CN207538558U - Full prefabricated PC concrete frame energy dissipation component system - Google Patents

Full prefabricated PC concrete frame energy dissipation component system Download PDF

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Publication number
CN207538558U
CN207538558U CN201721214443.6U CN201721214443U CN207538558U CN 207538558 U CN207538558 U CN 207538558U CN 201721214443 U CN201721214443 U CN 201721214443U CN 207538558 U CN207538558 U CN 207538558U
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concrete
column
frame
girder
overlapping
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郭海山
李黎明
刘康
王冬雁
齐虎
田力达
耿娇
范昕
李明
李桐
谢永兰
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China State Construction Engineering Corp Ltd CSCEC
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China State Construction Engineering Corp Ltd CSCEC
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Abstract

A kind of full prefabricated PC concrete frame energy dissipation component system includes basis, frame column, overlapping girder, energy dissipation component laminated floor slab;Vertical connecting rod is embedded at the position of the arrangement of associated frame members column, lateral surface of the connecting rod along frame column, circumferentially spaced-apart arrangement in the basis;The lower part of frame column is equipped with horizontal embedded board, on embedded board, is correspondingly connected at bar position and is provided with hole;Connecting rod correspondence is threaded through in the through-hole of embedded board, and frame column is fixedly connected with basis;Suspension column energy consumer is additionally provided in connecting rod, between embedded board and basis.The utility model solves that wet construction amount present in existing fabricated construction system is big, construction is complicated, rehabilitation cost is high after suspension column shake, energy consumption steel-bar arrangement is in of high cost in beam and make the technical issues of complicated.

Description

Full prefabricated PC concrete frame energy dissipation component system
Technical field
The utility model belongs to prefabricated concrete structure building field, more particularly to a kind of full prefabricated PC concrete Frame energy dissipation component system.
Background technology
At present, it is mostly relatively assembled integral system that domestic prefabricated concrete structure building field, which is applied, is mainly included Prefabricated integral frame system, prefabricated integral frame-antidetonation component system and assembled integral antidetonation component system etc..These System is mostly using the connection mode that bean column node region is cast-in-place or seismic structural wall, earthquake resistant wall edge member area is cast-in-place, on-site wet operation amount Greatly, construction efficiency is not high.In addition, having been applied in domestic industrial premises structural system, exposed bracket is set on frame column Dry type connecting node sets embedded part and is welded to connect with bracket on prefabricated overlapping girder, but this system depositing pair due to exposed bracket Architectural effect is larger, is unfavorable for expanding wide application in civil buildings.In recent years, have developed can be in civil buildings for the U.S. and Japan The precast prestressed frame dry type connecting node and system of application, but still have the following problems have much room for improvement:1st, beam column node area Energy consumption reinforcing bar is respectively provided in the top and the bottom of beam, node construction is complicated, especially the energy consumption reinforcing bar of beam lower part, and installation is inconvenient;2nd, beam Column border node area only sets energy consumption reinforcing bar on the top of beam, but the soap-free emulsion polymeization section for the reinforcing bar that consumes energy is arranged on the outside of column, is placed in prefabricated folded In the preformed groove for closing girder.Connector of this node energy consumption reinforcing bar in column is more, of high cost;Prefabricated overlapping girder is energy consumption reinforcing bar Preformed groove causes prefabricated overlapping girder to make complicated of high cost, and site operation is complicated.While this kind of node does not consider and coagulation The connection relation of Tulou plate, this kind of node only has node experiment, and experiment shows that its switching performance is upper and lower compared in the first situation Setting energy consumption reinforcing bar node it is poor, it is pending the problem of it is more;3rd, it is not set in the top and the bottom of beam in beam-column connection region Energy consumption reinforcing bar is put, is only connected by single or two post-tensioned prestressed reinforcements, the energy-dissipating property of structure is poor, and anti-seismic performance is paid no attention to Think;4th, post-tensioning prestressing without bondn assembling concrete frame dry type system of the existing column perforation without bracket, although making in earthquake With the lower good antidetonation system that can form strong column and weak beam, but the suspension column being connected with basis easily destroys at first in earthquake, And rehabilitation cost is high;5th, precast prestressed dry type unbraced frames system is weakened compared with assembled integral due to connection stiffness, by existing Maxi-mum height of the professional etiquette model in highly seismic region is restricted.
Therefore, it is necessary to one kind to consider architecture indoor effect(Do not reveal bracket), beam, column, plate, node rapid construction connect It connects, the equipment installations such as hot-water heating electricity are pre-buried, reduce the assembly concrete of the non-physical consumption of materials such as Construction Support and scaffold etc. Frame-energy dissipation wall(Support)System.
Utility model content
The purpose of this utility model is to provide a kind of full prefabricated PC concrete frame energy dissipation component system, to solve Wet construction amount present in existing fabricated construction system is big, construction is complicated, rehabilitation cost height, energy consumption steel-bar arrangement after suspension column shake In of high cost in beam and make the technical issues of complicated.
To achieve the above object, the utility model adopts the following technical solution.
A kind of full prefabricated PC concrete frame energy dissipation component system includes basis, and frame column overlaps girder, The energy dissipation component and laminated floor slab being filled in the rectangular frame formed by frame column with overlapping girder enclosing;The frame Trestle is put together by frame pole unit;Wherein, the length of every frame pole unit is the 2 ~ 4 of the dissipative member system floor height Times, and continuously penetrated through at bean column node position;The stitching position of adjacent two frame pole units is located at the overlapping of corresponding floor At girder over top 1m ~ 1.5m;In the frame column, horizontal column prestressed pore passage is equipped at bean column node;
The overlapping girder includes precast concrete girder and main beam concrete overlapping layers;The precast concrete girder Horizontal girder pre-stressed duct is offered at the position of upper, corresponding column prestressed pore passage;The main beam concrete overlapping layers pours Between the top of precast concrete girder, adjacent two pieces of laminated floor slabs, and the thickness of main beam concrete overlapping layers and overlapping building The thickness of plate is identical;It is neutralized between the precast concrete girder and the frame column at its both ends by being threaded through girder pre-stressed duct Prestressing steel wire bunch connection in column prestressed pore passage;The prestressing steel wire bunch is located at the part of precast concrete girder span centre To there is cohesive lengths of rebar in beam, prestressing steel wire bunch is located in precast concrete girder, has the portions of cohesive lengths of rebar both sides in beam It is divided into unbonded reinforcement section in beam;The length for having cohesive lengths of rebar in its central sill is 2m ~ 3m;The laminated floor slab includes prefabricated Cored slab and the cast-in-place floorslab concrete overlapping layers at the top of precast hollow slab, the wherein top surface of floorslab concrete overlapping layers and master The either flush of beam concrete folding layer.
Preferably, the root of the frame column is equipped with encased steel plate and circumferential overhanging ribbed stiffener;Wherein, the height of encased steel plate 1 ~ 3 times for the long edge lengths of cross-section of frame column is spent, the thickness of encased steel plate is 10mm ~ 30mm;The outside of circumferential overhanging ribbed stiffener Interval is provided with U-lag mouth on edge;Vertical sleeve and suspension column energy consumption reinforcing bar are embedded in the basis;The lower end of suspension column energy consumption reinforcing bar It being plugged in the vertical sleeve on basis, the upper end of suspension column energy consumption reinforcing bar is corresponded in the U-lag mouth being inserted on circumferential overhanging ribbed stiffener, And pass through nut and fixed with circumferential overhanging ribbed stiffener.
Preferably, horizontal additional energy consumption reinforcing bar and shearing resistance are connected between the frame column and main beam concrete overlapping layers Reinforcing bar;The additional energy consumption reinforcing bar is located at main beam concrete overlapping layers top, by energy consumption steel bar column grouted part and energy consumption reinforcing bar Beam grouted part forms, and energy consumption steel bar column grouted part and energy consumption reinforcing bar beam grouted part pass through the reinforced bar mechanical connector that consumes energy It is connected on frame column side;
The shear reinforcement is located at main beam concrete overlapping layers bottom, by shear reinforcement column grouted part and shear reinforcement beam Grouted part forms, and shear reinforcement column grouted part and shear reinforcement beam grouted part are existed by shear reinforcement mechanical connecting joint Frame column side connects.
Preferably, the overlapping secondary beam of freely-supported is set between the overlapping girder;The overlapping secondary beam includes concrete Native secondary beam, secondary beam concrete folding layer and secondary beam overlapping layers reinforcing bar;The thickness and laminated floor slab of the secondary beam concrete folding layer Thickness it is identical, and with the integrated poured forming of main beam concrete overlapping layers;The secondary beam overlapping layers steel bar arrangement is mixed in secondary beam The top of solidifying soil overlapping layers, end anchorage is in main beam concrete overlapping layers.
Preferably, the precast hollow slab in the laminated floor slab is prefabricated circular hole slab either prefabricated special-shaped orifice plate or SP Plate;Plate face distributing bar and additional bar are equipped in the laminated floor slab, wherein plate face distributing bar is steel mesh reinforcement, horizontal Be arranged in floorslab concrete overlapping layers, at the top position, additional bar be threaded through in the hole of precast hollow slab or It is arranged between the plate of precast hollow slab at gap, and the both ends of the additional bar between plate at gap are cast in gap two respectively In the hole of the precast hollow slab of side.
Preferably, the energy dissipation component is energy consumption steel plate shear wall either seismic structural wall, earthquake resistant wall or buckling-restrained steel branch Support;The seismic structural wall, earthquake resistant wall includes shearing-type energy-consumption device and shear wall;The overlapping girder of the shear wall bottom and lower section or Basis is linked together by sleeve grouting;The buckling-restrained bracing members provide lateral firm under frequently occurred earthquake for structure Degree, energy dissipation capacity is provided under set up defences earthquake or rarely occurred earthquake for structure, and support arrangement form is humanoid either V-arrangement or W-shaped.
Preferably, the shear wall is one of the forming;The shearing-type energy-consumption device is mounted at the top of shear wall with folding Between closing girder bottom, shear wall is connect with the overlapping girder above it.
Preferably, the shear wall includes shear wall unit and lower shear wall unit;Wherein upper shear wall It is connected between the overlapping girder above it using high-strength bolt at the top of body unit;Lower shear wall unit and overlapping below It is connected between girder or basis using sleeve grouting;The shearing-type energy-consumption device is arranged on shear wall unit and lower shearing Between wall element.
The beneficial effects of the utility model are.
1st, described in the utility model is that a kind of high construction efficiency, anti-seismic performance be good, the system easily repaired after shake, by right The type selecting of the prefabricated components such as frame column, prefabricated seismic structural wall, earthquake resistant wall, prefabricated overlapping girder, laminated floor slab, plug-in prefabricated outer wall panel, connection structure The Optimal improvements and the reasonable arrangement to working procedure made, improve the construction speed of the system and green construction water It is flat.
2nd, the utility model passes through in the rational position setting energy consumption reinforcing bar of overlapping girder Column border node and energy consumption reinforcing steel bar machinery Jointing under conditions of reaching and not increasing construction difficulty, improves the purpose of whole system anti-seismic performance.
3rd, the bottom frame pole unit of the utility model employs replaceable suspension column energy consumer with the suspension column that basis is connected, and matches The use of post-tensioned prestressed reinforcement is closed, concrete structure member can be made to damage reduction in earthquake, suspension column energy consumer is located at suspension column It is replaced after facilitating shake in outside.
4th, the utility model eliminates the lower part energy consumption reinforcing bar of traditional beam, and the connector in frame simplifies node and applies less Work step is rapid, without setting the energy consumption reinforcing bar preformed groove of high cost and construction complexity in beam, simplifies prefabrication and assembly construction concrete joint Connecting structure;Energy consumption reinforcing bar is constructed simultaneously with laminated floor slab, it is contemplated that the connection relation of frame column and laminated floor slab, connectivity It can be preferably.
5th, the prestressing force of the precast hollow slab in the laminated floor slab of the utility model and floorslab concrete overlapping layers assembles Form of construction work makes site operation convenient, fast, and interim support need to be only set under beam, and more traditional prefabricated assembly structural is saved A large amount of supports, improve construction efficiency.
6th, the utility model introduces assembled anti-knock wall member on the basis of prefabricated PC unbraced frames system, carries The high lateral rigidity of unbraced frames systems, forms dual Lateral Resistant System or two defence lines, expands under current specifications system The application range of prefabricated PC frame structure, available for various more high-rise public buildings, as school, office building, apartment, Hospital etc..
7th, the prefabricated overlapping girder in the utility model and frame column are crimped together by perforative prestressing steel wire bunch, And setting energy consumption reinforcing bar, energy consumption reinforcing bar can be only in the cast-in-place main beam concrete overlapping layers on overlapping girder top when designing Non-binding or the outer non-binding of cylinder in cylinder;Simultaneously additional shear reinforcement, this reality are provided on prefabricated overlapping girder column composition surface With novel by prefabricated components such as frame column, prefabricated seismic structural wall, earthquake resistant wall, prefabricated overlapping girder, laminated floor slab, plug-in prefabricated outer wall panels Type selecting, connecting structure Optimal improvements, by the reasonable arrangement to working procedure, not only increase the construction of the system Speed, and construct after the completion of system anti-seismic performance it is good, easily repaired after shake.
Description of the drawings
Fig. 1 is the main composition schematic diagram of the utility model embodiment one.
Fig. 2 is the utility model frame pole unit and overlapping girder connection diagram.
Fig. 3 is the utility model central frame pole unit and overlapping girder connecting node schematic diagram.
Fig. 4 is the utility model side column frame pole unit and overlapping girder connecting node schematic diagram.
Fig. 5 is the laminated floor slab main stress direction beam slab node schematic diagram of the utility model.
Fig. 6 is the laminated floor slab time Impact direction beam slab node schematic diagram of the utility model.
Fig. 7 is the overlapping girder of the utility model and overlapping time beam connecting node schematic diagram.
Fig. 8 is the implementation illustration when shear wall of seismic structural wall, earthquake resistant wall in the utility model is one of the forming.
Fig. 9 is the A-A sections of the utility model Fig. 8.
Figure 10 is that the shear wall of seismic structural wall, earthquake resistant wall in the utility model is divided into shear wall unit and lower shear wall unit When implementation illustration.
Figure 11 is the B-B sections of the utility model Figure 10.
Figure 12 is the main composition schematic diagram of the utility model embodiment two.
Reference numeral:1-basis, 1.1-vertical sleeve, 1.2-suspension column energy consumption reinforcing bar, 2-frame column, 2.1-column are pre- Stress duct, 2.2-encased steel plate, 2.3-reinforcing steel bar connecting sleeve tube, 2.4-circumferential overhanging ribbed stiffener, 3-seismic structural wall, earthquake resistant wall, 3.1- Shear wall, 3.2-shearing-type energy-consumption device, 4-overlapping girder, 4.1-precast concrete girder, 4.2-main beam concrete are folded Close layer, 4.3-girder pre-stressed duct, 5-laminated floor slab, 5.1-precast hollow slab, 5.2-floorslab concrete overlapping layers, 5.3-additional bar, 5.4-plate face distributing bar, 6-overlapping secondary beam, 6.1-precast concrete secondary beam, 6.2-secondary beam coagulation Consume energy steel bar column for native overlapping layers, 6.3-secondary beam overlapping layers reinforcing bar, 7-prestressing steel wire bunch, 8-additional energy consumption reinforcing bar, 8.1- Grouted part, 8.2-energy consumption reinforcing bar beam grouted part, 8.3-energy consumption reinforced bar mechanical connector, 9-shear reinforcement, 9.1- Shear reinforcement column grouted part, 9.2-shear reinforcement beam grouted part, 9.3-shear reinforcement mechanical connecting joint, 10-spiral shell Mother, 11-bracing members, 12-node connecting plate, 13-support bracket.
Specific embodiment
The principle and feature of the utility model are described in detail below in conjunction with attached drawing, example is served only for explaining this practicality It is novel, it is not intended to limit the scope of the utility model.
The present embodiment one describes a kind of full prefabricated PC concrete frame antidetonation wall system, as shown in Figure 1, this full dress Include basis 1 with formula prestressed concrete frame energy dissipation component system, frame column 2 overlaps girder 4, is filled in by frame column 2 The seismic structural wall, earthquake resistant wall 3 and laminated floor slab 5 in the rectangular frame formed are enclosed with overlapping girder 4;
As shown in Fig. 2, the frame column 2 is put together by frame pole unit;Wherein, the length of every frame pole unit is 2 ~ 4 times of the dissipative member system floor height, and continuously penetrated through at bean column node position;The splicing of adjacent two frame pole units Position is located at 4 over top 1m ~ 1.5m of overlapping girder of corresponding floor;It is equipped in the frame column 2, at bean column node Horizontal column prestressed pore passage 2.1;The frame pole unit is prefabrication, and prefabricated height is true according to producing and lifting condition It is fixed;Pass through one group of splicing of reinforcing steel bar connecting sleeve tube 2.3 in the frame column 2 between the adjacent two frame pole unit of upper and lower layer to connect It connects;The reinforcing steel bar connecting sleeve tube 2.3 is embedded in the bottom of upper strata frame pole unit;Exceed at the top of the main reinforcement of lower floor's frame pole unit The top of lower floor's frame pole unit, and beyond the corresponding reinforcing steel bar connecting sleeve tube 2.3 for being plugged on upper strata frame column unit bottom in part In;Concrete articulamentum is additionally provided in seam between the adjacent two frame pole unit of upper and lower layer;The root of the frame column 2 Portion is equipped with encased steel plate 2.2 and circumferential overhanging ribbed stiffener 2.4;Wherein, the height of encased steel plate 2.2 is 2 section long side of frame column 1 ~ 3 times of length, the thickness of encased steel plate 2.2 is 10mm ~ 30mm;Interval is provided with U on the outer edge of circumferential overhanging ribbed stiffener 2.4 Shape notch;Vertical sleeve 1.1 and suspension column energy consumption reinforcing bar 1.2 are embedded in described basic 1;It inserts the lower end of suspension column energy consumption reinforcing bar 1.2 It is connected in the vertical sleeve 1.1 on basis 1, the upper end of suspension column energy consumption reinforcing bar 1.2 corresponds to the U being inserted on circumferential overhanging ribbed stiffener 2.4 In shape notch, and pass through nut 10 and fixed with circumferential overhanging ribbed stiffener 2.4, such a configuration reduces the installations of construction site node Quantity improves the installation effectiveness of prefabricated components.
As shown in Fig. 2-Fig. 3, the overlapping girder 4 includes precast concrete girder 4.1 and main beam concrete overlapping layers 4.2;Horizontal girder pre-stressed hole is offered on the precast concrete girder 4.1, at the position of corresponding column prestressed pore passage 2.1 Road 4.3;The main beam concrete overlapping layers 4.2 is cast in the top of precast concrete girder 4.1, adjacent two pieces of laminated floor slabs 5 Between, and the thickness of main beam concrete overlapping layers 4.2 is identical with the thickness of laminated floor slab 5;The precast concrete girder 4.1 with Compressor wire between the frame column 2 at its both ends by being threaded through in girder pre-stressed duct 4.3 and in column prestressed pore passage 2.1 Beam 7 connects, and prestressing steel wire bunch 7 should keep elastic stage under rarely occurred earthquake, and the setting of this prestressing steel wire bunch 7 to tie Structure has certain automatic recovery ability after shake;The prestressing steel wire bunch 7 is located at the part of 4.1 span centre of precast concrete girder To there is cohesive lengths of rebar in beam, prestressing steel wire bunch 7 is located in precast concrete girder 4.1, has cohesive lengths of rebar both sides in beam Part be unbonded reinforcement section in beam;The length for having cohesive lengths of rebar in its central sill is 2m ~ 3m.
As Figure 3-Figure 4, horizontal additional consumption is connected between the frame column 2 and main beam concrete overlapping layers 4.2 It can reinforcing bar 8 and shear reinforcement 9;The additional energy consumption reinforcing bar 8 is located at 4.2 top of main beam concrete overlapping layers, by energy consumption steel bar column Grouted part 8.1 and energy consumption reinforcing bar beam grouted part 8.2 form, anchor in energy consumption steel bar column grouted part 8.1 and energy consumption reinforcing bar beam Gu section 8.2 is connected by the reinforced bar mechanical connector 8.3 that consumes energy on 2 side of frame column;The shear reinforcement 9 is located at main beam concrete 4.2 bottom of overlapping layers is made of shear reinforcement column grouted part 9.1 and shear reinforcement beam grouted part 9.2, in shear reinforcement column Anchoring section 9.1 is connected with shear reinforcement beam grouted part 9.2 by shear reinforcement mechanical connecting joint 9.3 on 2 side of frame column.
In the present embodiment, the energy consumption reinforcing bar beam grouted part 8.2 can be divided into soap-free emulsion polymeization section and have bonding section, the nothing again Adhesive section is located at the side of close frame column 2 and overlapping 4 joint face of girder, described to have bonding section to be located remotely from frame column 2 with folding Close the side of 4 joint face of girder;8.2 reinforcing bar of soap-free emulsion polymeization section is weakened by local steel area in the energy consumption reinforcing bar beam realizes consumption Energy.
As shown in fig. 7, in the larger region of the loads such as partition wall, the overlapping of freely-supported is set between the overlapping girder 4 Secondary beam 6;The overlapping secondary beam 6 includes precast concrete secondary beam 6.1, secondary beam concrete folding layer 6.2 and secondary beam overlapping layers steel Muscle 6.3;The thickness of the secondary beam concrete folding layer 6.2 is identical with the thickness of laminated floor slab 5, and is overlapped with main beam concrete 4.2 integrated poured forming of layer;The secondary beam overlapping layers reinforcing bar 6.3 is arranged in the top of secondary beam concrete folding layer 6.2, end It is anchored in main beam concrete overlapping layers 4.2.
As shown in Figure 5 and Figure 6, the laminated floor slab 5 includes precast hollow slab 5.1 and cast-in-place in precast hollow slab 5.1 The floorslab concrete overlapping layers 5.2 at top, the wherein top surface of floorslab concrete overlapping layers 5.2 and main beam concrete overlapping layers 4.2 Either flush;Precast hollow slab 5.1 in the laminated floor slab 5 is prefabricated circular hole slab either prefabricated special-shaped orifice plate or SP Plate;Plate face distributing bar 5.4 and additional bar 5.3 are equipped in the laminated floor slab 5, wherein plate face distributing bar 5.4 is net Shape reinforcing bar is arranged horizontally in floorslab concrete overlapping layers 5.2, and at top position, additional bar 5.3 is threaded through prefabricated sky In the hole of core 5.1 or it is arranged between the plate of precast hollow slab 5.1 at gap, and the additional bar between plate at gap 5.3 both ends are cast in respectively in the hole of precast hollow slab 5.1 of gap both sides;This laminated floor slab 5 and overlapping girder 4 Construction ensure that the rigid wall effect of floor, while the setting of in-situ layer enhances the water resistance of floor.
As shown in Fig. 8 ~ Fig. 9, the seismic structural wall, earthquake resistant wall 3 is arranged within beam column span and is segmented by floor;The seismic structural wall, earthquake resistant wall 3 wraps Shearing-type energy-consumption device 3.2 and shear wall 3.1 are included;The shear wall 3.1 is one of the forming, 3.1 bottom of shear wall with The overlapping girder 4 of lower section or basis 1 are linked together by sleeve grouting;Below shear wall 3.1 and shear wall 3.1 Concrete articulamentum is additionally provided in seam between overlapping girder 4 or basis 1;The shearing-type energy-consumption device 3.2 is mounted on and cuts Between 3.1 top of power wall and 4 bottom of overlapping girder, shear wall 3.1 is connect with the overlapping girder 4 above it.
As shown in Figure 10 ~ Figure 11, certainly in other the present embodiment, the shear wall 3.1 includes shear wall Unit and lower shear wall unit;At the top of wherein upper shear wall unit with the overlapping girder 4 above upper shear wall unit it Between using high-strength bolt connect;Between overlapping girder 4 or basis 1 below lower shear wall unit and lower shear wall unit It is in the milk and connected using sleeve;The shearing-type energy-consumption device 3.2 is arranged between shear wall unit and lower shear wall unit.
Certainly in other embodiments, seismic structural wall, earthquake resistant wall 3 or the steel plate shear force wall with energy dissipation capacity.
The construction method of this full prefabricated PC concrete frame antidetonation wall system is as follows including step.
Step 1:Prefabricated components are produced in the factory, including production frame pole unit, seismic structural wall, earthquake resistant wall 3, precast concrete girder 4.1st, precast hollow slab 5.1 and precast concrete secondary beam 6.1.
Step 2:Installing frame trestle 2;The frame column 2 is formed by frame column unit spliced;It is in installation frame pole unit It during bottom pole unit, on frame column unit lifting to be installed to basis 1 and will be fixed temporarily, the axial location of adjustment column and vertical Straight degree blocks frame column unit bottom seam surrounding to be installed with high-strength mortar, then carries out frame column unit bottom to be installed Seam crossing is in the milk, and treats that joint grouting finishes installation suspension column energy consumption reinforcing bar 1.2, and screws on nut 10;It is in installation frame pole unit During index bed pole unit, frame pole unit to be installed is corresponded to the top for being mounted on installation frame pole unit, and is made interim solid It is fixed, the axial location and verticality of frame pole unit to be installed are adjusted, frame column unit bottom to be installed is blocked with high-strength mortar Seam surrounding finally carries out frame column unit bottom seam crossing grouting to be installed.
Step 3:Temporary support under installation support bracket 13 and beam;On frame column 2, corresponding precast concrete girder 4.1 The position installation support bracket 13 of bottom, and it is equal in the span centre position of overlapping 4 design position of girder and overlapping 6 design position of secondary beam Temporary support is installed.
Step 4:It lifts and is fixed temporarily seismic structural wall, earthquake resistant wall 3;Seismic structural wall, earthquake resistant wall 3 is transported between adjacent frame column 2, by seismic structural wall, earthquake resistant wall 3 1 be correspondingly connected with overlapping girder 4 below or basis, and overlapping girder 4 below seismic structural wall, earthquake resistant wall 3 and seismic structural wall, earthquake resistant wall 3 or Concrete perfusion slurries in seam between person basis 1.
Step 5:Hoisting prefabricated concrete girder 4.1 makes it fall within temporary support bracket 13 and the overlapping design of girder 4 position In the temporary support for putting lower section, while hoisting prefabricated concrete secondary beam 6.1, and it is made to fall within below overlapping 6 design position of secondary beam Temporary support on.
Step 6:The temporary support at 5 bottom of laminated floor slab, hoisting prefabricated cored slab 5.1 are set.
Step 7:There to be the casing wrapped outside cohesive lengths of rebar to peel off in beam on prestressing steel wire bunch 7, remove prestressing force The oil stain on 7 surface of steel tendon, by prestressing steel wire bunch 7 be threaded through in girder pre-stressed duct 4.3 and column prestressed pore passage 2.1 in.
Step 8:High-intensity fiber mortar is poured into the beam column seam formed after step 5 is constructed, it is real full of filling.
Step 9:After high-intensity fiber mortar reaches desired strength, carry out the tensioning of prestressing steel wire bunch 7 and anchor.
Step 10:It is laid with floorslab concrete overlapping layers 5.2, main beam concrete overlapping layers 4.2 and secondary beam concrete folding layer Reinforcing bar in 6.2.
Step 11:The concrete of one-piece casting floorslab concrete overlapping layers 5.2, main beam concrete overlapping layers 4.2 and secondary The concrete of beam concrete folding layer 6.2.
Step 12:It the column prestressed pore passage 2.1 passed through in prestressing steel wire bunch 7 and is poured into girder pre-stressed duct 4.3 High-strength grout.
Step 13:Every layer of repetition step 2 ~ step 12, until the full prefabricated PC concrete frame antidetonation wall system Frame part integral installation finishes.
Step 14:Seismic structural wall, earthquake resistant wall 3 is connect fixation with precast concrete girder 4.1, completes the construction of the system.
Embodiment 2
A kind of buckling-restrained bracing members system of full prefabricated PC concrete frame is described in the present embodiment, it is this complete Prefabricated PC concrete frame energy dissipation component system includes basis 1, and frame column 2 overlaps girder 4, is filled in by frame Column 2 encloses bracing members 11 and laminated floor slab 5 in the rectangular frame formed with overlapping girder 4;
As shown in Fig. 2, the frame column 2 is put together by frame pole unit;Wherein, the length of every frame pole unit is 2 ~ 4 times of the dissipative member system floor height, and continuously penetrated through at bean column node position;The splicing of adjacent two frame pole units Position is located at 4 over top 1m ~ 1.5m of overlapping girder of corresponding floor;It is equipped in the frame column 2, at bean column node Horizontal column prestressed pore passage 2.1;The frame pole unit is prefabrication, and prefabricated height is true according to producing and lifting condition It is fixed;Pass through one group of splicing of reinforcing steel bar connecting sleeve tube 2.3 in the frame column 2 between the adjacent two frame pole unit of upper and lower layer to connect It connects;The reinforcing steel bar connecting sleeve tube 2.3 is embedded in the bottom of upper strata frame pole unit;Exceed at the top of the main reinforcement of lower floor's frame pole unit The top of lower floor's frame pole unit, and beyond the corresponding reinforcing steel bar connecting sleeve tube 2.3 for being plugged on upper strata frame column unit bottom in part In;Concrete articulamentum is additionally provided in seam between the adjacent two frame pole unit of upper and lower layer;The root of the frame column 2 Portion is equipped with encased steel plate 2.2 and circumferential overhanging ribbed stiffener 2.4;Wherein, the height of encased steel plate 2.2 is 2 section long side of frame column 1 ~ 3 times of length, the thickness of encased steel plate 2.2 is 10mm ~ 30mm;Interval is provided with U on the outer edge of circumferential overhanging ribbed stiffener 2.4 Shape notch;Vertical sleeve 1.1 and suspension column energy consumption reinforcing bar 1.2 are embedded in described basic 1;It inserts the lower end of suspension column energy consumption reinforcing bar 1.2 It is connected in the vertical sleeve 1.1 on basis 1, the upper end of suspension column energy consumption reinforcing bar 1.2 corresponds to the U being inserted on circumferential overhanging ribbed stiffener 2.4 In shape notch, and pass through nut 10 and fixed with circumferential overhanging ribbed stiffener 2.4, such a configuration reduces the installations of construction site node Quantity improves the installation effectiveness of prefabricated components.
As shown in Fig. 2-Fig. 3, the overlapping girder 4 includes precast concrete girder 4.1 and main beam concrete overlapping layers 4.2;Horizontal girder pre-stressed hole is offered on the precast concrete girder 4.1, at the position of corresponding column prestressed pore passage 2.1 Road 4.3;The main beam concrete overlapping layers 4.2 is cast in the top of precast concrete girder 4.1, adjacent two pieces of laminated floor slabs 5 Between, and the thickness of main beam concrete overlapping layers 4.2 is identical with the thickness of laminated floor slab 5;The precast concrete girder 4.1 with Compressor wire between the frame column 2 at its both ends by being threaded through in girder pre-stressed duct 4.3 and in column prestressed pore passage 2.1 Beam 7 connects, and prestressing steel wire bunch 7 should keep elastic stage under rarely occurred earthquake, and the setting of this prestressing steel wire bunch 7 to tie Structure has certain automatic recovery ability after shake;The prestressing steel wire bunch 7 is located at the part of 4.1 span centre of precast concrete girder To there is cohesive lengths of rebar in beam, prestressing steel wire bunch 7 is located in precast concrete girder 4.1, has cohesive lengths of rebar both sides in beam Part be unbonded reinforcement section in beam;The length for having cohesive lengths of rebar in its central sill is 2m ~ 3m.
In the present embodiment, connection bracing members 11 are embedded on the frame pole unit and precast concrete girder 4.1 Node connecting plate 12.
As Figure 3-Figure 4, horizontal additional consumption is connected between the frame column 2 and main beam concrete overlapping layers 4.2 It can reinforcing bar 8 and shear reinforcement 9;The additional energy consumption reinforcing bar 8 is located at 4.2 top of main beam concrete overlapping layers, by energy consumption steel bar column Grouted part 8.1 and energy consumption reinforcing bar beam grouted part 8.2 form, anchor in energy consumption steel bar column grouted part 8.1 and energy consumption reinforcing bar beam Gu section 8.2 is connected by the reinforced bar mechanical connector 8.3 that consumes energy on 2 side of frame column;The shear reinforcement 9 is located at main beam concrete 4.2 bottom of overlapping layers is made of shear reinforcement column grouted part 9.1 and shear reinforcement beam grouted part 9.2, in shear reinforcement column Anchoring section 9.1 is connected with shear reinforcement beam grouted part 9.2 by shear reinforcement mechanical connecting joint 9.3 on 2 side of frame column.
In the present embodiment, the energy consumption reinforcing bar beam grouted part 8.2 can be divided into soap-free emulsion polymeization section and have bonding section, the nothing again Adhesive section is located at the side of close frame column 2 and overlapping 4 joint face of girder, described to have bonding section to be located remotely from frame column 2 with folding Close the side of 4 joint face of girder;8.2 reinforcing bar of soap-free emulsion polymeization section is weakened by local steel area in the energy consumption reinforcing bar beam realizes consumption Energy.
As shown in fig. 7, in the larger region of the loads such as partition wall, the overlapping of freely-supported is set between the overlapping girder 4 Secondary beam 6;The overlapping secondary beam 6 includes precast concrete secondary beam 6.1, secondary beam concrete folding layer 6.2 and secondary beam overlapping layers steel Muscle 6.3;The thickness of the secondary beam concrete folding layer 6.2 is identical with the thickness of laminated floor slab 5, and is overlapped with main beam concrete 4.2 integrated poured forming of layer;The secondary beam overlapping layers reinforcing bar 6.3 is arranged in the top of secondary beam concrete folding layer 6.2, end It is anchored in main beam concrete overlapping layers 4.2.
As shown in Figure 5 and Figure 6, the laminated floor slab 5 includes precast hollow slab 5.1 and cast-in-place in precast hollow slab 5.1 The floorslab concrete overlapping layers 5.2 at top, the wherein top surface of floorslab concrete overlapping layers 5.2 and main beam concrete overlapping layers 4.2 Either flush;Precast hollow slab 5.1 in the laminated floor slab 5 is prefabricated circular hole slab either prefabricated special-shaped orifice plate or SP Plate;Plate face distributing bar 5.4 and additional bar 5.3 are equipped in the laminated floor slab 5, wherein plate face distributing bar 5.4 is net Shape reinforcing bar is arranged horizontally in floorslab concrete overlapping layers 5.2, and at top position, additional bar 5.3 is threaded through prefabricated sky In the hole of core 5.1 or it is arranged between the plate of precast hollow slab 5.1 at gap, and the additional bar between plate at gap 5.3 both ends are cast in respectively in the hole of precast hollow slab 5.1 of gap both sides;This laminated floor slab 5 and overlapping girder 4 Construction ensure that the rigid wall effect of floor, while the setting of in-situ layer enhances the water resistance of floor.
As shown in figure 12, in the present embodiment, the bracing members 11 are buckling-restrained bracing members, and buckling-restrained bracing members are more It meets and provides lateral rigidity for structure under earthquake, energy dissipation capacity is provided for structure under set up defences earthquake or rarely occurred earthquake;The steel branch The arrangement form of support 11 is splayed, is connected in the rectangular frame enclosed by frame column 2 with overlapping girder 4;The steel It is connected between support 11 and rectangular frame by node connecting plate 12.
The construction method of the buckling-restrained bracing members system of this full prefabricated PC concrete frame is as follows including step.
Step 1:Prefabricated components are produced in the factory, including production frame pole unit, bracing members 11, precast concrete master Beam 4.1, precast hollow slab 5.1 and precast concrete secondary beam 6.1;And it is buried on frame pole unit and precast concrete girder 4.1 Node connecting plate 12 equipped with connection bracing members 11.
Step 2:Installing frame trestle 2;The frame column 2 is formed by frame column unit spliced;It is in installation frame pole unit It during bottom pole unit, on frame column unit lifting to be installed to basis 1 and will be fixed temporarily, the axial location of adjustment column and vertical Straight degree blocks frame column unit bottom seam surrounding to be installed with high-strength mortar, then carries out frame column unit bottom to be installed Seam crossing is in the milk, and treats that joint grouting finishes installation suspension column energy consumption reinforcing bar 1.2, and screws on nut 10;It is in installation frame pole unit During index bed pole unit, frame pole unit to be installed is corresponded to the top for being mounted on installation frame pole unit, and is made interim solid It is fixed, the axial location and verticality of frame pole unit to be installed are adjusted, frame column unit bottom to be installed is blocked with high-strength mortar Seam surrounding finally carries out frame column unit bottom seam crossing grouting to be installed.
Step 3:Temporary support under installation support bracket 13 and beam;On frame column 2, corresponding precast concrete girder 4.1 The position installation support bracket 13 of bottom, and it is equal in the span centre position of overlapping 4 design position of girder and overlapping 6 design position of secondary beam Temporary support is installed.
Step 4:Bracing members 11 are hung near installation site, by being embedded in for the end of bracing members 11 and corresponding side Node connecting plate 12 on frame pole unit or precast concrete girder 4.1 welds.
Step 5:Hoisting prefabricated concrete girder 4.1 makes it fall within temporary support bracket 13 and the overlapping design of girder 4 position In the temporary support for putting lower section, while hoisting prefabricated concrete secondary beam 6.1, and it is made to fall within below overlapping 6 design position of secondary beam Temporary support on.
Step 6:The temporary support at 5 bottom of laminated floor slab, hoisting prefabricated cored slab 5.1 are set.
Step 7:There to be the casing wrapped outside cohesive lengths of rebar to peel off in beam on prestressing steel wire bunch 7, remove prestressing force The oil stain on 7 surface of steel tendon, by prestressing steel wire bunch 7 be threaded through in girder pre-stressed duct 4.3 and column prestressed pore passage 2.1 in.
Step 8:High-intensity fiber mortar is poured into the beam column seam formed after step 5 is constructed, it is real full of filling.
Step 9:After high-intensity fiber mortar reaches desired strength, carry out the tensioning of prestressing steel wire bunch 7 and anchor.
Step 10:It is laid with floorslab concrete overlapping layers 5.2, main beam concrete overlapping layers 4.2 and secondary beam concrete folding layer Reinforcing bar in 6.2.
Step 11:The concrete of one-piece casting floorslab concrete overlapping layers 5.2, main beam concrete overlapping layers 4.2 and secondary The concrete of beam concrete folding layer 6.2.
Step 12:It the column prestressed pore passage 2.1 passed through in prestressing steel wire bunch 7 and is poured into girder pre-stressed duct 4.3 High-strength grout.
Step 13:Every layer of repetition step 2 ~ step 12, until the full prefabricated PC concrete frame is buckling-restrained The part integral installation of bracing members System Framework finishes.
Step 14:Bracing members 11 and node connecting plate 12 are fixedly connected by high-strength bolt, so as to complete this Bracing members 11 connect the fixed construction for completing the system with precast concrete girder 4.1 or frame pole unit.

Claims (8)

1. a kind of full prefabricated PC concrete frame energy dissipation component system, includes basis(1), frame column(2), overlapping master Beam(4), it is filled in by frame column(2)With overlapping girder(4)It encloses the energy dissipation component in the rectangular frame formed and folds Close floor(5);It is characterized in that:
The frame column(2)It is put together by frame pole unit;Wherein, the length of every frame pole unit is the dissipative member body It is 2 ~ 4 times of floor height, and is continuously penetrated through at bean column node position;The stitching position of adjacent two frame pole units, which is located at, to be corresponded to The overlapping girder of floor(4)At over top 1m ~ 1.5m;The frame column(2)In, at bean column node be equipped with horizontal column Prestressed pore passage(2.1);
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)Upper, corresponding column prestressed pore passage(2.1)Position at offer horizontal girder pre-stressed duct(4.3); 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 laminated floor slab(5)Thickness it is identical;The precast concrete girder (4.1)With the frame column at its both ends(2)Between by being threaded through girder pre-stressed duct(4.3)Neutralize column prestressed pore passage(2.1) In prestressing steel wire bunch(7)Connection;The prestressing steel wire bunch(7)Positioned at precast concrete girder(4.1)The part of span centre To have cohesive lengths of rebar, prestressing steel wire bunch in beam(7)Positioned at precast concrete girder(4.1)In, have cohesive lengths of rebar in beam The part of both sides is unbonded reinforcement section in beam;The length for having cohesive lengths of rebar in its central sill is 2m ~ 3m;The laminated floor slab (5)Include precast hollow slab(5.1)With cast-in-place in precast hollow slab(5.1)The floorslab concrete overlapping layers at top(5.2), Middle floorslab concrete overlapping layers(5.2)Top surface and main beam concrete overlapping layers(4.2)Either flush.
2. full prefabricated PC concrete frame energy dissipation component system according to claim 1, it is characterised in that:It is described Frame column(2)Root be equipped with encased steel plate(2.2)With circumferential overhanging ribbed stiffener(2.4);Wherein, encased steel plate(2.2)Height It spends for frame column(2)1 ~ 3 times of the long edge lengths in section, encased steel plate(2.2)Thickness be 10mm ~ 30mm;Circumferential direction is overhanging to put more energy into Rib(2.4)Outer edge on interval be provided with U-lag mouth;The basis(1)In be embedded with vertical sleeve(1.1)With suspension column energy consumption steel Muscle(1.2);Suspension column energy consumption reinforcing bar(1.2)Lower end be plugged on basis(1)Vertical sleeve(1.1)In, suspension column energy consumption reinforcing bar (1.2)Upper end correspond to and be inserted in circumferential overhanging ribbed stiffener(2.4)On U-lag mouth in, and pass through nut(10)It is overhanging with circumferential direction Ribbed stiffener(2.4)It is fixed.
3. full prefabricated PC concrete frame energy dissipation component system according to claim 1, it is characterised in that:It is described Frame column(2)With main beam concrete overlapping layers(4.2)Between be connected with horizontal additional energy consumption reinforcing bar(8)And shear reinforcement(9); The additional energy consumption reinforcing bar(8)Positioned at main beam concrete overlapping layers(4.2)Top, by energy consumption steel bar column grouted part(8.1)With Consume energy reinforcing bar beam grouted part(8.2)Composition, consume energy steel bar column grouted part(8.1)With energy consumption reinforcing bar beam grouted part(8.2) Pass through the reinforced bar mechanical connector that consumes energy(8.3)In frame column(2)Side connects;
The shear reinforcement(9)Positioned at main beam concrete overlapping layers(4.2)Bottom, by shear reinforcement column grouted part(9.1)With Shear reinforcement beam grouted part(9.2)Composition, shear reinforcement column grouted part(9.1)With shear reinforcement beam grouted part(9.2) Pass through shear reinforcement mechanical connecting joint(9.3)In frame column(2)Side connects.
4. full prefabricated PC concrete frame energy dissipation component system according to claim 1, it is characterised in that:It is described Overlap girder(4)Between set freely-supported overlapping secondary beam(6);The overlapping secondary beam(6)Include precast concrete secondary beam (6.1), secondary beam concrete folding layer(6.2)With secondary beam overlapping layers reinforcing bar(6.3);The secondary beam concrete folding layer(6.2)'s Thickness and laminated floor slab(5)Thickness it is identical, and with main beam concrete overlapping layers(4.2)Integrated poured forming;The secondary beam Overlapping layers reinforcing bar(6.3)It is arranged in secondary beam concrete folding layer(6.2)Top, end anchorage is in main beam concrete overlapping layers (4.2)In.
5. full prefabricated PC concrete frame energy dissipation component system according to claim 1, it is characterised in that:It is described Laminated floor slab(5)In precast hollow slab(5.1)For prefabricated circular hole slab either prefabricated special-shaped orifice plate or SP plates;The overlapping building Plate(5)In in be equipped with plate face distributing bar(5.4)And additional bar(5.3), wherein plate face distributing bar(5.4)For net-shaped steel Muscle is arranged horizontally in floorslab concrete overlapping layers(5.2)In, at top position, additional bar(5.3)It is threaded through prefabricated sky Core(5.1)Hole in or be arranged on precast hollow slab(5.1)Plate between at gap, it is and additional at gap between plate Reinforcing bar(5.3)Both ends be cast in the precast hollow slabs of gap both sides respectively(5.1)Hole in.
6. the full prefabricated PC concrete frame energy dissipation component system according to any one in claim 1-5, It is characterized in that:The energy dissipation component is energy consumption steel plate shear wall or seismic structural wall, earthquake resistant wall(3)Or buckling-restrained bracing members (11);The seismic structural wall, earthquake resistant wall(3)Include shearing-type energy-consumption device(3.2)And shear wall(3.1);The shear wall(3.1)Bottom Portion and the overlapping girder of lower section(4)Or basis(1)It is linked together by sleeve grouting;The buckling-restrained bracing members(11) Lateral rigidity is provided for structure under frequently occurred earthquake, energy dissipation capacity is provided for structure under set up defences earthquake or rarely occurred earthquake, is supported Arrangement form is humanoid either V-arrangement or W-shaped.
7. full prefabricated PC concrete frame energy dissipation component system according to claim 6, it is characterised in that:It is described Shear wall(3.1)It is one of the forming;The shearing-type energy-consumption device(3.2)Mounted on shear wall(3.1)It is led with overlapping at top Beam(4)Between bottom, by shear wall(3.1)With the overlapping girder above it(4)Connection.
8. full prefabricated PC concrete frame energy dissipation component system according to claim 6, it is characterised in that:It is described Shear wall(3.1)Include shear wall unit and lower shear wall unit;Wherein go up shear wall unit top and its The overlapping girder of top(4)Between using high-strength bolt connect;Lower shear wall unit and overlapping girder below(4)Or Basis(1)Between using sleeve grouting connect;The shearing-type energy-consumption device(3.2)It is arranged on shear wall unit and lower shearing Between wall element.
CN201721214443.6U 2017-09-21 2017-09-21 Full prefabricated PC concrete frame energy dissipation component system Active CN207538558U (en)

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