CN102808465B - Assembly connecting structure and assembly connecting method of assembled concrete frame and shear wall combination - Google Patents
Assembly connecting structure and assembly connecting method of assembled concrete frame and shear wall combination Download PDFInfo
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- CN102808465B CN102808465B CN201210281096.4A CN201210281096A CN102808465B CN 102808465 B CN102808465 B CN 102808465B CN 201210281096 A CN201210281096 A CN 201210281096A CN 102808465 B CN102808465 B CN 102808465B
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Abstract
The invention relates to the field of assembled concrete structures, in particular to an assembly connecting structure and an assembly connecting method of an assembled concrete frame and shear wall combination. A cast-in-place strip is disposed between precast columns and precast shear walls to connect column-wall embedded rebars. Vertical through holes are reserved in a precast node-precast beam integrated component to achieve communicated connection of vertical rebars for the upper and lower columns and the upper and lower shear walls. Embedded steel sleeves at the lower ends of the precast columns and the precast shear walls are mutually embedded with projecting rebar segments extending up out of the lower columns and the lower walls, and are integrated with the lower columns and the lower walls through cast mortar. The projecting straight rebars at the upper ends of the precast columns and the precast walls penetrate through the through holes reserved in the precast node-precast beam integrated component and protrude a floor slab, and the precast columns and the precast nodes are firmly integrated with the precast shear walls precast beams by cast mortar. Wet operations such as in-place casting of concrete are reduced to the maximum extent, building quality is improved, construction period is shortened, and energy conservation and emission reduction are achieved.
Description
[technical field]
The present invention relates to prefabricated concrete structure field, be specially a kind of assembled system of fractionation of prefabricated assembled or assembled integral (hereinafter to be referred as the assembling) concrete frame-shear wall structure being formed by prefabricated post, precast wall body, prefabricated node and precast beam, member connects structure, by this assembled system and the works that is connected structure construction, and assembled method of attachment.
[background technology]
The prior art of prefabricated concrete structure only limits to pure frame structure and shear wall structure, and the assembly concrete frame shear wall structure being made up of prefabricated post, precast wall body, prefabricated node and precast beam there is not yet work literary composition.Compared with pure frame structure or shear wall structure, because concrete frame-shear wall structure is the combination of wire rod and plane materiel, particularly shear wall is cut off by beam and column, causes the steel bar stress assembling difficulty that continues large, there is no at present effective solution.Up to the present, concrete frame-shear wall structure is mainly to build by complete cast-in-place engineering method.The conventional way of assembling frame structure is that beam and column is prefabricated, and node is cast-in-place, and its subject matter is that the interspersed connection that crosses of the reinforcing bar of all directions beam and column is anchored in joint cores, causes arrangement of reinforcement constructional difficulties, is difficult to guarantee node construction quality.The current practice of fabricated shear wall structure is, upper and lower wall vertical reinforcement adopts preformed hole reinforcing bar slurry anchor overlap joint, and left and right wall horizontal reinforcement adopts cast-in-place band overlap joint, its subject matter is that vertical reinforcement is generally double-sided ribs, its radical is too much, and lap length is longer, is not easy to construction.
[summary of the invention]
The object of the present invention is to provide a kind of assembled syndeton of assembling and construction method of concrete frame-shear wall structure, rationally effectively split assembled system and member connected mode by adopting, reduce to greatest extent the wet trades such as cast-in-place concrete, improve assemblingization degree, realize energy-saving and emission-reduction, raise labour productivity, improve construction quality, the reduction of erection time.
technical scheme of the present invention:
The assembled syndeton of a kind of assembly concrete Frame-Shear Wall, form structure by prefabricated or partial precast post, prefabricated or partial precast shear wall, prefabricated or partial precast beam column node core area and prefabricated or partial precast beam and split assembled system, wherein: prefabricated or partial precast post, hereinafter to be referred as prefabricated post; Prefabricated or partial precast shear wall, hereinafter to be referred as dry wall; Prefabricated or partial precast beam column node core area, hereinafter to be referred as prefabricated node; Prefabricated or partial precast beam, hereinafter to be referred as precast beam; Joint cores and beam adopt integrated prefabricated mode, hereinafter to be referred as prefabricated node precast beam integrated component, the reserved through hole of the interspersed main muscle of post and shear wall vertical reinforcement are set in prefabricated node precast beam integrated component;
The lower end embedded bar sleeve of prefabricated post, mutually chimeric with the reinforcing bar nose section that lower floor post is stretched up, by note mortar in sleeve and connected horizontal joint, be connected to entirety with lower floor post;
The lower end embedded bar sleeve of precast shear wall, mutually chimeric with the reinforcing bar nose section that lower floor wall is stretched up, by perfusion mortar in sleeve and connected horizontal joint, be connected to entirety with lower floor precast shear wall;
Cast-in-place band is set between prefabricated post and precast shear wall, and coupled columns side embedded bar and precast shear wall end face embedded bar carry out level connection joint in cast-in-place band, make post and precast shear wall be connected to entirety by cast-in-place concrete;
The upper end of prefabricated post is outstanding straight reinforcing bar, run through the reserved through hole of the node area arranging in prefabricated node precast beam integrated component and protrude from floor face, perfusion mortar in horizontal joint between reserved through hole and post upper end and node, making post and node fixed is entirety;
The upper end of precast shear wall is outstanding straight reinforcing bar, run through and the reserved through hole in Liang district is set in prefabricated node precast beam integrated component and protrudes from floor face, perfusion mortar in horizontal joint between reserved through hole and precast shear wall upper end and precast beam, making precast shear wall and precast beam fixed is entirety.
The described assembled syndeton of assembly concrete Frame-Shear Wall, arranges horizontal fractionation and at this place, precast beam longitudinal reinforcement is carried out to level connection joint at described precast beam span centre, makes precast beam left and right be connected to entirety by cast-in-place concrete.
The described assembled syndeton of assembly concrete Frame-Shear Wall, the fractionation connection arranging in the optional position of described precast shear wall horizontal direction between precast shear wall and adjacent pillars is connected with the fractionation of setting up precast shear wall self.
The described assembled syndeton of assembly concrete Frame-Shear Wall, adopts the structure that is connected of U-shaped muscle level overlap joint and vertical muscle bolt anchor between described post and described precast shear wall, make post and precast shear wall be connected to entirety by cast-in-place concrete.
The described assembled syndeton of assembly concrete Frame-Shear Wall, between described precast shear wall and adjacent pillars, split on wall limit, between connection adopt cast-in-place band mode, U-shaped dowel is set carries out level overlap joint from precast shear wall and adjacent pillars are outstanding separately, when assembled, make it mutually overlap and form degree of lip-rounding closed confinement space, at this closed space, four interior angle places insert bight vertical reinforcement from top to bottom; At precast shear wall end face and phase coupled columns side, concrete groove shear connector should be set respectively, wall groove shear connector is set on precast shear wall, post groove shear connector is set on post; By cast-in-place band portion formwork poured in place concrete, make precast shear wall and adjacent pillars form entirety.
The described assembled syndeton of assembly concrete Frame-Shear Wall, for the reserved through hole of the interspersed main muscle of post and wall vertical reinforcement, adopts metal tube or metal bellows moulding in prefabricated node precast beam integrated component, or adopts the moulding of plastics QC.
The described assembled syndeton of assembly concrete Frame-Shear Wall, metal bellows adopts two rib bellowss, and its rib is high more than 1.5mm; Pore-forming internal diameter is determined according to worn bar diameter d, is taken as 1.2d～3.0d.
In the present invention, the frame shear wall structure thing that can use the assembled syndeton of above-mentioned assembly concrete Frame-Shear Wall described in any one to build.
The assembled method of attachment of above-mentioned assembly concrete frame shear wall structure, comprises the steps:
The first step, the reinforcing bar nose section that lower end embedded bar sleeve and lower floor's post of left and right prefabricated post are stretched is up mutually chimeric, locates note mortar in backward sleeve and connected horizontal joint;
Second step, the reinforcing bar nose section that lower end embedded bar sleeve and lower floor's wall of precast shear wall are stretched is up mutually chimeric, locates perfusion mortar in backward sleeve and connected horizontal joint;
The 3rd step, carries out level connection joint by post side embedded bar nose section and precast shear wall end face embedded bar nose section, configures vertical reinforcement simultaneously, then at cast-in-place band portion formwork fluid concrete;
The 4th step, prefabricated node precast beam integrated component is installed, the outstanding straight reinforcing bar of prefabricated post and precast shear wall upper end runs through the reserved through hole arranging in prefabricated node precast beam integrated component and protrudes from floor face, behind location, reserve perfusion mortar in the horizontal joint between through hole and post upper end and node to node area, perfusion mortar in the horizontal joint between the reserved through hole in Xiang Liang district and precast shear wall upper end and precast beam;
The 5th step, floor slab construction, i.e. cast-in-situ floor, or laminated floor slab is installed, configuration upper reinforcement is also built overlapping layers concrete, completes this layer of construction;
Carry out last layer construction, repeat above five steps.
The assembled method of attachment of described assembly concrete Frame-Shear Wall, in the time that precast beam span centre arranges horizontal fractionation and need carry out level connection joint to left and right precast beam section longitudinal reinforcement, install behind location at the prefabricated node precast beam of described the 4th step integrated component, first carry out precast beam left and right longitudinal reinforcement level connection joint, then reserve perfusion mortar in the horizontal joint between through hole and post upper end and node to node area, perfusion mortar in horizontal joint between the reserved through hole in Xiang Liang district and precast shear wall upper end and precast beam, finally to precast beam connecting portion formwork concreting.
effect of the present invention:
The present invention is by prefabricated post, precast shear wall, and prefabricated node precast beam integrated component forms structure and splits assembled system.Member method of attachment is: prefabricated post and precast shear wall adjacent surface are established outstanding U-shaped level connection joint muscle mutually, and the reserved through hole of the interspersed main muscle of post and wall vertical reinforcement is set in prefabricated node precast beam integrated component.The lower end embedded bar sleeve of prefabricated post and precast shear wall, mutually chimeric with the reinforcing bar nose section that lower floor's post and lower floor's wall are stretched up.By pour into high-strength mortar in sleeve and connected horizontal joint, become one with lower floor's post and lower floor's wall.The upper end of prefabricated post and precast shear wall is outstanding straight reinforcing bar, in the time that prefabricated node precast beam integrated component is installed, more than making it run through through hole reserved in prefabricated node precast beam integrated component and protruding from beam face (being floor face), by reserved through hole in prefabricated node precast beam integrated component and connected horizontal joint perfusion high-strength mortar, make prefabricated post and prefabricated node, precast shear wall and precast beam are fixed is entirety.Cast-in-place band is set between prefabricated post and precast shear wall and adopts U-shaped muscle level overlap joint and vertical muscle bolt anchor structure.
Fractionation splicing structure and member method of attachment that the present invention proposes have following characteristics:
1. it is reasonable that each member splits position, is convenient to structure manufacture and transportation; 2. member is generally symmetrical, and weight is reasonable, is convenient to lifting and installs; 3. all members are from top to bottom and install, and are convenient to lifting and install; 4. vertical reinforcement joint adopts single reinforced bar sleeve grouting docking, and joint is reliable; 5. reinforced bar sleeve grouting docking is all positioned at slightly high position of floor face, is convenient to grouting operation, and joint efficiency is high.6. shear wall vertical reinforcement is in by the two-sided distribution bar of minimum structure requirement configuration, and it is that the large spacing diameter steel bar of a row is configured on Wall center line that the vertical reinforcement area that calculating is needed is concentrated.So, meet the requirement of standard structure, bar splice is few again.Although amount of reinforcement slightly increases, sleeve is few, and economical (sleeve is expensive), goes back constructability; 7. between post wall, cast-in-place bandwidth is little, and situ wet operation is few, and assembly rate is high.
[accompanying drawing explanation]
Figure 1A-Fig. 1 E: the first assembly concrete frame shear wall structure of the present invention splits assembled connection constructional drawing.Wherein, Figure 1A is the facade main view splitting; Figure 1B is assembled facade main view; Fig. 1 C is
I-I sectional drawing in Figure 1A; Fig. 1 D is II-II sectional drawing in Figure 1A; Fig. 1 E is Figure 1A central sill sectional view.
Fig. 2 A-Fig. 2 E: the second assembly concrete frame shear wall structure of the present invention splits assembled connection constructional drawing.Wherein, Fig. 2 A is the facade main view splitting; Fig. 2 B is assembled facade main view; Fig. 2 C is I-I sectional drawing in Fig. 2 A; Fig. 2 D is II-II sectional drawing in Fig. 2 A; Fig. 2 E is superposed beam sectional view in Fig. 2 A.
Fig. 3 A-Fig. 3 E: the third assembly concrete frame shear wall structure of the present invention splits assembled connection constructional drawing.Wherein, Fig. 3 A is the facade main view splitting; Fig. 3 B is assembled facade main view; Fig. 3 C is I-I sectional drawing in Fig. 3 A; Fig. 3 D is II-II sectional drawing in Fig. 3 A; Fig. 3 E is superposed beam sectional view in Fig. 3 A.
Fig. 4 A-Fig. 4 D: the 4th kind of assembly concrete frame shear wall structure of the present invention splits assembled connection constructional drawing.Wherein, Fig. 4 A is the facade main view splitting; Fig. 4 B is assembled facade main view; Fig. 4 C is I-I sectional drawing in Fig. 4 A; Fig. 4 D is II-II sectional drawing in Fig. 4 A.
Fig. 5 A-Fig. 5 D: the 5th kind of assembly concrete frame shear wall structure of the present invention splits assembled connection constructional drawing.Wherein, Fig. 5 A is the facade main view splitting; Fig. 5 B is assembled facade main view; Fig. 5 C is I-I sectional drawing in Fig. 5 A; Fig. 5 D is II-II sectional drawing in Fig. 5 A.
Fig. 6 A-Fig. 6 B: superposed beam and laminated floor slab sectional drawing.Wherein, Fig. 6 A is cast-in-situ floor; Fig. 6 B laminated floor slab.
Fig. 7: the local cast-in-place schematic diagram of reinforced bar sleeve grouting docking in girder span.
Fig. 8: the local cast-in-place schematic diagram of bar splicing in girder span.
In figure: 1 precast beam; 11 reserved through holes; 12 pre-buried vertical beam muscle or through holes; 13 plate muscle; 14 beam longitudinal reinforcements; 15 superposed beam muscle; 16 cast-in-situ concrete I; The straight anchor of 17 reinforcing bar; 18 beam intermediate contacts; 19 cast-in-situ concrete II; 110 beam left ends; 111 grouting grout outlet joints; 112 beam right-hand members; 113 left side grout compartment reinforcing bars; 114 cement grouting steel bar branch sleeves; 115 right side grout compartment reinforcing bars; 116 bar splicing structures; 2 precast shear walls; 21 shear wall vertical reinforcements; 22 shear wall vertical reinforcement butt muffs; 23 two-sided distribution bars within the walls; The U-shaped dowel of 24 wall; 25 wall groove shear connectors; 3 posts; 31 post longitudinal reinforcements; 32 post longitudinal reinforcement butt muffs; The U-shaped dowel of 33 post; 34 post groove shear connectors; 4 grouting; 5 cast-in-situ concrete III; 6 cast-in-situ floors; 7 laminated floor slabs; 8 bight vertical reinforcements.
[specific embodiment]
The assembled syndeton of assembly concrete Frame-Shear Wall of the present invention and assembled method of attachment, specific as follows:
(1) adopt by prefabricated or partial precast post (hereinafter to be referred as prefabricated post), prefabricated or partial precast shear wall (hereinafter to be referred as dry wall), prefabricated or partial precast beam column node core area (hereinafter to be referred as prefabricated node) and the assembled system of fractionation prefabricated or partial precast beam (hereinafter to be referred as precast beam) formation structure.Wherein joint cores and beam adopt integrated prefabricated mode (hereinafter to be referred as prefabricated node precast beam integrated component).For interconnecting of vertical reinforcement between levels post in implementation framework-shear wall structure and levels shear wall, in prefabricated node precast beam integrated component, be provided with the reserved through hole of the interspersed main muscle of post and wall vertical reinforcement.The vertical reinforcement of prefabricated post and precast shear wall all adopts lower end embedded bar sleeve, and straight reinforcing bar form is given prominence in upper end.
(2) in prefabricated node precast beam integrated component, can adopt metal tube or metal bellows moulding for the reserved through hole of the interspersed main muscle of post and wall vertical reinforcement, also can adopt the moulding of plastics QC.Metal bellows should adopt two rib bellowss, and its rib Gao Yi is more than 1.5mm.Pore-forming internal diameter is determined according to worn bar diameter d, generally should be taken as 1.2d～3.0d.
(3) between precast shear wall and adjacent pillars, split on wall limit, between connection adopt cast-in-place band mode, U-shaped dowel be set carry out level overlap joint from precast shear wall and adjacent pillars are outstanding separately.When assembled, make it mutually overlap and form degree of lip-rounding closed confinement space, at this closed space, four interior angle places insert bight vertical reinforcement from top to bottom.In addition, at shear wall end face and phase coupled columns side, concrete groove shear connector should be set respectively.By cast-in-place band portion formwork poured in place concrete, make shear wall and adjacent pillars form entirety.This connected mode can realize following working mechanism: U-shaped overlap joint can significantly reduce the lap length of reinforcing bar on the one hand, further strengthens again the anchoring of U-shaped dowel by Xiao's bolt effect of joint bar.This reinforcement manner can form sleeper on the other hand, strengthens the binding effect to shear wall, thereby improves bearing capacity and the ductility of shear wall.Concrete groove shear connector is set, to increase interface shearing strength, reduces shearing slip, strengthen the co-operation of shear wall and peripheral frame.
Adopt U-shaped muscle level overlap joint and vertical muscle bolt anchor structure can reduce the width of cast-in-place band between prefabricated post and precast shear wall, improve connection reliability.
(4) between prefabricated post and adjacent node, split at capital face and basal surface position, the vertical reinforcement in prefabricated post adopts lower end that sleeve is set, and straight reinforcing bar is given prominence in upper end.Prefabricated post lower end adopts reinforced bar sleeve grouting docking mode, between post lower end and floor face, leaves horizontal joint.After installation in position, to pouring into high-strength mortar in sleeve and connected horizontal joint, this layer of post and lower floor's post and lower floor's beam folder node are become one.Prefabricated post upper end adopts node through hole to wear muscle slip casting connected mode, in the time that being installed, top prefabricated node precast beam integrated component makes more than the outstanding main muscle in prefabricated post upper end runs through through hole reserved in prefabricated node and protrude from node (floor face), between post upper end and node bottom surface, horizontal joint to be also set.After installation in position, make prefabricated post and prefabricated node to pouring into high-strength mortar in through hole reserved in prefabricated node and connected horizontal joint, and fixed by prefabricated node and precast beam be overall.
(5) between precast shear wall and adjacent beams, split at wall end face and basal surface position, the vertical reinforcement in precast shear wall adopts lower end that sleeve is set, and straight reinforcing bar is given prominence in upper end.Precast shear wall lower end adopts reinforced bar sleeve grouting docking mode, between wall lower end and floor face, leaves horizontal joint.After installation in position, to pouring into high-strength mortar in sleeve and connected horizontal joint, this layer of body of wall and lower floor's body of wall folder beam are become one.Precast shear wall upper end adopts precast beam through hole to wear muscle slip casting connected mode,, more than making the outstanding vertical reinforcement in precast shear wall upper end run through through hole reserved in precast beam and protruding from top surface of the beam (floor face), horizontal joint is also set between shear wall upper end and soffit in the time that top prefabricated node precast beam integrated component is installed.After installation in position, to pour in through hole reserved in precast beam and connected horizontal joint high-strength mortar make precast shear wall and precast beam fixed be entirety.
(6) more than, for splitting assembled system and connect, the assembling in frame shear wall structure plane constructs.Above-mentioned form be can adopt equally with the connection of plane external member (be vertical direction member, comprise wall, beam, floor etc.), cast-in-place structural and other modes such as reserved through hole or embedded bar connection also can be adopted.
(7) structure of the present invention splits the construction method of assembled system and is: from the floor face of every layer, 1. prefabricated post is installed.Make column bottom sleeve and lower floor's post bar splice mutually chimeric, in place after, column bottom sleeve and horizontal joint grouting connection → 2. dry wall between erection column.First lift body of wall to post plane outside and the bar splice that keeps a little higher than lower floor wall to stretch out, confirming that post stretches out U-shaped muscle and wall and stretches out the non-interference height of U-shaped muscle body of wall is moved horizontally to intercolumniation, then decline make wall bottom sleeves and lower floor's wall bar splice mutually chimeric.After in place, U-shaped muscle interior angle place's vertical reinforcement colligation connect → are 3. inserted in the grouting of wall bottom sleeves and horizontal joint from top to bottom, complete cast-in-place band arrangement of reinforcement, cast-in-place band both sides formwork, the prefabricated node precast beam integrated component of concreting → 4. install.Hoisting prefabricated node precast beam integrated component from top to bottom, and make the outstanding straight reinforcing bar of prefabricated post and dry wall upper end run through reserved through hole in prefabricated node precast beam integrated component.After prefabricated node precast beam integrated component is in place, in prefabricated node precast beam integrated component, reserve through hole and horizontal joint perfusion high-strength mortar → 5. floor slab construction.Cast-in-situ floor, or laminated floor slab configures upper reinforcement and builds overlapping layers concrete.
Fig. 1 is the full prefabrication system of beam.Concrete frame-the shear wall structure of which mainly comprises: precast beam 1, reserved through hole 11, pre-buried vertical beam muscle or through hole 12, plate muscle 13, beam longitudinal reinforcement 14, precast shear wall 2, shear wall vertical reinforcement 21, shear wall vertical reinforcement butt muff 22, two-sided distribution bar 23, post 3, post longitudinal reinforcement 31, post longitudinal reinforcement butt muff 32, grouting 4, cast-in-situ concrete III 5 etc. within the walls, and concrete structure is as follows:
In precast shear wall 2, vertically wear shear wall vertical reinforcement 21, the upper end of shear wall vertical reinforcement 21 and the corresponding coupling of reserved through hole 11 in precast beam 1, and stretch out outside precast beam 1; Precast shear wall 2 bottoms arrange shear wall vertical reinforcement butt muff 22, shear wall vertical reinforcement butt muff 22 and the corresponding coupling of shear wall vertical reinforcement 21 of stretching out outside precast beam 1;
In post 3, vertically wear post longitudinal reinforcement 31, the upper end of post longitudinal reinforcement 31 and the corresponding coupling of reserved through hole 11 in post 3, and stretch out outside post 3; Post 3 bottoms arrange post longitudinal reinforcement butt muff 32, post longitudinal reinforcement butt muff 32 and the corresponding coupling of post longitudinal reinforcement 31 of stretching out outside post 3;
Between precast shear wall 2 and adjacent pillars 3, split on wall limit, between connection adopt cast-in-place band mode, U-shaped dowel is set carries out level overlap joint from precast shear wall 2 and adjacent pillars 3 are outstanding separately, the U-shaped dowel 24 of wall is set on precast shear wall 2, the U-shaped dowel 33 of post is set on post 3.When assembled, make it mutually overlap and form degree of lip-rounding closed confinement space, at this closed space, four interior angle places insert bight vertical reinforcement 8 from top to bottom.In addition, at shear wall end face and phase coupled columns side, concrete groove shear connector should be set respectively, wall groove shear connector 25 is set on precast shear wall 2, post groove shear connector 34 is set on post 3.By cast-in-place band portion formwork poured in place concrete, make shear wall and adjacent pillars form entirety.
Gap between described reserved through hole 11 and shear wall vertical reinforcement 21 and post longitudinal reinforcement 31 is grouting 4.
Its advantage is that node and deck-molding are unified, is convenient to prefabricated.For guaranteeing structural integrity, should adopt precast beam 1 both sides to throw away reinforcing bar and on-the-spot plate muscle 13 overlapping modes of laying, floor is entirely cast-in-place.
Fig. 2 is superposed beam mode.Concrete frame-the shear wall structure of which mainly comprises: precast beam 1, reserved through hole 11, pre-buried vertical beam muscle or through hole 12, beam longitudinal reinforcement 14, superposed beam muscle 15, cast-in-situ concrete I 16, precast shear wall 2, shear wall vertical reinforcement 21, shear wall vertical reinforcement butt muff 22, two-sided distribution bar 23, post 3, post longitudinal reinforcement 31, post longitudinal reinforcement butt muff 32, grouting 4, cast-in-situ concrete III 5 etc. within the walls, and concrete structure is as follows:
In precast shear wall 2, vertically wear shear wall vertical reinforcement 21, the upper end of shear wall vertical reinforcement 21 and the corresponding coupling of reserved through hole 11 in precast beam 1, and stretch out outside precast beam 1; Precast shear wall 2 bottoms arrange shear wall vertical reinforcement butt muff 22, shear wall vertical reinforcement butt muff 22 and the corresponding coupling of shear wall vertical reinforcement 21 of stretching out outside precast beam 1;
In post 3, vertically wear post longitudinal reinforcement 31, the upper end of post longitudinal reinforcement 31 and the corresponding coupling of reserved through hole 11 in post 3, and stretch out outside post 3; Post 3 bottoms arrange post longitudinal reinforcement butt muff 32, post longitudinal reinforcement butt muff 32 and the corresponding coupling of post longitudinal reinforcement 31 of stretching out outside post 3;
Between precast shear wall 2 and adjacent pillars 3, split on wall limit, between connection adopt cast-in-place band mode, U-shaped dowel is set carries out level overlap joint from precast shear wall 2 and adjacent pillars 3 are outstanding separately, the U-shaped dowel 24 of wall is set on precast shear wall 2, the U-shaped dowel 33 of post is set on post 3.When assembled, make it mutually overlap and form degree of lip-rounding closed confinement space, at this closed space, four interior angle places insert bight vertical reinforcement 8 from top to bottom.In addition, at shear wall end face and phase coupled columns side, concrete groove shear connector should be set respectively, wall groove shear connector 25 is set on precast shear wall 2, post groove shear connector 34 is set on post 3.By cast-in-place band portion formwork poured in place concrete, make shear wall and adjacent pillars form entirety.
Gap between described reserved through hole 11 and shear wall vertical reinforcement 21 and post longitudinal reinforcement 31 is grouting 4.
Its advantage is as shown in Figure 6, and floor can adopt the cast-in-situ floor 6 of complete cast-in-place mode on precast beam 1, can adopt again the laminated floor slab 7 of superimposed sheet form on precast beam 1.With floor complete cast-in-place compared with, adopt laminated floor slab in guaranteeing structural integrity, to save template and support, improve assembly rate.
Fig. 3 is prefabricated node end face and the concordant mode of superposed beam pre-erection end face.Concrete frame-the shear wall structure of which mainly comprises: precast beam 1, reserved through hole 11, pre-buried vertical beam muscle or through hole 12, beam longitudinal reinforcement 14, superposed beam muscle 15, cast-in-situ concrete I 16, the straight anchor 17 of reinforcing bar, precast shear wall 2, shear wall vertical reinforcement 21, shear wall vertical reinforcement butt muff 22, two-sided distribution bar 23, post 3, post longitudinal reinforcement 31, post longitudinal reinforcement butt muff 32, grouting 4, cast-in-situ concrete III 5 etc. within the walls, and concrete structure is as follows:
In precast shear wall 2, vertically wear shear wall vertical reinforcement 21, the upper end of shear wall vertical reinforcement 21 and the corresponding coupling of reserved through hole 11 in precast beam 1, and stretch out outside precast beam 1; Precast shear wall 2 bottoms arrange shear wall vertical reinforcement butt muff 22, shear wall vertical reinforcement butt muff 22 and the corresponding coupling of shear wall vertical reinforcement 21 of stretching out outside precast beam 1;
In post 3, vertically wear post longitudinal reinforcement 31, the upper end of post longitudinal reinforcement 31 and the corresponding coupling of reserved through hole 11 in post 3, and stretch out outside post 3; Post 3 bottoms arrange post longitudinal reinforcement butt muff 32, post longitudinal reinforcement butt muff 32 and the corresponding coupling of post longitudinal reinforcement 31 of stretching out outside post 3;
Between precast shear wall 2 and adjacent pillars 3, split on wall limit, between connection adopt cast-in-place band mode, U-shaped dowel is set carries out level overlap joint from precast shear wall 2 and adjacent pillars 3 are outstanding separately, the U-shaped dowel 24 of wall is set on precast shear wall 2, the U-shaped dowel 33 of post is set on post 3.When assembled, make it mutually overlap and form degree of lip-rounding closed confinement space, at this closed space, four interior angle places insert bight vertical reinforcement 8 from top to bottom.In addition, at shear wall end face and phase coupled columns side, concrete groove shear connector should be set respectively, wall groove shear connector 25 is set on precast shear wall 2, post groove shear connector 34 is set on post 3.By cast-in-place band portion formwork poured in place concrete, make shear wall and adjacent pillars form entirety.
Gap between described reserved through hole 11 and shear wall vertical reinforcement 21 and post longitudinal reinforcement 31 is grouting 4.
Be characterized in combining the advantage of Fig. 1 and Fig. 2, beam top longitudinal reinforcement is on-the-spot laying simultaneously, and its end must adopt efficiently straight anchor engineering method to be anchored in in-situ layer.
Fig. 4 splits connection for beam is set in girder span, or increases the assembled connected mode laterally splitting in the middle of wall.The former is applicable to the situation that frame shear wall structure middle frame is multispan, and the latter is the situation that needs further segmenting wall body for reducing body of wall lifting weight.
Concrete frame-the shear wall structure of which mainly comprises: precast beam 1, reserved through hole 11, pre-buried vertical beam muscle or through hole 12, beam longitudinal reinforcement 14, beam intermediate contact 18, cast-in-situ concrete II 19, precast shear wall 2, shear wall vertical reinforcement 21, shear wall vertical reinforcement butt muff 22, two-sided distribution bar 23, post 3, post longitudinal reinforcement 31, post longitudinal reinforcement butt muff 32, grouting 4, cast-in-situ concrete III 5 etc. within the walls, and concrete structure is as follows:
In precast shear wall 2, vertically wear shear wall vertical reinforcement 21, the upper end of shear wall vertical reinforcement 21 and the corresponding coupling of reserved through hole 11 in precast beam 1, and stretch out outside precast beam 1; Precast shear wall 2 bottoms arrange shear wall vertical reinforcement butt muff 22, shear wall vertical reinforcement butt muff 22 and the corresponding coupling of shear wall vertical reinforcement 21 of stretching out outside precast beam 1;
In post 3, vertically wear post longitudinal reinforcement 31, the upper end of post longitudinal reinforcement 31 and the corresponding coupling of reserved through hole 11 in post 3, and stretch out outside post 3; Post 3 bottoms arrange post longitudinal reinforcement butt muff 32, post longitudinal reinforcement butt muff 32 and the corresponding coupling of post longitudinal reinforcement 31 of stretching out outside post 3;
Between precast shear wall 2 and adjacent pillars 3, split on wall limit, between connection adopt cast-in-place band mode, U-shaped dowel is set carries out level overlap joint from precast shear wall 2 and adjacent pillars 3 are outstanding separately, the U-shaped dowel 24 of wall is set on precast shear wall 2, the U-shaped dowel 33 of post is set on post 3.When assembled, make it mutually overlap and form degree of lip-rounding closed confinement space, at this closed space, four interior angle places insert bight vertical reinforcement 8 from top to bottom.In addition, at shear wall end face and phase coupled columns side, concrete groove shear connector should be set respectively, wall groove shear connector 25 is set on precast shear wall 2, post groove shear connector 34 is set on post 3.By cast-in-place band portion formwork poured in place concrete, make shear wall and adjacent pillars form entirety.
Gap between described reserved through hole 11 and shear wall vertical reinforcement 21 and post longitudinal reinforcement 31 is grouting 4.
Beam is set in girder span and splits while connection, in girder span, longitudinal reinforcement connects the reinforced bar sleeve grouting docking mode that can adopt as shown in Figure 7, also can adopt bar splicing mode and other modes as shown in Figure 8.
As shown in Figure 7, between right side grout compartment reinforcing bar 115 on left side grout compartment reinforcing bar 113 and beam right-hand member 112 on beam left end 110, be connected by cement grouting steel bar branch sleeve 114, grouting grout outlet joint 111 is set on cement grouting steel bar branch sleeve 114, and left side grout compartment reinforcing bar 113, right side grout compartment reinforcing bar 115 are connected by cementation with cement grouting steel bar branch sleeve 114.As shown in Figure 8, between beam left end 110 and beam right-hand member 112, be connected by bar splicing structure 116.
In addition, it shown in Fig. 4, is only the example of the full prefabrication system of beam, for being set in girder span, beam splits connection, or the assembled connected mode that increase laterally splits in the middle of wall, can adopt equally the superposed beam mode shown in Fig. 2, and the prefabricated node end face node section prefabrication system concordant with superposed beam pre-erection end face shown in Fig. 3.
Fig. 5 is that framework and shear wall are multispan, and beam is at span centre, and shear wall arranges with shear wall boundary and shear wall middle part the situation about being connected that splits at post.Concrete frame-the shear wall structure of which mainly comprises: precast beam 1, reserved through hole 11, pre-buried vertical beam muscle or through hole 12, beam longitudinal reinforcement 14, beam intermediate contact 18, cast-in-situ concrete II 19, precast shear wall 2, shear wall vertical reinforcement 21, shear wall vertical reinforcement butt muff 22, two-sided distribution bar 23, post 3, post longitudinal reinforcement 31, post longitudinal reinforcement butt muff 32, grouting 4, cast-in-situ concrete III 5 etc. within the walls, and concrete structure is as follows:
In precast shear wall 2, vertically wear shear wall vertical reinforcement 21, the upper end of shear wall vertical reinforcement 21 and the corresponding coupling of reserved through hole 11 in precast beam 1, and stretch out outside precast beam 1; Precast shear wall 2 bottoms arrange shear wall vertical reinforcement butt muff 22, shear wall vertical reinforcement butt muff 22 and the corresponding coupling of shear wall vertical reinforcement 21 of stretching out outside precast beam 1;
In post 3, vertically wear post longitudinal reinforcement 31, the upper end of post longitudinal reinforcement 31 and the corresponding coupling of reserved through hole 11 in post 3, and stretch out outside post 3; Post 3 bottoms arrange post longitudinal reinforcement butt muff 32, post longitudinal reinforcement butt muff 32 and the corresponding coupling of post longitudinal reinforcement 31 of stretching out outside post 3;
Between precast shear wall 2 and adjacent pillars 3, split on wall limit, between connection adopt cast-in-place band mode, U-shaped dowel is set carries out level overlap joint from precast shear wall 2 and adjacent pillars 3 are outstanding separately, the U-shaped dowel 24 of wall is set on precast shear wall 2, the U-shaped dowel 33 of post is set on post 3.When assembled, make it mutually overlap and form degree of lip-rounding closed confinement space, at this closed space, four interior angle places insert bight vertical reinforcement 8 from top to bottom.In addition, at shear wall end face and phase coupled columns side, concrete groove shear connector should be set respectively, wall groove shear connector 25 is set on precast shear wall 2, post groove shear connector 34 is set on post 3.By cast-in-place band portion formwork poured in place concrete, make shear wall and adjacent pillars form entirety.
Gap between described reserved through hole 11 and shear wall vertical reinforcement 21 and post longitudinal reinforcement 31 is grouting 4.
The fractionation of multiple bay frame-shear wall structure is assembled basic identical with connected mode and single span.In addition, identical with Fig. 4, it shown in Fig. 5, is only the example of the full prefabrication system of beam, for being set in girder span, beam splits connection, or the assembled connected mode that increase laterally splits in the middle of wall, can adopt equally the superposed beam mode shown in Fig. 2, and the prefabricated node end face node section prefabrication system concordant with superposed beam pre-erection end face shown in Fig. 3.
Between shear wall and adjacent pillars, in U-shaped muscle connected mode, can form as required sleeper.The formation method of sleeper is, increases radical and the diameter of vertical joint bar, simultaneously can be between U-shaped muscle separately the configuration single rectangle hoop consistent with U-shaped closed rib shape realize stirrup encryption.
Fractionation position between shear wall and adjacent pillars is not limited to post and shear wall intersection.In the situation that wall size or weight are transported or lifts restriction, or when obtaining better connection effect, can split position to shear wall one side shifting, by prefabricated to a part of body of wall and post one.
Horizontal reinforcement method of attachment between shear wall and adjacent pillars is not limited to U-shaped muscle connected mode, also can adopt other overlapping modes or mechanical type connected mode.
Result shows, when the present invention forms concrete frame-shear wall structure by prefabricated post, precast wall body, prefabricated node and precast beam, the fractionation of post be connected, the fractionation of beam be connected, the fractionation of node be connected, the fractionation of shear wall and adjacent pillars be connected, the fractionation of shear wall and adjacent beams be connected, and the connection of reinforcing bar between levels shear wall.Rationally effectively split assembled system and member connected mode by adopting, reduce to greatest extent the wet trades such as cast-in-place concrete, improve assemblingization degree, realize energy-saving and emission-reduction, raise labour productivity, improve construction quality, the reduction of erection time.
Claims (10)
1. the assembled syndeton of assembly concrete Frame-Shear Wall, it is characterized in that: form structure by prefabricated or partial precast post, prefabricated or partial precast shear wall, prefabricated or partial precast beam column node core area and prefabricated or partial precast beam and split assembled system, wherein: prefabricated or partial precast post, hereinafter to be referred as prefabricated post; Prefabricated or partial precast shear wall, hereinafter to be referred as dry wall; Prefabricated or partial precast beam column node core area, hereinafter to be referred as prefabricated node; Prefabricated or partial precast beam, hereinafter to be referred as precast beam; Joint cores and beam adopt integrated prefabricated mode, hereinafter to be referred as prefabricated node precast beam integrated component, the reserved through hole of the interspersed main muscle of post and shear wall vertical reinforcement are set in prefabricated node precast beam integrated component;
The lower end embedded bar sleeve of prefabricated post, mutually chimeric with the reinforcing bar nose section that lower floor post is stretched up, by note mortar in sleeve and connected horizontal joint, be connected to entirety with lower floor post;
The lower end embedded bar sleeve of precast shear wall, mutually chimeric with the reinforcing bar nose section that lower floor wall is stretched up, by perfusion mortar in sleeve and connected horizontal joint, be connected to entirety with lower floor precast shear wall;
Cast-in-place band is set between prefabricated post and precast shear wall, and coupled columns side embedded bar and precast shear wall end face embedded bar carry out level connection joint in cast-in-place band, make post and precast shear wall be connected to entirety by cast-in-place concrete;
The upper end of prefabricated post is outstanding straight reinforcing bar, run through the reserved through hole of the node area arranging in prefabricated node precast beam integrated component and protrude from floor face, perfusion mortar in horizontal joint between reserved through hole and post upper end and node, making post and node fixed is entirety;
The upper end of precast shear wall is outstanding straight reinforcing bar, run through and the reserved through hole in Liang district is set in prefabricated node precast beam integrated component and protrudes from floor face, perfusion mortar in horizontal joint between reserved through hole and precast shear wall upper end and precast beam, making precast shear wall and precast beam fixed is entirety.
2. according to the assembled syndeton of assembly concrete Frame-Shear Wall claimed in claim 1, it is characterized in that, horizontal fractionation is set and at this place, precast beam longitudinal reinforcement is carried out to level connection joint at described precast beam span centre, make precast beam left and right be connected to entirety by cast-in-place concrete.
3. according to the assembled syndeton of assembly concrete Frame-Shear Wall claimed in claim 1, it is characterized in that, the fractionation connection arranging in the optional position of described precast shear wall horizontal direction between precast shear wall and adjacent pillars is connected with the fractionation of setting up precast shear wall self.
4. according to the assembled syndeton of assembly concrete Frame-Shear Wall claimed in claim 1, it is characterized in that, the structure that is connected that adopts U-shaped muscle level overlap joint and vertical muscle bolt anchor between described post and described precast shear wall, makes post and precast shear wall be connected to entirety by cast-in-place concrete.
5. described according to the assembled syndeton of assembly concrete Frame-Shear Wall claimed in claim 4, it is characterized in that, between described precast shear wall and adjacent pillars, split on wall limit, between connection adopt cast-in-place band mode, U-shaped dowel is set carries out level overlap joint from precast shear wall and adjacent pillars are outstanding separately, when assembled, make it mutually overlap and form degree of lip-rounding closed confinement space, at this closed space, four interior angle places insert bight vertical reinforcement from top to bottom; At precast shear wall end face and phase coupled columns side, concrete groove shear connector should be set respectively, wall groove shear connector is set on precast shear wall, post groove shear connector is set on post; By cast-in-place band portion formwork poured in place concrete, make precast shear wall and adjacent pillars form entirety.
6. according to the assembled syndeton of assembly concrete Frame-Shear Wall claimed in claim 1, it is characterized in that, the interior reserved through hole for the interspersed main muscle of post and wall vertical reinforcement of prefabricated node precast beam integrated component, adopt metal tube or metal bellows moulding, or adopt the moulding of plastics QC.
7. according to the assembled syndeton of assembly concrete Frame-Shear Wall claimed in claim 6, it is characterized in that, metal bellows adopts two rib bellowss, and its rib is high more than 1.5mm; Pore-forming internal diameter is determined according to worn bar diameter d, is taken as 1.2d～3.0d.
8. right to use requires in 1 to 7 the frame shear wall structure thing that the assembled syndeton of the assembly concrete Frame-Shear Wall described in any one is built.
9. an assembled method of attachment for assembly concrete frame shear wall structure, is characterized in that, comprises the steps:
The first step, the reinforcing bar nose section that lower end embedded bar sleeve and lower floor's post of left and right prefabricated post are stretched is up mutually chimeric, locates note mortar in backward sleeve and connected horizontal joint;
Second step, the reinforcing bar nose section that lower end embedded bar sleeve and lower floor's wall of precast shear wall are stretched is up mutually chimeric, locates perfusion mortar in backward sleeve and connected horizontal joint;
The 3rd step, carries out level connection joint by post side embedded bar nose section and precast shear wall end face embedded bar nose section, configures vertical reinforcement simultaneously, then at cast-in-place band portion formwork fluid concrete;
The 4th step, prefabricated node precast beam integrated component is installed, the outstanding straight reinforcing bar of prefabricated post and precast shear wall upper end runs through the reserved through hole arranging in prefabricated node precast beam integrated component and protrudes from floor face, behind location, reserve perfusion mortar in the horizontal joint between through hole and post upper end and node to node area, perfusion mortar in the horizontal joint between the reserved through hole in Xiang Liang district and precast shear wall upper end and precast beam;
The 5th step, floor slab construction, i.e. cast-in-situ floor, or laminated floor slab is installed, configuration upper reinforcement is also built overlapping layers concrete, completes this layer of construction;
Carry out last layer construction, repeat above five steps.
10. the assembled method of attachment of assembly concrete Frame-Shear Wall claimed in claim 9, it is characterized in that, in the time that precast beam span centre arranges horizontal fractionation and need carry out level connection joint to left and right precast beam section longitudinal reinforcement, install behind location at the prefabricated node precast beam of described the 4th step integrated component, first carry out precast beam left and right longitudinal reinforcement level connection joint, then reserve perfusion mortar in the horizontal joint between through hole and post upper end and node to node area, perfusion mortar in horizontal joint between the reserved through hole in Xiang Liang district and precast shear wall upper end and precast beam, finally to precast beam connecting portion formwork concreting.
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