CN207348216U - A kind of Hybrid connections post-tensioned prestressing assembles concrete frame system - Google Patents
A kind of Hybrid connections post-tensioned prestressing assembles concrete frame system Download PDFInfo
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- CN207348216U CN207348216U CN201721205615.3U CN201721205615U CN207348216U CN 207348216 U CN207348216 U CN 207348216U CN 201721205615 U CN201721205615 U CN 201721205615U CN 207348216 U CN207348216 U CN 207348216U
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Abstract
A kind of Hybrid connections post-tensioned prestressing assembles concrete frame system, including basis, frame column, Vierendeel girder and floor；Connection reinforcing bar is embedded with basis at the design position of associated frame members column；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 lower part 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；Reinforcing bar soap-free emulsion polymeization section is connected to be 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 utility model solve that transporting and hoisting difficulty in existing structure system is big, Structure Robust performance is not high, wet construction amount is big and suspension column shake after the high technical problem of rehabilitation cost.
Description
Technical field
The utility model belongs to prefabricated concrete structure building field, particularly a kind of Hybrid connections post-tensioned prestressing dress
With concrete frame system.
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 on-site wet operation amount is big, and construction efficiency is not high.The U.S. and Japan are near
Several precast prestressed frame 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 column perforation 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 energy consumption steel in the top and the bottom of beam
Muscle, node construction is complicated, especially the energy consumption reinforcing bar of beam lower part, installation inconvenience.7th, in beam-column connection region in the upper of beam
Lower part is not provided with energy consumption reinforcing bar, 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, column, 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
Solidifying soil frame system.
Utility model content
The purpose of this utility model is to provide a kind of Hybrid connections post-tensioned prestressing assembling concrete frame system, solves existing knot
Transporting and hoisting difficulty present in structure system is big, Structure Robust performance is not high, wet construction amount is big, construction is complicated, is repaiied after suspension column shake
Multiple of high cost and energy consumption steel-bar arrangement is in technical problem of high cost in beam, making complexity.
To achieve the above object, the utility model adopts the following technical solution.
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 position of associated frame members column；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 lower part 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
Tie section to be 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, connecting reinforcing bar has 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, and the top of frame column is pre-
Leave vertical reinforcement；The reinforcing steel bar connecting sleeve tube of wherein bottom frame column bottom corresponds to connection reinforcing bar of the noose at the top of basis
On, 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 between neighbouring two layers of frame column
The reinforcing steel bar connecting sleeve tube plug connection of trestle bottom, and spacing is left between two layers of frame column；It is cast with the spacing mixed
Solidifying soil articulamentum；The top of the frame column, be equipped with horizontal column prestressed pore passage at apical position；
The Vierendeel girder is connected on frame column, the side equipped with column prestressed pore passage, and the top surface of Vierendeel girder exceeds
The top surface of frame column and with the concrete articulamentum either flush at the top of the frame column；In advance should in the lower part of Vierendeel girder, corresponding column
Horizontal girder pre-stressed duct is equipped with the position in power duct；By being through girder pre-stressed hole between the Vierendeel girder and frame column
Road is connected with the prestressing steel wire bunch in column prestressed pore passage；
The prestressing steel wire bunch is post-tensioned prestressing steel tendon, and post-tensioned prestressing steel tendon is located at the portion of Vierendeel girder span centre
Being divided into 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 equipped 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 equipped with encased steel plate on the outside of the root of undermost frame column；The height of the encased steel plate is frame
1 ~ 3 times of the long side of column 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 connection layer thickness at the top of the frame column of corresponding connection；
The girder pre-stressed duct is elongated to be arranged on precast concrete girder, at the position of corresponding column prestressed pore passage；
The floor is laminated floor slab, includes precast hollow slab and the cast-in-place floorslab concrete at the top of precast hollow slab
Precast hollow slab described in overlapping layers is prefabricated circular hole slab either prefabricated special-shaped orifice plate or SP plates；The floorslab concrete overlapping layers
Top surface and main beam concrete overlapping layers either flush, and floorslab concrete overlapping layers and main beam concrete overlapping layers it is cast-in-place into
It is overall.
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, is arranged horizontally in floorslab concrete overlapping layers, at tip position；Plate additional bar is threaded through 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 energy consumption reinforcing bar and shear reinforcement are equipped with the concrete articulamentum；The energy 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 energy consumption reinforcing bar by
Energy consumption reinforcing bar is made of adhesive section and energy consumption reinforcing bar soap-free emulsion polymeization section；Wherein energy consumption reinforcing bar soap-free emulsion polymeization section is arranged on main beam concrete and folds
Close in layer, close to concrete articulamentum side or being arranged in concrete articulamentum；The energy consumption reinforcing bar soap-free emulsion polymeization section position
The area of reinforcement be less than energy consumption reinforcing bar and have the area of reinforcement at adhesive section position, the length of energy consumption reinforcing bar soap-free emulsion polymeization section is energy 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 concretes of both sides and folds
Close in layer.
The beneficial effects of the utility model are.
1. the post-tensioned prestressing assembling concrete frame frame system of Hybrid connections described in the utility model is a kind of easy to fortune
Defeated lifting, robustness is good, high construction efficiency, anti-seismic performance are good and shake after the system easily repaired；By to frame column, frame
The type selecting of the prefabricated components such as beam, floor, the Optimal improvements of connecting structure, and the reasonable arrangement to working procedure, improve this
The construction speed and green construction of system are horizontal.
2. the frame column layering in the utility model 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 utility model has bonding section, in pole
When the failure of some prestressed anchor occurring in the case of end, whole presstressed reinforcing steel will not be caused to lose tension force, lose the section of crimp force
Point be only limitted to where failure anchorage across interior, so as to improve the ability of the anti-continuous collapse of structure.
4. the utility model introduces the freely-supported overlapping secondary beam of simple structure between Vierendeel girder, solve partition wall, Liang Shang
Play column the problem of floor framing is complicated when concentration of local load is larger.
5. the bottom frame column of the utility model employs local without viscous section and section weakening with the reinforcing bar that basis is connected
Processing, can improve the energy dissipation capacity of big shake underframe foot joint；Coordinate the post-tensioned prestressing steel tendon through bean column node, can
Concrete structure member is set to damage reduction in earthquake.
6. the utility model sets energy consumption reinforcing bar and energy consumer by the rational position in concrete frame joint, so as to reach
To under conditions of not increasing construction difficulty, the purpose of whole system anti-seismic performance is improved.
7. the connector in the utility model center trestle is relatively fewer, so that node construction is simplified, without in Vierendeel girder
Energy consumption reinforcing bar preformed groove with high costs and that construction is complicated is inside set, simplifies prefabrication and assembly construction concrete joint connecting structure；Energy consumption
Reinforcing bar is constructed at the same time with floor, considers the connection relation of frame column and laminated floor slab comprehensively, and switching performance is preferable.
8. the form of construction work of prefabricated sandwich hollow slab and prestressing force assembling in the utility model, facilitate site operation,
Fast, temporary support need to be only set under beam, and more traditional prefabricated assembly structural saves a large amount of supports, improves construction effect
Rate.
The 9th, additional bar is set in the utility model in the hole of cassette ceiling or between the plate of precast hollow slab at gap,
And be cast 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
Setting enhance the water resistance of floor.
Brief description of the drawings
Fig. 1 is the main member composition schematic diagram of system in the utility model.
Fig. 2 is frame column and basis, the schematic diagram of Vierendeel girder connection structure in the utility model.
Fig. 3 is the utility model center trestle and foundation connection joint structure diagram.
Fig. 4 is that energy consumption reinforcing bar has adhesive section to be located in center trestle in the utility model, and energy consumption reinforcing bar soap-free emulsion polymeization section is located at
Structure diagram in Vierendeel girder.
Fig. 5 is that energy consumption reinforcing bar has adhesive section to be located in side framed columns in the utility model, and energy consumption reinforcing bar soap-free emulsion polymeization section is located at
Structure diagram in Vierendeel girder.
Fig. 6 is that energy consumption reinforcing bar has adhesive section to be located in Vierendeel girder in the utility model, during energy consumption reinforcing bar soap-free emulsion polymeization section is located at
In frame column
Structure diagram.
Fig. 7 is that energy consumption reinforcing bar has adhesive section to be located in Vierendeel girder in the utility model, and energy consumption reinforcing bar soap-free emulsion polymeization section is located at side
Structure diagram in frame column.
Fig. 8 is the node structure schematic diagram that floor time Impact direction is connected with Vierendeel girder in the utility model.
Fig. 9 is the node structure schematic diagram that floor main stress direction is connected with Vierendeel girder in the utility model.
Figure 10 is that the utility model center is set a roof beam in place and the node structure schematic diagram that is connected of overlapping secondary beam.
Reference numeral：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-column 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-energy consumption steel
Muscle, 15.1-energy consumption reinforcing bar have adhesive section, 15.2-energy 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 position of associated frame members column 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 lower part 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 connection 5 diameter of reinforcing bar, 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；
2 layered arrangement of frame column, and the bottom of frame column 2 is embedded with reinforcing steel bar connecting sleeve tube 17, the top of frame column 2
Portion is reserved with vertical reinforcement 6；Wherein the reinforcing steel bar connecting sleeve tube 17 of bottom frame column bottom corresponds to company of the noose at the top of basis 1
Connect on reinforcing bar 5, and connected by being in the milk；Pass through the vertical reinforcement 6 at the top of lower floor's frame column between neighbouring two layers of frame column 2
With 17 plug connection of reinforcing steel bar connecting sleeve tube of upper strata frame column bottom, and spacing is left between two layers of frame column 2；The spacing
In be cast with concrete articulamentum 7；The top of the frame column 2, be equipped with horizontal column prestressed pore passage at apical position
8；Concrete articulamentum 7 is identical with 3.2 thickness of main beam concrete overlapping layers, the general position of stitching position of levels frame column 2
At the structural elevation of floor；
The Vierendeel girder 3 is connected on frame column 2, the side equipped with column prestressed pore passage 8, and the top surface of Vierendeel girder 3
Beyond frame column 2 top surface and with 7 either flush of concrete articulamentum at the top of the frame column 2；In the lower part of Vierendeel girder 3, right
Answer and horizontal girder pre-stressed duct 10 is equipped with the position of column prestressed pore passage 8；Pass through between the Vierendeel girder 3 and frame column 2
The prestressing steel wire bunch 9 being through in girder pre-stressed duct 10 and column prestressed pore passage 8 connects；Prestressing steel wire bunch 9 meets ground rare
Elastic stage should be kept under shake；This construction is so that structural system has 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 3 span centre of Vierendeel girder
There is bonding section 9.1 in part for prestressing steel wire bunch, and the part that prestressing steel wire bunch 9 is located at 3 both sides of Vierendeel girder is compressor wire
Beam non-binding section 9.2；It is 2m ~ 3m that wherein prestressing steel wire bunch, which has the length of bonding section 9.1, and it is pre- that some occurs in extreme circumstances
When stress 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 failure anchor
Where tool 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 knot 5.1 reinforcing bar of section is small by 20%, and the outside for connecting reinforcing bar soap-free emulsion polymeization section 5.2 is equipped 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 connection 5 diameter of reinforcing bar；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 equipped with the outside of the root of undermost frame column；The height of the encased steel plate 12
Spend the long side for 2 horizontal section of frame column 1 ~ 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 casing.
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
7 thickness of concrete articulamentum is adapted；The girder pre-stressed duct 10 is elongated to be arranged on precast concrete girder 3.1, is corresponding
At the position of column prestressed pore passage 8；
The floor 4 is laminated floor slab, includes precast hollow slab 4.1 and cast-in-place in the building at the top of precast hollow slab 4.1
Precast hollow slab 4.1 described in board concrete overlapping layers 4.2 is prefabricated circular hole slab either prefabricated special-shaped orifice plate or SP plates；The building
The top surface of board concrete overlapping layers 4.2 and the either flush of main beam concrete overlapping layers 3.2, and floorslab concrete overlapping layers 4.2
It is cast-in-place integral with main beam concrete overlapping layers 3.2.
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 threaded through 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 energy consumption reinforcing bar 15 and shear reinforcement 16 are equipped with the concrete articulamentum 7；The consumption
Energy reinforcing bar 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；
The energy consumption reinforcing bar 15 is made of energy consumption reinforcing bar adhesive section 15.1 and energy consumption reinforcing bar soap-free emulsion polymeization section 15.2；Wherein consume energy reinforcing bar without
Adhesive section 15.2 is arranged in main beam concrete overlapping layers 3.2, close to 7 side of concrete articulamentum or is arranged on concrete company
Connect in layer 7；The area of reinforcement at 15.2 position of energy consumption reinforcing bar soap-free emulsion polymeization section, which is less than energy consumption reinforcing bar, 15.1 position of adhesive section
The area of reinforcement, the length of energy consumption reinforcing bar soap-free emulsion polymeization section 15.2 are 3 ~ 20 times of energy consumption 15 diameter of reinforcing bar；
The shear reinforcement 16 is located at the bottom of concrete articulamentum 7, and its both ends is respectively protruding into the girder coagulation of both sides
In native overlapping layers 3.2.
In the present embodiment, energy 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, energy consumption reinforcing bar has adhesive section 15.1 to be located in center trestle, the energy 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, energy consumption reinforcing bar has adhesive section 15.1 to be located in side framed columns, energy consumption reinforcing bar soap-free emulsion polymeization section 15.2 is located at
In Vierendeel girder 3.
As shown in fig. 6, energy consumption reinforcing bar has adhesive section 15.1 to be located in Vierendeel girder 3, energy consumption reinforcing bar soap-free emulsion polymeization section 15.2 is located at
In center trestle.
As shown in fig. 6, energy consumption reinforcing bar has adhesive section 15.1 to be located in Vierendeel girder 3, energy 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, produces prefabricated components, including production frame column 2, precast concrete girder 3.1 and prefabricated sky in the factory
Core 4.1.
Step 2, installs the frame column 2 of floor to be onstructed；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 axis fixed, adjust frame column 2
Line position and verticality, the rear orlop frame column 2 that carries out are connected with the seam crossing grouting on basis 1 with basis 1,
Construct bottom frame column above frame column 2 when, the reinforcing steel bar connecting sleeve tube 17 of upper strata frame column bottom is right
It should be socketed on the vertical reinforcement 6 at the top of lower floor's frame column, then be in the milk in the spacing between levels frame column, be formed mixed
Solidifying soil articulamentum 7.
Step 3, on the side of frame column 2, installs interim support bracket 18 at the position of 3 bottom surface of Vierendeel girder, and
Temporary support is installed in the lower section of 3 span centre position of Vierendeel girder, the effect of the temporary support is to reduce set a roof beam in place 3 span centre of prefabricated frame to become
Shape, is generally supported at up or down layer back, 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, sets the temporary support of 4 bottom of laminated floor slab, and hoisting prefabricated cored slab 4.1.
Step 6, the steel wire harness sleeve that the prestressing steel wire bunch in prestressing steel wire bunch 9 has 9.1 outside of bonding section is shelled
Go, removing prestressing steel wire bunch has the oil stain on 9.1 surface of bonding section, and prestressing steel wire bunch 9 is penetrated girder pre-stressed 10 He of duct
In column 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：Floorslab concrete overlapping layers 4.2, main beam concrete overlapping layers 3.2 and secondary main beam concrete is laid with to fold
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 column 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 connection 5.2 outer sheath of reinforcing bar soap-free emulsion polymeization section
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 utility model are described in detail above in association with attached drawing, example is served only for explaining this practicality
It is new, it is not intended to limit the scope of the utility model.
Claims (7)
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 column（2）Design position 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 lower part 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 frame 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 frame column bottom（17）Plug 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 equipped with horizontal column prestressed pore passage（8）；
The Vierendeel girder（3）It is connected to frame column（2）Above, equipped with column 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）Lower part, corresponding column prestressed pore passage（8）Position at be equipped 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 column 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 in 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 equipped 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 equipped 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：The frame
Beam（3）For composite beam, include precast concrete girder（3.1）Be cast in precast concrete girder（3.1）The girder at top
Concrete folding layer（3.2）；The precast concrete girder（3.1）Top surface and corresponding connection frame column（2）Top surface put down
Together；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 column prestress hole
Road（8）Position at；
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 threaded through 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 equipped with horizontal energy consumption reinforcing bar（15）And shear reinforcement（16）；The energy 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 energy consumption reinforcing bar
（15）There is adhesive section by energy consumption reinforcing bar（15.1）With energy 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 energy consumption reinforcing bar soap-free emulsion polymeization section（15.2）The area of reinforcement at position, which is less than energy 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 energy 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.
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| CN201721205615.3U CN207348216U (en) | 2017-09-20 | 2017-09-20 | A kind of Hybrid connections post-tensioned prestressing assembles concrete frame system |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2019056715A1 (en) * | 2017-09-20 | 2019-03-28 | 中国建筑股份有限公司 | Mixed-connection post-tensioned prestressed assembly concrete frame architecture and construction method therefor |
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2017
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2019056715A1 (en) * | 2017-09-20 | 2019-03-28 | 中国建筑股份有限公司 | Mixed-connection post-tensioned prestressed assembly concrete frame architecture and construction method therefor |
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