CN107460954A - A kind of post-tensioned prestressing assembling concrete frame energy dissipation component system and construction method - Google Patents
A kind of post-tensioned prestressing assembling concrete frame energy dissipation component system and construction method Download PDFInfo
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- CN107460954A CN107460954A CN201710858479.6A CN201710858479A CN107460954A CN 107460954 A CN107460954 A CN 107460954A CN 201710858479 A CN201710858479 A CN 201710858479A CN 107460954 A CN107460954 A CN 107460954A
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- 238000010276 construction Methods 0.000 title claims abstract description 39
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 81
- 239000010959 steel Substances 0.000 claims abstract description 81
- 239000011178 precast concrete Substances 0.000 claims abstract description 67
- 230000003014 reinforcing effect Effects 0.000 claims description 79
- 230000002787 reinforcement Effects 0.000 claims description 32
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 22
- 239000011148 porous material Substances 0.000 claims description 19
- 239000000839 emulsion Substances 0.000 claims description 15
- 238000005265 energy consumption Methods 0.000 claims description 12
- 238000009434 installation Methods 0.000 claims description 9
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- 238000005345 coagulation Methods 0.000 claims description 5
- 238000004873 anchoring Methods 0.000 claims description 4
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- 239000011440 grout Substances 0.000 claims description 3
- 239000000203 mixture Substances 0.000 claims description 3
- 210000003205 muscle Anatomy 0.000 claims description 3
- 238000010008 shearing Methods 0.000 claims 1
- 210000002435 tendon Anatomy 0.000 abstract description 4
- 239000000725 suspension Substances 0.000 abstract description 3
- 238000010586 diagram Methods 0.000 description 11
- 238000000034 method Methods 0.000 description 4
- 235000010627 Phaseolus vulgaris Nutrition 0.000 description 3
- 244000046052 Phaseolus vulgaris Species 0.000 description 3
- 238000005192 partition Methods 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
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- 230000009286 beneficial effect Effects 0.000 description 1
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- 238000010438 heat treatment Methods 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/22—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material with parts being prestressed
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
- E04B2/562—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members with fillings between the load-bearing elongated members
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
- E04B5/17—Floor structures partly formed in situ
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/20—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members
- E04C3/26—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members prestressed
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/30—Columns; Pillars; Struts
- E04C3/34—Columns; Pillars; Struts of concrete other stone-like material, with or without permanent form elements, with or without internal or external reinforcement, e.g. metal coverings
Abstract
A kind of post-tensioned prestressing assembling concrete frame energy dissipation component system and construction method, wherein concrete frame energy dissipation component system include basis, frame column, overlapping girder, energy dissipation component and laminated floor slab；Frame column layered arrangement, concrete articulamentum is poured between levels adjacent frame trestle；Overlapping girder includes precast concrete girder and main beam concrete overlapping layers；Laminated floor slab includes precast hollow slab and the cast-in-place floorslab concrete overlapping layers at the top of precast hollow slab；Prestressing steel wire bunch is post-tensioned prestressing steel tendon, including prestressing steel wire bunch has bonding section and prestressing steel wire bunch non-binding section；Prestressing steel wire bunch has the span centre position that bonding section is arranged on every precast concrete girder, and its length is 2m ~ 3m.The present invention solve that existing structure system transporting and hoisting difficulty is big, Structure Robust performance is not high, wet trade amount is big, rehabilitation cost is high after suspension column shake and power consumption steel-bar arrangement in cost in beam it is high, make complicated technical problem.
Description
Technical field
The invention belongs to prefabricated concrete structure building field, particularly a kind of post-tensioned prestressing assembling concrete frame antidetonation
Dissipative member system and 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
Solidifying native framework-energy dissipation component system.
The content of the invention
It is an object of the invention to provide a kind of post-tensioned prestressing to assemble concrete frame energy dissipation component system and construction method,
On the premise of preferable anti-seismic performance is ensured, to solve that transporting and hoisting difficulty present in existing structure system is big, structure Shandong
Rod performance is not high, wet trade amount is big, construction is complicated, rehabilitation cost is high after suspension column shake and power consumption steel-bar arrangement is in cost in beam
Technical problem that is high, making complexity.
To achieve the above object, the present invention adopts the following technical scheme that.
A kind of post-tensioned prestressing assembles concrete frame energy dissipation component system, includes basis, frame column, overlaps girder,
The energy dissipation component and laminated floor slab being filled in the rectangular frame enclosed by frame column with overlapping girder；
The frame column layered arrangement, and leave spacing between levels adjacent frame trestle；It is the top of the frame column, close
Horizontal post prestressed pore passage is provided with apical position；Vertical reinforcement, wherein vertical reinforcement are reserved with the top of the frame column
Upper end beyond concrete articulamentum top and be connected with the frame column above it；Between levels adjacent frame trestle
Concrete articulamentum has been poured in spacing；
The overlapping girder includes precast concrete girder and main beam concrete overlapping layers；The precast concrete girder connection
Side on frame column, provided with post prestressed pore passage, and the either flush of the top surface of precast concrete girder and frame column；
On the precast concrete girder, the opening position of corresponding post prestressed pore passage, elongated in the axial direction it is provided with girder pre-stressed duct；
Prestress steel between the precast concrete girder and frame column by being through in girder pre-stressed duct and post prestressed pore passage
Tow connects；The main beam concrete overlapping layers is cast between the top of precast concrete girder, adjacent two pieces of laminated floor slabs,
And the thickness of the thickness of main beam concrete overlapping layers and concrete articulamentum is adapted；
The laminated floor slab includes precast hollow slab and the cast-in-place floorslab concrete overlapping layers at the top of precast hollow slab, wherein
The top surface of floorslab concrete overlapping layers and the either flush of main beam concrete overlapping layers；
There are bonding section, prestress steel in the part that the prestressing steel wire bunch is located at precast concrete beam span centre for prestressing steel wire bunch
The part that tow is located at precast concrete beam both sides is prestressing steel wire bunch non-binding section；Wherein prestressing steel wire bunch has bonding section
Length be 2m ~ 3m；
The energy dissipation component is seismic structural wall, earthquake resistant wall；The seismic structural wall, earthquake resistant wall includes shearing-type energy-consumption device and shear wall, shear wall
Bottom and overlapping girder below between either connect or do by vertical sleeve grouting between shear wall and basis
Formula connector connects.
Preferably, the frame column is arranged between basis and laminated floor slab or is arranged on neighbouring two layers of overlapping building
Between plate；The opening position being connected on the basis of described, with frame column is reserved with connection reinforcing bar；The framework column bottom connects provided with reinforcing bar
Female connector cylinder；By connecting reinforcing bar and reinforcing steel bar connecting sleeve tube socket connection between the frame column and basis, levels are adjacent two
Pass through vertical reinforcement and reinforcing steel bar connecting sleeve tube socket connection between frame column；It is provided with the outside of the root of wherein undermost frame column
Encased steel plate；The height of the encased steel plate is 1 ~ 3 times of frame column horizontal section long side, the thickness of encased steel plate for 10mm ~
30mm。
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.
Preferably, it is provided with overlapping secondary beam between adjacent two overlappings girder；The overlapping secondary beam includes concrete
Native secondary beam, secondary beam concrete folding layer and secondary beam overlapping layers reinforcing bar；The top of the precast concrete secondary beam and concrete
The top of native girder is concordant；The secondary beam concrete folding layer is cast in the top of precast concrete secondary beam, adjacent two pieces of overlappings
Between floor, and the thickness of the thickness and main beam concrete overlapping layers of secondary beam concrete folding layer is adapted；The secondary beam overlapping
Layer steel bar arrangement is anchored in the main beam concrete overlapping layers of both sides respectively at the top of secondary beam concrete folding layer, its both ends.
Preferably, the precast hollow slab in the laminated floor slab is prefabricated circular hole slab either prefabricated special-shaped orifice plate or SP
Plate；It is additionally provided with plate face distributing bar and plate additional bar in the laminated floor slab, wherein plate face distributing bar is steel mesh reinforcement, water
It is flat to be arranged in floorslab concrete overlapping layers, at tip position；Plate additional bar is located in the hole of precast hollow slab
Or be arranged between the plate of precast hollow slab at gap, and the both ends of the plate additional bar between plate at gap are cast in respectively
In the hole of the precast hollow slab of gap both sides.
Preferably, the shear wall is one of the forming；Vertical sleeve pipe, shear wall are provided with the bottom interval of shear wall
Connected between the bottom of body and overlapping girder below or between shear wall and basis by vertical sleeve grouting；It is described
Shearing-type energy-consumption device is arranged at the top of shear wall between overlapping girder bottom, by the overlapping girder above shear wall and its
Connection.
Preferably, the shear wall includes shear wall unit and lower shear wall unit；Wherein upper shear wall
Connected at the top of body unit between the overlapping girder above it using dry type connector；Lower shear wall unit is folded with below
Connected between conjunction girder or between lower shear wall unit and basis using dry type connector；The shearing-type energy-consumption device connection
Between upper shear wall unit and lower shear wall unit.
A kind of construction method of post-tensioned prestressing assembling concrete frame energy dissipation component system, including step are as follows.
Step 1, prefabricated components, including production frame column, precast concrete girder, precast hollow slab are produced in the factory
With energy dissipation component.
Step 2, the frame column of floor to be onstructed is installed.
Step 3, interim support ox is installed on the side of frame column, at corresponding precast concrete position of bottom plane of main girder
Leg, and temporary support is installed in the lower section of overlapping girder span centre position.
Step 4, lift and fix energy dissipation component temporarily.
Step 5, 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 6, hoisting prefabricated concrete secondary beam；Precast concrete secondary beam is hung to adjacent two precast concrete girders
Between, and its both ends is connected respectively with two precast concrete girders；
Step 7, the temporary support of laminated floor slab bottom, and hoisting prefabricated cored slab are set.
Step 8, 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 9：High-intensity fiber mortar is poured into the beam column seam formed after the completion of step 5 construction, it is real full of filling.
Step 10：After high-intensity fiber mortar reaches design strength, carry out prestressing steel wire bunch and carry out tensioning, anchoring.
Step 11：Lay in floorslab concrete overlapping layers, main beam concrete overlapping layers and secondary beam concrete folding layer
Reinforcing bar.
Step 12：Pour the concrete of floorslab concrete overlapping layers, the concrete of main beam concrete overlapping layers and secondary
The concrete of beam concrete folding layer.
Step 13：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 14：Every layer of two ~ step 13 of repeat step, until post-tensioned prestressing assembling concrete frame energy dissipation structure
The frame part integral installation of part system is completed.
Step 15：Energy dissipation component and precast concrete girder are connected, complete the construction of the system.
Preferably, in step 2, when the frame column of floor to be onstructed is connected with basis, by orlop framework column bottom
Reinforcing steel bar connecting sleeve tube is correspondingly enclosed on the connection reinforcing bar on basis, and makees interim fixed, adjusts the axial location of frame column and vertical
Degree, the rear orlop frame column that carries out are in the milk with basic seam crossing；
When the frame column of floor to be onstructed is connected with frame column below, that is, carry out the spelling between frame column and frame column
Connect；First the reinforcing steel bar connecting sleeve tube of the framework column bottom of top is correspondingly sleeved on the vertical reinforcement at the top of the frame column of lower section,
Then it is in the milk in the spacing between upper and lower two frame columns, forms concrete articulamentum.
Preferably, when shear wall is one of the forming, first by shear wall and overlapping girder below or basis
Between connected by vertical sleeve grouting；Again by the overlapping master above the shearing-type energy-consumption device at the top of shear wall and its
Beam is fixedly connected by dry type connector；
When shear wall is that shear wall includes upper shear wall unit and lower shear wall unit；First by lower shear wall
Connected between unit and overlapping girder below or basis using dry type connector, then shearing-type energy-consumption device is fixedly connected
In the crown center of lower shear wall unit, then will be used between the overlapping girder at the top of upper shear wall unit and above it
Dry type connector connects, and is fixedly connected between upper shear wall unit bottom and dry type connector.
The beneficial effects of the invention are as follows.
1st, post-tensioned prestressing of the present invention assembling concrete frame energy dissipation component system be one kind be readily transported lifting,
The system that robustness is good, high construction efficiency, anti-seismic performance well and after shake are easily repaired.
2nd, the present invention passes through the type selecting to prefabricated components such as frame column, prefabricated seismic structural wall, earthquake resistant wall, overlapping girder, laminated floor slabs, company
The Optimal improvements of construction, and the reasonable arrangement to working procedure are connect, the construction speed and green for improving the system are applied
Work is horizontal.
3rd, frame column of the invention layering makes, the technical difficulty of transport and lifting when greatly reducing frame column construction,
And the present invention fills energy dissipation component in the rectangular frame enclosed by frame column with overlapping girder, improves pure frame
The lateral rigidity of frame system, dual Lateral Resistant System or two defence lines are formd, assembled is expanded under current specifications system
The application of pre-stressed concrete frame structure, available for the higher public building of highly seismic region, such as school, office building, apartment, hospital
Deng.
4th, the prestressing steel wire bunch in the present invention be post-tensioned prestressing steel tendon, including prestressing steel wire bunch have bonding section with
Prestressing steel wire bunch non-binding section；The prestressing steel wire bunch has bonding section local in the span centre portion of every precast concrete girder
Set, its length is 2m ~ 3m, when the failure of some prestressed anchor occurring in extreme circumstances, will not cause whole presstressed reinforcing steel
Lose tension force, lose crimp force node be only limitted to fail where anchorage across interior, improve the ability of the anti-continuous collapse of structure.
5th, the present invention introduces the overlapping secondary beam of simple structure between girder is overlapped, and solves partition wall, plays post etc. on beam
When concentration of local load is larger the problem of floor framing complexity.
6th, by connecting reinforcing bar and reinforcing steel bar connecting sleeve tube socket connection between center trestle of the present invention and basis, wherein connecting
Reinforcing bar is provided with the viscous section of local nothing for the vertical edge in basis, and the length of reinforcement foundation non-binding section is connection bar diameter
3 ~ 20 times；The use of the post-tensioned prestressing steel tendon of bean column node is fitted through, concrete structure member is damaged in earthquake
Reduce, add the ability of structure resistance eaerthquake damage.
7th, the present invention at overlapping girder and frame column node location by reasonably setting power consumption reinforcing bar, so as to reach not
Under conditions of increasing construction difficulty, the purpose of whole system anti-seismic performance is improved.
8th, the present invention only sets power consumption reinforcing bar, and the joint phase in post in the upper beam concrete folding layer of overlapping girder
To reduce, so as to simplify overlapping girder and frame column connecting node construction, without overlapping girder in set it is with high costs and
The power consumption reinforcing bar preformed groove for complexity of constructing, simplifies prefabrication and assembly construction concrete joint connecting structure；In addition, consume energy reinforcing bar with
Beam concrete folding layer, floorslab concrete overlapping layers are constructed simultaneously, consider the annexation of frame column and laminated floor slab comprehensively,
Switching performance is preferable.
9th, the precast hollow slab in the present invention in laminated floor slab and the form of construction work of prestressing force overlapping girder assembling, make scene
It is easy for construction, quick, temporary support need to be only set in the case where overlapping girder, and more traditional prefabricated assembly structural is saved a large amount of supports, carried
Construction efficiency is risen.
Brief description of the drawings
Fig. 1 is the main member composition schematic diagram of system when antidetonation dissipative member is seismic structural wall, earthquake resistant wall in the present invention.
Fig. 2 is frame column and basis, the schematic diagram of overlapping main beam connecting structure in the present invention.
Fig. 3 is that power consumption reinforcing bar non-binding section is arranged on frame column when frame column is outer and frame column is center pillar in the present invention
With overlapping girder connecting node schematic diagram.
Fig. 4 is that power consumption reinforcing bar non-binding section is arranged on frame column when frame column is outer and frame column is side column in the present invention
With overlapping girder connecting node schematic diagram.
Fig. 5 is frame column when power consumption reinforcing bar non-binding section is arranged in frame column in the present invention and frame column is center pillar
With overlapping girder connecting node schematic diagram.
Fig. 6 is frame column when power consumption reinforcing bar non-binding section is arranged in frame column in the present invention and frame column is side column
With overlapping girder connecting node schematic diagram.
Fig. 7 is that secondary beam is overlapped in the present invention with overlapping the connecting joint structure schematic diagram of girder.
Fig. 8 is the overlapping girder and laminated floor slab node structure schematic diagram of laminated floor slab time Impact direction in the present invention.
Fig. 9 is the overlapping girder in laminated floor slab main stress direction and laminated floor slab node structure schematic diagram in the present invention.
Structural representation when Figure 10 is the shear wall that antidetonation dissipative member is one of the forming in the present invention.
Figure 11 is Figure 10 of the present invention A-A profiles.
The knot when shear wall of seismic structural wall, earthquake resistant wall is divided into shear wall unit and lower shear wall unit in Figure 12 present invention
Structure schematic diagram.
Figure 13 is Figure 12 of the present invention B-B profiles.
Figure 14 is the main member composition schematic diagram of system when antidetonation dissipative member is bracing members in the present invention.
Reference：1-basis, 1.1-connection reinforcing bar, 2-frame column, 2.1-post prestressed pore passage, 2.2-it is vertical
Reinforcing bar, 2.3-reinforcing steel bar connecting sleeve tube, 3-seismic structural wall, earthquake resistant wall, 3.1-vertical sleeve pipe, 3.2-shearing-type energy-consumption device, 3.3-shear wall
Body, 4-overlapping girder, 4.1-precast concrete girder, 4.2-main beam concrete overlapping layers, 4.3-girder pre-stressed duct,
5-laminated floor slab, 5.1-precast hollow slab, 5.2-floorslab concrete overlapping layers, 5.3-plate additional bar, 5.4-plate face structure
Make reinforcing bar, 6-overlapping secondary beam, 6.1-precast concrete secondary beam, 6.2-secondary beam concrete folding layer, 6.3-secondary beam overlapping layers
Reinforcing bar, 7-prestressing steel wire bunch, 7.1-prestressing steel wire bunch have bonding section, 7.2-prestressing steel wire bunch non-binding section, 8-
Power consumption reinforcing bar, 8.1-power consumption reinforcing bar have adhesive section, 8.2-power consumption reinforcing bar soap-free emulsion polymeization section, 9-shear reinforcement, 10-concrete to connect
Connect layer, 11-bracing members, 12-encased steel plate, 13-support bracket, 14-dry type connector, 15-node connecting plate, 16-
Reserved steel bar.
Embodiment
The principle and feature of the present invention are described in detail below in conjunction 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.
This post-tensioned prestressing assembles concrete frame energy dissipation component system, includes basis 1, frame column 2, overlaps girder
4, the energy dissipation component and laminated floor slab 5 being filled in the rectangular frame enclosed by frame column 2 with overlapping girder 4；
The layered arrangement of frame column 2, and leave spacing between levels adjacent frame trestle 2；It is the top of the frame column 2, close
Horizontal post prestressed pore passage 2.1 is provided with apical position；The top of the frame column 2 is reserved with vertical reinforcement 2.2, wherein perpendicular
It is connected to the upper end of reinforcing bar 2.2 beyond the top of concrete articulamentum 10 and with the frame column 2 above it；It is adjacent in levels
Concrete articulamentum 10 has been poured in spacing between frame column 2；
As shown in figures 2-6, the overlapping girder 4 includes precast concrete girder 4.1 and main beam concrete overlapping layers 4.2；Institute
State precast concrete girder 4.1 be connected on frame column 2, the side provided with post prestressed pore passage 2.1, and precast concrete master
The top surface of beam 4.1 and the either flush of frame column 2；On the precast concrete girder 4.1, correspond to post prestressed pore passage 2.1
Opening position, elongated in the axial direction it is provided with girder pre-stressed duct 4.3；Lead between the precast concrete girder 4.1 and frame column 2
The prestressing steel wire bunch 7 being through in girder pre-stressed duct 4.3 and post prestressed pore passage 2.1 is crossed to connect；Prestressing steel wire bunch 7 is rare
Elastic stage should be kept by meeting under earthquake, this construction causes structure to have certain automatic recovery ability after shake；The girder mixes
Native overlapping layers 4.2 is coagulated to be cast between the top of precast concrete girder 4.1, adjacent two pieces of laminated floor slabs 5, and main beam concrete
The thickness of the thickness of overlapping layers 4.2 and concrete articulamentum 10 is adapted；The general position of stitching position of levels adjacent frame trestle 2
At the structural elevation of floor.
As shown in Fig. 1,8 and Fig. 9, the laminated floor slab 5 includes precast hollow slab 5.1 and cast-in-place in precast hollow slab
The floorslab concrete overlapping layers 5.2 at 5.1 tops, the wherein top surface of floorslab concrete overlapping layers 5.2 and main beam concrete overlapping layers
4.2 either flush.
As shown in figure 1, the prestressing steel wire bunch 7 is post-tensioned prestressing steel tendon, including prestressing steel wire bunch has bonding
Section 7.1 and prestressing steel wire bunch non-binding section 7.2；The prestressing steel wire bunch has bonding section 7.1 in every precast concrete master
The span centre portion of beam 4.1 is locally set, and its length is 2m ~ 3m；, will not when the failure of some prestressed anchor occurring in extreme circumstances
Cause whole prestressing steel wire bunch 7 to lose tension force, lose crimp force node be only limitted to fail where anchorage across interior, structure
Anti- continuous collapse ability is preferable.
As shown in Fig. 2 in the present embodiment, the frame column 2 can be arranged between basis 1 and laminated floor slab 5, can also
It is arranged between neighbouring two layers of laminated floor slab 5；On described basic 1, the opening position that is connected with frame column 2 be reserved with connection steel
Muscle 1.1；The bottom of frame column 2 is provided with reinforcing steel bar connecting sleeve tube 2.3；By connecting reinforcing bar between the frame column 2 and basis 1
1.1 with the socket connection of reinforcing steel bar connecting sleeve tube 2.3, wherein connection reinforcing bar 1.1 positioned at basis 1 middle part be arranged with reinforcement foundation non-binding
Section, the length of reinforcement foundation non-binding section are 3 ~ 20 times of the connection diameter of reinforcing bar 1.1；Between adjacent two frame columns 2 of levels
Pass through vertical reinforcement 2.2 and the socket connection of reinforcing steel bar connecting sleeve tube 2.3；It is provided with the outside of the root of wherein undermost frame column 2 outer
Steel plated 12；The height of the encased steel plate 12 is 1 ~ 3 times of the horizontal section long side of frame column 2, and the thickness of encased steel plate 12 is
10mm~30mm。
In the present embodiment, the reinforcement foundation non-binding section is arranged in basis 1, basis 1 is connected with bottom frame post 2
Opening position, and reinforcement foundation non-binding section has carried out 20% area weakening process, and with carrying out basic 1 coagulation after plastic wraps
The cast of soil.
As shown in Fig. 2 horizontal power consumption reinforcing bar 8 and shear reinforcement 9 are provided with the concrete articulamentum 10；The power consumption
Reinforcing bar 8 is located at the top of concrete articulamentum 10, and its both ends is respectively protruding into the main beam concrete overlapping layers 4.2 of both sides；Institute
Power consumption reinforcing bar 8 is stated to be made up of adhesive section 8.1 and power consumption reinforcing bar soap-free emulsion polymeization section 8.2 power consumption reinforcing bar；Wherein consume energy reinforcing bar soap-free emulsion polymeization
Section 8.2 is arranged in main beam concrete overlapping layers 4.2, close to the side of concrete articulamentum 10 or is arranged on concrete articulamentum
In 10；The area of reinforcement at the position of power consumption reinforcing bar soap-free emulsion polymeization section 8.2 is less than the reinforcing bar face that power consumption reinforcing bar has the position of adhesive section 8.1
Product, the length of power consumption reinforcing bar soap-free emulsion polymeization section 8.2 are 3 ~ 20 times of the power consumption diameter of reinforcing bar 8；The shear reinforcement 9 is located at concrete company
The bottom of layer 10 is connect, and its both ends is respectively protruding into the main beam concrete overlapping layers 4.2 of both sides.
As shown in Figure 3 and Figure 4, it can be that the outer nothing of post is viscous to overlap girder 4 and the power consumption reinforcing bar 8 in the node area of frame column 2, i.e.,
The power consumption reinforcing bar soap-free emulsion polymeization section 8.2 is arranged in beam, close to beam-to-column joint interface side；
As shown in Figure 5 and Figure 6, it can also be that nothing is viscous in post to overlap girder 4 and the power consumption reinforcing bar 8 in the node area of frame column 2, that is, is consumed
Can reinforcing bar 8 be located at part in frame column 2 for the reinforcing bar soap-free emulsion polymeization section 8.2 that consumes energy, the part outside frame column 2 is cast in girder coagulation
In native overlapping layers 4.2.
, can be in the top of partition wall correspondence position, adjacent two as shown in fig. 7, when building function needs more partition wall
Overlapping secondary beam 6 is provided between overlapping girder 4；The overlapping secondary beam 6 includes precast concrete secondary beam 6.1, secondary beam concrete
Overlapping layers 6.2 and secondary beam overlapping layers reinforcing bar 6.3；The top of the precast concrete secondary beam 6.1 and precast concrete girder 4.1
Top it is concordant；The secondary beam concrete folding layer 6.2 is cast in the top of precast concrete secondary beam 6.1, adjacent two pieces of overlappings
Between floor 5, and the thickness of the thickness and main beam concrete overlapping layers 4.2 of secondary beam concrete folding layer 6.2 is adapted；Described time
Beam overlapping layers reinforcing bar 6.3 is arranged in the top of secondary beam concrete folding layer 6.2, and its both ends is anchored at the girder coagulation of both sides respectively
In native overlapping layers 4.2.
In the present embodiment, the precast hollow slab 5.1 in the laminated floor slab 5 can be that prefabricated circular hole slab can also be prefabricated
Special-shaped orifice plate can also be SP plates；Plate face distributing bar 5.4 and plate additional bar 5.3 are additionally provided with the laminated floor slab 5, wherein
Plate face distributing bar 5.4 is steel mesh reinforcement, is arranged horizontally in floorslab concrete overlapping layers 5.2, at tip position；Plate is attached
Add reinforcing bar 5.3 parallel to laminated floor slab 5 main stress direction, be located in the hole of precast hollow slab 5.1 or be arranged on pre-
Between the plate of cored slab 5.1 processed at gap, and the both ends of the plate additional bar 5.3 between plate at gap are cast in gap two respectively
In the hole of the precast hollow slab 5.1 of side, plate additional bar 5.3 is not set in the secondary Impact direction parallel to laminated floor slab 5, it is this
Construction ensure that the rigid wall effect of floor, and the setting of in-situ layer enhances the water resistance of floor, while only in master
Impact direction has saved the setting of steel bar stress.
Embodiment 1, as shown in FIG. 10 and 11, the energy dissipation component are seismic structural wall, earthquake resistant wall 3；The seismic structural wall, earthquake resistant wall 3, which includes, to be cut
Cut type energy consumer 3.2 and shear wall 3.3；The shear wall 3.3 is one of the forming, in the bottom interval of shear wall 3.3
Provided with vertical sleeve pipe 3.1, between the bottom of shear wall 3.3 and overlapping girder 4 below or shear wall 3.3 and basis
It is in the milk and is connected by vertical sleeve pipe 3.1 between 1；The shearing-type energy-consumption device 3.2 is arranged on the top of shear wall 3.3, will shear
Wall 3.3 is connected with the overlapping girder 4 above it；In other embodiments, the bottom of the shear wall 3.3 with below
It can also be connected between overlapping girder 4 or between shear wall 3.3 and basis 1 by dry type connector 14.
In the present embodiment, the dry type connector 14 is bolt connection.
In the present embodiment, as shown in Figures 12 and 13, the shear wall 3.3 can also be cut by upper shear wall unit with
Power wall element is formed, wherein using dry type connector 14 between the overlapping girder 4 above it at the top of upper shear wall unit
Connection；Using dry between lower shear wall unit and overlapping girder 4 below or between lower shear wall unit and basis 1
Formula connector 14 connects；The shearing-type energy-consumption device 3.2 is connected between shear wall unit and lower shear wall unit.
In the present embodiment, the construction method of this post-tensioned prestressing assembling concrete frame energy dissipation component system, including step
It is rapid as follows.
Step 1, prefabricated components, including production frame column 2, precast concrete girder 4.1, prefabricated sky are produced in the factory
Core 5.1, precast concrete secondary beam 6.1 and prefabricated seismic structural wall, earthquake resistant wall 3.
Step 2, the frame column 2 of floor to be onstructed is installed, when constructing orlop frame column 2, frame column 2 connects with basis 1
Connect；The reinforcing steel bar connecting sleeve tube 2.3 of the bottom of orlop frame column 2 is corresponded to and is enclosed on the connection reinforcing bar 1.1 on basis 1, and is made interim
It is fixed, the axial location and perpendicularity of frame column 2 are adjusted, rear progress orlop frame column 2 and the seam crossing on basis 1 are in the milk；When
When the frame column 2 of floor to be onstructed is connected with frame column 2 below, the splicing between frame column 2 and frame column 2 is carried out, will
The reinforcing steel bar connecting sleeve tube 2.2 of the bottom of frame column 2 of top is correspondingly sleeved on the vertical reinforcement 2.2 at the top of frame column 2 of lower section,
Then it is in the milk in the spacing between upper and lower two frame columns 2, forms concrete articulamentum 10.
Step 3, interim branch is installed on the side of frame column 2, at the corresponding basal surface position of precast concrete girder 4.1
Bracket 13 is supportted, and the lower section installation temporary support in overlapping girder 4 span centre position becomes to reduce the span centre that prefabricated frame is set a roof beam in place
Shape, the lower end of the temporary support are generally supported at up or down layer back, removed after the completion of construction.
Step 4, lift and fix seismic structural wall, earthquake resistant wall 3 temporarily；The vertical sleeve pipe 3.1 of the bottom of shear wall 3.3 is correspondingly sleeved on
On the reserved steel bar 16 in overlapping girder 4 or basic 1 below, and the overlapping master below seismic structural wall, earthquake resistant wall 3 and seismic structural wall, earthquake resistant wall 3
Concrete perfusion slurries in seam between beam 4 or basis 1.
Step 5, hoisting prefabricated concrete girder 4.1；The both ends of precast concrete girder 4.1 are made to fall within support bracket 13
On, the span centre position of precast concrete girder 4.1 is supported in the temporary support of lower section.
Step 6, hoisting prefabricated concrete secondary beam 6.1；Precast concrete secondary beam 6.1 is hung to adjacent two concretes
Between native girder 4.1, and its both ends is set to be connected respectively with two precast concrete girders 4.1.
Step 7, the temporary support of the bottom of laminated floor slab 5, and hoisting prefabricated cored slab 5.1 are set.
Step 8, the steel wire harness sleeve that the prestressing steel wire bunch in prestressing steel wire bunch 7 has the outside of bonding section 7.1 is shelled
Go, removing prestressing steel wire bunch has the oil stain on bonding section 7.1 surface, and presstressed reinforcing steel is penetrated girder pre-stressed duct 4.3 and post is pre-
In stress duct 2.1.
Step 9：High-intensity fiber mortar is poured into the beam column seam formed after the completion of step 5 construction, it is real full of filling.
Step 10：After high-intensity fiber mortar reaches design strength, carry out prestressing steel wire bunch 7 and carry out tensioning, anchoring.
Step 11：Laying floorslab concrete overlapping layers 5.2, main beam concrete overlapping layers 4.2 and secondary beam concrete are folded
Close the reinforcing bar in layer 6.2.
Step 12：Pour concrete, the concrete of main beam concrete overlapping layers 4.2 of floorslab concrete overlapping layers 5.2
And the concrete of secondary beam concrete folding layer 6.2.
Step 13：Poured into the girder pre-stressed duct 4.3 that prestressing steel wire bunch 7 passes through and post prestressed pore passage 2.1
High-strength grout.
Step 14：Every layer of two ~ step 13 of repeat step, until post-tensioned prestressing assembling concrete frame antidetonation wall system
Frame part integral installation complete.
Step 15：Seismic structural wall, earthquake resistant wall 3 and precast concrete girder 4.1 are connected, complete the construction of the system.
Certainly in other embodiments, after seismic structural wall, earthquake resistant wall 3 is prepared into positioning, tightened when using dry type connection in step 4
The bolt of dry type connector 14 between the overlapping girder 4 or basis 1 of seismic structural wall, earthquake resistant wall 3 and the lower section of seismic structural wall, earthquake resistant wall 3.
Embodiment 2, as shown in figure 14, when energy dissipation component described in the present embodiment is buckling-restrained bracing members 11；
The bracing members 11 provide lateral rigidity under frequently occurred earthquake for structure, and consumption is provided for structure under set up defences earthquake or rarely occurred earthquake
Can ability, the shapes of bracing members 11 can be it is humanoid be either V-arrangement or W shapes.
This post-tensioned prestressing assembling concrete frame energy dissipation component system, its construction procedure are as follows in this embodiment.
Step 1, prefabricated components, including production frame column 2, precast concrete girder 4.1, prefabricated sky are produced in the factory
Core 5.1, precast concrete secondary beam 6.1 and bracing members 11；The company of being embedded with the frame column 2 and precast concrete girder 4.1
Connect the node connecting plate 15 of bracing members 11.
Step 2, the frame column 2 of floor to be onstructed is installed, when constructing orlop frame column 2, frame column 2 connects with basis 1
Connect；The reinforcing steel bar connecting sleeve tube 2.3 of the bottom of orlop frame column 2 is corresponded to and is enclosed on the connection reinforcing bar 1.1 on basis 1, and is made interim
It is fixed, the axial location and perpendicularity of frame column 2 are adjusted, rear progress orlop frame column 2 and the seam crossing on basis 1 are in the milk；When
When the frame column 2 of floor to be onstructed is connected with frame column 2 below, the splicing between frame column 2 and frame column 2 is carried out, will
The reinforcing steel bar connecting sleeve tube 2.2 of the bottom of frame column 2 of top is correspondingly sleeved on the vertical reinforcement 2.2 at the top of frame column 2 of lower section,
Then it is in the milk in the spacing between upper and lower two frame columns 2, forms concrete articulamentum 10.
Step 3, interim branch is installed on the side of frame column 2, at the corresponding basal surface position of precast concrete girder 4.1
Bracket 13 is supportted, and temporary support is installed in the lower section of overlapping girder 4 span centre position, the lower end of the temporary support is generally supported at
Up or down layer back, is removed after the completion of construction.
Step 4, lift and fix bracing members 11 temporarily；Bracing members 11 are hung near installation site, and make bracing members
11 end is welded to connect with the node connecting plate 15 of corresponding side respectively；
Step 5, hoisting prefabricated concrete girder 4.1；The both ends of precast concrete girder 4.1 are made to fall within support bracket 13, in advance
The span centre position of concrete girder 4.1 processed is supported in the temporary support of lower section.
Step 6, hoisting prefabricated concrete secondary beam 6.1；Precast concrete secondary beam 6.1 is hung to adjacent two concretes
Between native girder 4.1, and its both ends is set to be connected respectively with two precast concrete girders 4.1.
Step 7, the temporary support of the bottom of laminated floor slab 5, and hoisting prefabricated cored slab 5.1 are set.
Step 8, the steel wire harness sleeve that the prestressing steel wire bunch in prestressing steel wire bunch 7 has the outside of bonding section 7.1 is shelled
Go, removing prestressing steel wire bunch has the oil stain on bonding section 7.1 surface, and presstressed reinforcing steel is penetrated girder pre-stressed duct 4.3 and post is pre-
In stress duct 2.1.
Step 9：High-intensity fiber mortar is poured into the beam column seam formed after the completion of step 5 construction, it is real full of filling.
Step 10：After high-intensity fiber mortar reaches design strength, carry out prestressing steel wire bunch 7 and carry out tensioning, anchoring.
Step 11：Laying floorslab concrete overlapping layers 5.2, main beam concrete overlapping layers 4.2 and secondary beam concrete are folded
Close the reinforcing bar in layer 6.2.
Step 12：Pour concrete, the concrete of main beam concrete overlapping layers 4.2 of floorslab concrete overlapping layers 5.2
And the concrete of secondary beam concrete folding layer 6.2.
Step 13：Poured into the girder pre-stressed duct 4.3 that prestressing steel wire bunch 7 passes through and post prestressed pore passage 2.1
High-strength grout.
Step 14：Every layer of two ~ step 13 of repeat step, until post-tensioned prestressing assembling concrete frame energy dissipation structure
The frame part integral installation of part system is completed.
Step 15, bracing members 11 and node connecting plate 15 are attached by high-strength bolt, so as to complete the antidetonation
Dissipative member is connected with precast concrete girder 4.1, and so far construction finishes.
In other embodiments, the energy dissipation component can also be steel plate shear force wall.
Claims (10)
1. a kind of post-tensioned prestressing assembles concrete frame energy dissipation component system, include basis（1）, frame column（2）, overlapping master
Beam（4）, it is filled in by frame column（2）With overlapping girder（4）Energy dissipation component in the rectangular frame enclosed and folded
Close floor（5）；It is characterized in that：
The frame column（2）Layered arrangement, and levels adjacent frame trestle（2）Between leave spacing；The frame column（2）'s
Top, it is provided with horizontal post prestressed pore passage at apical position（2.1）；The frame column（2）Top be reserved with vertically
Reinforcing bar（2.2）, wherein vertical reinforcement（2.2）Upper end exceed concrete articulamentum（10）Top and with the framework above it
Post（2）Connection；In levels adjacent frame trestle（2）Between spacing in poured concrete articulamentum（10）；
The overlapping girder（4）Include precast concrete girder（4.1）With main beam concrete overlapping layers（4.2）；It is described prefabricated
Concrete girder（4.1）It is connected to frame column（2）Above, provided with post prestressed pore passage（2.1）Side, and precast concrete master
Beam（4.1）Top surface and frame column（2）Either flush；The precast concrete girder（4.1）Upper, corresponding post prestressed pore passage
（2.1）Opening position, elongated be in the axial direction provided with girder pre-stressed duct（4.3）；The precast concrete girder（4.1）With frame
Trestle（2）Between by being through girder pre-stressed duct（4.3）With post prestressed pore passage（2.1）In prestressing steel wire bunch（7）Even
Connect；The main beam concrete overlapping layers（4.2）It is cast in precast concrete girder（4.1）Top, adjacent two pieces of laminated floor slabs
（5）Between, and main beam concrete overlapping layers（4.2）Thickness and concrete articulamentum（10）Thickness be adapted；
The laminated floor slab（5）Include precast hollow slab（5.1）With cast-in-place in precast hollow slab（5.1）The floor coagulation at top
Native overlapping layers（5.2）, wherein floorslab concrete overlapping layers（5.2）Top surface and main beam concrete overlapping layers（4.2）Top surface put down
Together；
The prestressing steel wire bunch（7）Positioned at precast concrete beam（4.1）The part of span centre is that prestressing steel wire bunch has bonding section
（7.1）, prestressing steel wire bunch（7）Positioned at precast concrete beam（4.1）The part of both sides is prestressing steel wire bunch non-binding section
（7.2）；Wherein prestressing steel wire bunch has bonding section（7.1）Length be 2m ~ 3m；
The energy dissipation component is seismic structural wall, earthquake resistant wall（3）；The seismic structural wall, earthquake resistant wall（3）Include shearing-type energy-consumption device（3.2）And shear wall
Body（3.3）, shear wall（3.3）Bottom and overlapping girder below（4）Between or shear wall（3.3）With basis
（1）Between pass through vertical sleeve pipe（3.1）Grouting connection or dry type connector（14）Connection.
A kind of 2. post-tensioned prestressing assembling concrete frame energy dissipation component system according to claim 1, it is characterised in that：
The frame column（2）It is arranged on basis（1）With laminated floor slab（5）Between or be arranged on neighbouring two layers of laminated floor slab（5）
Between；The basis（1）Upper and frame column（2）The opening position of connection is reserved with connection reinforcing bar（1.1）；The frame column（2）Bottom
Portion is provided with reinforcing steel bar connecting sleeve tube（2.3）；The frame column（2）With basis（1）Between by connecting reinforcing bar（1.1）With bar connecting
Sleeve（2.3）Socket connection, adjacent two frame columns of levels（2）Between pass through vertical reinforcement（2.2）With reinforcing steel bar connecting sleeve tube
（2.3）Socket connection；Wherein undermost frame column（2）Root on the outside of be provided with encased steel plate（12）；The encased steel plate
（12）Height be frame column（2）1 ~ 3 times of horizontal section long side, encased steel plate（12）Thickness be 10mm ~ 30mm.
A kind of 3. post-tensioned prestressing assembling concrete frame energy dissipation component system according to claim 2, it is characterised in that：
The concrete articulamentum（10）In be provided with horizontal power consumption reinforcing bar（8）And shear reinforcement（9）；The power consumption reinforcing bar（8）It is located at
Concrete articulamentum（10）Top, and its both ends is respectively protruding into the main beam concrete overlapping layers of both sides（4.2）In；The power consumption
Reinforcing bar（8）There is adhesive section by power consumption reinforcing bar（8.1）With power consumption reinforcing bar soap-free emulsion polymeization section（8.2）Composition；Wherein consume energy reinforcing bar soap-free emulsion polymeization
Section（8.2）It is arranged on main beam concrete overlapping layers（4.2）In, close to concrete articulamentum（10）Side is arranged on concrete
Articulamentum（10）In；The power consumption reinforcing bar soap-free emulsion polymeization section（8.2）The area of reinforcement at position, which is less than power consumption reinforcing bar, adhesive section（8.1）
The area of reinforcement at position, consume energy reinforcing bar soap-free emulsion polymeization section（8.2）Length for power consumption reinforcing bar（8）3 ~ 20 times of diameter；
The shear reinforcement（9）Positioned at concrete articulamentum（10）Bottom, and its both ends is respectively protruding into the girder coagulation of both sides
Native overlapping layers（4.2）In.
A kind of 4. post-tensioned prestressing assembling concrete frame energy dissipation component system according to claim 3, it is characterised in that：
Adjacent two overlappings girder（4）Between be provided with overlapping secondary beam（6）；The overlapping secondary beam（6）Include precast concrete secondary beam
（6.1）, secondary beam concrete folding layer（6.2）And secondary beam overlapping layers reinforcing bar（6.3）；The precast concrete secondary beam（6.1）'s
Top and precast concrete girder（4.1）Top it is concordant；The secondary beam concrete folding layer（6.2）It is cast in precast concrete
Secondary beam（6.1）Top, adjacent two pieces of laminated floor slabs（5）Between, and secondary beam concrete folding layer（6.2）Thickness mixed with girder
Coagulate native overlapping layers（4.2）Thickness be adapted；The secondary beam overlapping layers reinforcing bar（6.3）It is arranged in secondary beam concrete folding layer
（6.2）Top, its both ends is anchored at the main beam concrete overlapping layers of both sides respectively（4.2）In.
A kind of 5. post-tensioned prestressing assembling concrete frame energy dissipation component system according to claim 4, it is characterised in that：
The laminated floor slab（5）In precast hollow slab（5.1）For prefabricated circular hole slab either prefabricated special-shaped orifice plate or SP plates；Institute
State laminated floor slab（5）Inside it is additionally provided with plate face distributing bar（5.4）With plate additional bar（5.3）, wherein plate face distributing bar（5.4）
For steel mesh reinforcement, floorslab concrete overlapping layers is arranged horizontally in（5.2）In, at tip position；Plate additional bar（5.3）Wear
It is located at precast hollow slab（5.1）Hole in or be arranged on precast hollow slab（5.1）Plate between at gap, and stitched between plate
Plate additional bar at gap（5.3）Both ends be cast in the precast hollow slabs of gap both sides respectively（5.1）Hole in.
A kind of 6. post-tensioned prestressing assembling concrete frame energy dissipation component system according to claim 5, it is characterised in that：
The shear wall（3.3）It is one of the forming；In shear wall（3.3）Bottom interval be provided with vertical sleeve pipe（3.1）, cut
Power wall（3.3）Bottom and overlapping girder below（4）Between or shear wall（3.3）With basis（1）Between pass through
Vertical sleeve pipe（3.1）Grouting connection；The shearing-type energy-consumption device（3.2）Installed in shear wall（3.3）Top and overlapping girder
（4）Between bottom, by shear wall（3.3）With the overlapping girder above it（4）Connection.
A kind of 7. post-tensioned prestressing assembling concrete frame energy dissipation component system according to claim 5, it is characterised in that：
The shear wall（3.3）Include shear wall unit and lower shear wall unit；Wherein upper shear wall unit
Top and the overlapping girder above it（4）Between use dry type connector（14）Connection；Lower shear wall unit with below
Overlap girder（4）Between or lower shear wall unit with basis（1）Between use dry type connector（14）Connection；The shearing
Type energy consumer（3.2）It is connected between shear wall unit and lower shear wall unit.
8. a kind of construction method of the post-tensioned prestressing assembling concrete frame energy dissipation component system described in claim 5, it is special
Sign is, including step is as follows：
Step 1, prefabricated components, including production frame column are produced in the factory（2）, precast concrete girder（4.1）, prefabricated sky
Core（5.1）With energy dissipation component；
Step 2, the frame column of floor to be onstructed is installed（2）；
Step 3, in frame column（2）Side on, corresponding precast concrete girder（4.1）Interim branch is installed at basal surface position
Support bracket（13）, and in overlapping girder（4）The lower section installation temporary support of span centre position；
Step 4, lift and fix energy dissipation component temporarily；
Step 5, hoisting prefabricated concrete girder（4.1）；Make precast concrete girder（4.1）Both ends fall within support bracket
（13）On, precast concrete girder（4.1）Span centre position be supported on lower section temporary support on；
Step 6, hoisting prefabricated concrete secondary beam（6.1）；By precast concrete secondary beam（6.1）It is hung to adjacent two concretes
Native girder（4.1）Between, and make its both ends respectively with two precast concrete girders（4.1）Connection；
Step 7, laminated floor slab is set（5）The temporary support of bottom, and hoisting prefabricated cored slab（5.1）；
Step 8, by prestressing steel wire bunch（7）In prestressing steel wire bunch have bonding section（7.1）The steel wire harness sleeve stripping in outside
Go, removing prestressing steel wire bunch has bonding section（7.1）The oil stain on surface, prestressing steel wire bunch（7）Penetrate girder pre-stressed duct
（4.3）With post prestressed pore passage（2.1）It is interior；
Step 9：High-intensity fiber mortar is poured into the beam column seam formed after the completion of step 5 construction, it is real full of filling；
Step 10：After high-intensity fiber mortar reaches design strength, prestressing steel wire bunch is carried out（7）Carry out tensioning, anchoring；
Step 11：Lay floorslab concrete overlapping layers（5.2）, main beam concrete overlapping layers（4.2）And secondary beam concrete is folded
Close layer（6.2）Interior reinforcing bar；
Step 12：Pour floorslab concrete overlapping layers（5.2）Concrete, main beam concrete overlapping layers（4.2）Concrete
And secondary beam concrete folding layer（6.2）Concrete；
Step 13：In prestressing steel wire bunch（7）The girder pre-stressed duct passed through（4.3）With post prestressed pore passage（2.1）Interior filling
Enter high-strength grout；
Step 14：Every layer of two ~ step 13 of repeat step, until post-tensioned prestressing assembling concrete frame energy dissipation component body
The frame part integral installation of system is completed；
Step 15：By energy dissipation component and precast concrete girder（4.1）It is connected, completes the construction of the system.
9. the construction method of post-tensioned prestressing assembling concrete frame energy dissipation component system according to claim 8, it is special
Sign is：
In step 2, when the frame column of floor to be onstructed（2）With basis（1）During connection, by orlop frame column（2）The steel of bottom
Muscle branch sleeve（2.3）It is corresponding to be enclosed on basis（1）Connection reinforcing bar（1.1）On, and make interim fixed, adjustment frame column（2）'s
Axial location and perpendicularity, it is rear to carry out orlop frame column（2）With basis（1）Seam crossing grouting；
When the frame column of floor to be onstructed（2）With frame column below（2）During connection, that is, carry out frame column（2）With frame column
（2）Between splicing；First by the frame column of top（2）The reinforcing steel bar connecting sleeve tube of bottom（2.2）It is correspondingly sleeved on the framework of lower section
Post（2）The vertical reinforcement at top（2.2）On, then in upper and lower two frame columns（2）Between spacing in be in the milk, formed concrete
Articulamentum（10）.
10. the construction method of post-tensioned prestressing assembling concrete frame energy dissipation component system according to claim 9, it is special
Sign is：Work as shear wall（3.3）When being one of the forming, first by shear wall（3.3）With overlapping girder below（4）Or
Basis（1）Between pass through vertical sleeve pipe（3.1）Grouting connection；Shear wall will be arranged on again（3.3）The shearing-type energy-consumption at top
Device（3.2）With the overlapping girder above it（4）Pass through dry type connector（14）It is fixedly connected；
Work as shear wall（3.3）For shear wall（3.3）When including shear wall unit and lower shear wall unit；First will
Lower shear wall unit and overlapping girder below（4）Or basis（1）Between use dry type connector（14）Connection, then will
Shearing-type energy-consumption device（3.2）The crown center of lower shear wall unit is fixedly connected on, then by the top of upper shear wall unit
With the overlapping girder above it（4）Between use dry type connector（14）Connection, upper shear wall unit bottom are connected with dry type
Part（14）Between be fixedly connected.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710858479.6A CN107460954A (en) | 2017-09-21 | 2017-09-21 | A kind of post-tensioned prestressing assembling concrete frame energy dissipation component system and construction method |
| PCT/CN2018/079982 WO2019056717A1 (en) | 2017-09-21 | 2018-03-22 | Post-tensioned prestressed assembly-style system of concrete framework and shock-resistant and energy-dissipating components, and construction method |
Applications Claiming Priority (1)
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|---|---|---|---|
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| CN108867855A (en) * | 2018-08-24 | 2018-11-23 | 三筑工科技有限公司 | Vertically concrete frame structure body and book moulding body are overlapped with horizontal entirety |
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| CN112081242A (en) * | 2020-09-30 | 2020-12-15 | 东南大学 | Assembled integral beam-column joint provided with shape memory alloy reinforcement and construction method |
| CN112878535A (en) * | 2021-01-19 | 2021-06-01 | 中国十七冶集团有限公司 | Precast concrete wallboard connecting structure and construction method thereof |
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| CN114086455A (en) * | 2021-10-22 | 2022-02-25 | 中铁第四勘察设计院集团有限公司 | Overlength structure of railway passenger station |
| CN115045417A (en) * | 2022-06-13 | 2022-09-13 | 海南大学 | Assembled ductility power consumption shear wall structure |
| CN114941464A (en) * | 2022-06-15 | 2022-08-26 | 中建一局华江建设有限公司 | Wood structure workshop structure planted with modern multifunctional box and construction method thereof |
| CN115045418A (en) * | 2022-07-19 | 2022-09-13 | 西安建筑科技大学 | Embedded self-resetting energy-consumption swinging wall with RC frame structure and assembling method thereof |
| CN115535877A (en) * | 2022-09-20 | 2022-12-30 | 合肥建工集团有限公司 | Device for fixing tower crane auxiliary arm in assembly type building construction and construction method |
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