step 7：High-intensity fiber mortar is poured into the beam column seam formed after the completion of step 4 construction, it is real full of filling；
Step 8：After high-intensity fiber mortar reaches design strength, prestressing steel wire bunch is carried out（9）Carry out tensioning, anchoring；
Step 9：Lay floorslab concrete overlapping layers（4.2）With main beam concrete overlapping layers（3.2）Interior reinforcing bar；
Step 10：Pour floorslab concrete overlapping layers（4.2）Concrete and main beam concrete overlapping layers（3.2）Concrete；
Step 11：In prestressing steel wire bunch（9）The girder pre-stressed duct passed through（10）With post prestressed pore passage（8）Inside pour into height
Strength grouting material；
Step 12：Every layer of two ~ step 11 of repeat step, until tension prestress assembling concrete frame system construction finishes.
9. the construction method of Hybrid connections post-tensioned prestressing assembling concrete frame system according to claim 8, its feature exist
In：
In step 2, when construct the bottom frame column when, the reinforcing steel bar connecting sleeve tube of bottom framework column bottom is corresponded into noose and existed
Basis（1）The connection reinforcing bar at top（5）On, and make interim fixed, adjustment frame column（2）Axial location and perpendicularity, it is laggard
Row orlop frame column（2）With basis（1）Seam crossing grouting with basis（1）It is connected,
Frame column above construction bottom frame column（2）When, by the reinforcing steel bar connecting sleeve tube of upper strata framework column bottom（17）It is right
The vertical reinforcement that should be socketed at the top of lower floor's frame column（6）On, then it is in the milk, is formed in the spacing between levels frame column
Concrete articulamentum（7）.
10. the construction method of Hybrid connections post-tensioned prestressing assembling concrete frame system according to claim 9, its feature exist
In：The basis（1）In connection reinforcing bar（5）During construction, in connection reinforcing bar soap-free emulsion polymeization section（5.2）Surrounding layer on outer sheath
（11）, the reinforcing bar of banding fixed connection afterwards（5）, finally carry out the cast of base concrete.
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| CN201710851976.3A CN107700653B (en) | 2017-09-20 | 2017-09-20 | Mixed connection post-tensioned prestressing assembled concrete frame system and construction method thereof |
| PCT/CN2018/079971 WO2019056715A1 (en) | 2017-09-20 | 2018-03-22 | Mixed-connection post-tensioned prestressed assembly concrete frame architecture and construction method therefor |
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|---|---|---|---|
| CN201710851976.3A CN107700653B (en) | 2017-09-20 | 2017-09-20 | Mixed connection post-tensioned prestressing assembled concrete frame system and construction method thereof |
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| CN107700653B (en) | 2023-08-01 |
| WO2019056715A1 (en) | 2019-03-28 |
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