CN102808465A - 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 PDF

Info

Publication number
CN102808465A
CN102808465A CN2012102810964A CN201210281096A CN102808465A CN 102808465 A CN102808465 A CN 102808465A CN 2012102810964 A CN2012102810964 A CN 2012102810964A CN 201210281096 A CN201210281096 A CN 201210281096A CN 102808465 A CN102808465 A CN 102808465A
Authority
CN
China
Prior art keywords
prefabricated
shear
precast
post
node
Prior art date
Application number
CN2012102810964A
Other languages
Chinese (zh)
Other versions
CN102808465B (en
Inventor
赵唯坚
孙长征
Original Assignee
沈阳建筑大学
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 沈阳建筑大学 filed Critical 沈阳建筑大学
Priority to CN201210281096.4A priority Critical patent/CN102808465B/en
Publication of CN102808465A publication Critical patent/CN102808465A/en
Application granted granted Critical
Publication of CN102808465B publication Critical patent/CN102808465B/en

Links

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

Assembly concrete framework-shear wall assembly unit syndeton and assembly unit method of attachment

[technical field]

The present invention relates to the prefabricated concrete structure field; Be specially a kind of fractionation assembly unit system of prefabricated assembled or assembled integral (hereinafter to be referred as the assembling) concrete frame-shear wall structure that constitutes by prefabricated post, precast wall body, prefabricated node and precast beam; The member joint construction; By the works of this assembly unit system and joint construction construction, and the assembly unit method of attachment.

[background technology]

The prior art of prefabricated concrete structure only limits to pure frame structure and pure shear wall construction, does not see the work literary composition as yet by the assembly concrete frame shear wall structure that prefabricated post, precast wall body, prefabricated node and precast beam constitute.Compare with pure frame structure or pure shear wall construction, 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 big, does not still have effective solution at present.Up to the present, concrete frame-shear wall structure mainly is to lean on complete cast-in-place worker's method to build.The conventional way of assembling frame construction 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 the arrangement of reinforcement constructional difficulties, is difficult to guarantee the node construction quality.The current practice of assembling shear wall structure is, the wall vertical reinforcement adopts preformed hole reinforcing bar slurry anchor overlap joint up and down, and left and right sides wall horizontal reinforcement adopts cast-in-place band overlap joint; Its subject matter is that vertical reinforcement is generally two-sided muscle; 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 assembling assembly unit syndeton and construction method of concrete frame-shear wall structure; Through adopting rational and effective to split assembly unit system and member connected mode, reduce wet trades such as cast-in-place concrete to greatest extent, improve the 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:

A kind of assembly concrete framework-shear wall assembly unit syndeton; Constitute structure by prefabricated or part prefabricated post, the prefabricated or prefabricated shear wall of part, the prefabricated or prefabricated beam column joint cores of part and prefabricated or part precast beam and split the assembly unit system; Wherein: prefabricated or part prefabricated post, hereinafter to be referred as prefabricated post; The prefabricated shear wall of prefabricated or part is hereinafter to be referred as dry wall; The prefabricated beam column joint cores of prefabricated or part is hereinafter to be referred as prefabricated node; Prefabricated or part precast beam is 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 reservation through hole of interspersed post master muscle and shear wall vertical reinforcement are set in the prefabricated node precast beam integrated component;

The lower end embedded bar sleeve of prefabricated post, chimeric each other with the reinforcing bar nose section that the lower floor post is stretched up, through in the sleeve and the horizontal joint that links to each other, annotating mortar, be connected to integral body with the lower floor post;

The lower end embedded bar sleeve of prefabricated shear wall, chimeric each other with the reinforcing bar nose section that the lower floor wall is stretched up, through perfusion mortar in the sleeve and the horizontal joint that links to each other, be connected to integral body with lower floor prefabricated shear wall;

Between prefabricated post and the prefabricated shear wall cast-in-place band is set, and coupled columns side embedded bar carries out level with prefabricated shear wall end face embedded bar and is connected in cast-in-place band, makes post and prefabricated shear wall be connected to integral body through cast-in-place concrete;

The upper end of prefabricated post is outstanding straight reinforcing bar; Running through the node area that is provided with in the prefabricated node precast beam integrated component reserves through hole and protrudes on the floor face; Reserve perfusion mortar in the horizontal joint between through hole and post upper end and the node, make post and node fixed for whole;

The upper end of prefabricated shear wall is outstanding straight reinforcing bar; Running through the Liang Qu that is provided with in the prefabricated node precast beam integrated component reserves through hole and protrudes on the floor face; Reserve perfusion mortar in the horizontal joint between through hole and prefabricated shear wall upper end and the precast beam, make prefabricated shear wall and precast beam fixed for whole.

Described assembly concrete framework-shear wall assembly unit syndeton is provided with horizontal fractionation and at this place the precast beam longitudinal reinforcement is carried out the level connection at said precast beam span centre, makes through cast-in-place concrete to be connected to integral body about precast beam.

Described assembly concrete framework-shear wall assembly unit syndeton, the fractionation connection that is provided with between prefabricated shear wall and the adjacent pillars in the optional position of said prefabricated shear wall horizontal direction is connected with the fractionation of setting up prefabricated shear wall self.

Described assembly concrete framework-shear wall assembly unit syndeton, the joint construction of employing U type muscle level overlap joint and vertical muscle bolt anchor makes post and prefabricated shear wall be connected to integral body through cast-in-place concrete between said post and the said prefabricated shear wall.

Described assembly concrete framework-shear wall assembly unit syndeton; Split on the wall limit between said prefabricated shear wall and the adjacent pillars; Between connection adopt cast-in-place band mode; Carry out the level overlap joint from prefabricated shear wall and the outstanding separately U type dowel that is provided with of adjacent pillars, it is overlapped each other form degree of lip-rounding closed confinement space, four interior angle places insert the bight vertical reinforcement from top to bottom at this closed space; With coupled columns side mutually concrete groove shear connector should be set respectively at prefabricated shear wall end face, wall groove shear connector is set on the prefabricated shear wall, post groove shear connector is set on the post; Through cast-in-place band portion formwork and poured in place concrete, make prefabricated shear wall and adjacent pillars form integral body.

Described assembly concrete framework-shear wall assembly unit syndeton is used for interting the reservation through hole of post master muscle and wall vertical reinforcement in the prefabricated node precast beam integrated component, the moulding of plastic products pipe is perhaps adopted in employing metal tube or metal bellows moulding.

Described assembly concrete framework-shear wall assembly unit syndeton, metal bellows adopt two rib bellowss, and its rib height is more than 1.5mm; The pore-forming internal diameter is decided according to wearing bar diameter d, is taken as 1.2d~3.0d.

Among the present invention, can use the frame shear wall structure thing of the assembly unit syndeton construction of above-mentioned any one described assembly concrete framework-shear wall.

The assembly unit 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 sides prefabricated post are stretched up is chimeric each other, and mortar is annotated in the back, location in the sleeve and the horizontal joint that links to each other;

In second step, the reinforcing bar nose section that lower end embedded bar sleeve and lower floor's wall of prefabricated shear wall are stretched up is chimeric each other, and the back, location is perfusion mortar in the sleeve and the horizontal joint that links to each other;

The 3rd step, post side embedded bar nose section is carried out level with prefabricated shear wall end face embedded bar nose section be connected, dispose vertical reinforcement simultaneously, then at cast-in-place band portion formwork and fluid concrete;

The 4th step; Prefabricated node precast beam integrated component is installed; The outstanding straight reinforcing bar of prefabricated post and prefabricated shear wall upper end runs through the reservation through hole that is provided with in the prefabricated node precast beam integrated component and protrudes on the floor face; Behind the location, perfusion mortar in node area is reserved the horizontal joint between through hole and post upper end and the node, the Xiang Liang district reserves perfusion mortar in the horizontal joint between through hole and prefabricated shear wall upper end and the precast beam;

The 5th step, floor slab construction, i.e. cast-in-situ floor, or installation laminated floor slab, the configuration upper reinforcement is also built the overlapping layers concrete, accomplishes this layer construction;

Carry out the last layer construction, repeat above five steps.

The assembly unit method of attachment of described assembly concrete framework-shear wall; When the precast beam span centre is provided with horizontal fractionation and need carries out the level connection to left and right sides precast beam section longitudinal reinforcement; After said prefabricated node precast beam integrated component installing and locating of the 4th step; Carrying out precast beam left and right sides longitudinal reinforcement level earlier connects; Perfusion mortar in node area is reserved the horizontal joint between through hole and post upper end and the node then, Xiang Liang district reserves the interior perfusion mortar of horizontal joint between through hole and prefabricated shear wall upper end and the precast beam, at last to precast beam connecting portion formwork and concreting.

Effect of the present invention:

The present invention is by prefabricated post, and prefabricated shear wall, prefabricated node precast beam integrated component constitute structure and split the assembly unit system.The member method of attachment is: prefabricated post and prefabricated shear wall adjacent surface are established the outstanding horizontal dowel of U type mutually, and the reservation through hole of interspersed post master muscle and wall vertical reinforcement is set in the prefabricated node precast beam integrated component.The lower end embedded bar sleeve of prefabricated post and prefabricated shear wall, chimeric each other with the reinforcing bar nose section that lower floor's post and lower floor's wall are stretched up.Through in the sleeve and the horizontal joint that links to each other, pouring into high-strength mortar, become one with lower floor's post and lower floor's wall.The upper end of prefabricated post and prefabricated shear wall is outstanding straight reinforcing bar; When prefabricated node precast beam integrated component is installed; Make it run through the through hole of reserving in the prefabricated node precast beam integrated component and protrude in more than the beam face (being floor face); Through in prefabricated node precast beam integrated component, reserving through hole and the horizontal joint perfusion high-strength mortar that links to each other, make prefabricated post and prefabricated node, prefabricated shear wall and precast beam are fixed to be whole.Cast-in-place band and employing U type muscle level overlap joint and vertical muscle bolt anchor structure are set between prefabricated post and the prefabricated shear wall.

Fractionation splicing structure and member method of attachment that the present invention proposes have following characteristics:

1. it is reasonable that each member splits the 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. the vertical reinforcement joint adopts single reinforced bar sleeve grouting butt joint, and joint is reliable; 5. reinforced bar sleeve grouting butt joint all is positioned at floor face high position slightly, is convenient to grouting operation, and joint efficiency is high.6. the shear wall vertical reinforcement is in by the two-sided distributing reinforcement of minimum structure requirement configuration, and it is that the big spacing diameter steel bar of a row is configured on the wall center line that the vertical reinforcement area of calculating needs is concentrated.So promptly satisfy the requirement of standard structure, bar splice is few again.Though amount of reinforcement increases slightly, sleeve is few, and economical (sleeve is expensive) also is convenient to construction; 7. cast-in-place bandwidth is little between the post wall, and the situ wet operation is few, and assembly rate is high.

[description of drawings]

Figure 1A-Fig. 1 E: first kind of assembly concrete frame shear wall structure of the present invention splits assembly unit joint construction figure.Wherein, the facade main view of Figure 1A for splitting; Figure 1B is the facade main view of assembly unit; Fig. 1 C does

I among Figure 1A-I sectional drawing; Fig. 1 D is II among Figure 1A-II sectional drawing; Fig. 1 E is Figure 1A central sill sectional view.

Fig. 2 A-Fig. 2 E: second kind of assembly concrete frame shear wall structure of the present invention splits assembly unit joint construction figure.Wherein, the facade main view of Fig. 2 A for splitting; Fig. 2 B is the facade main view of assembly unit; Fig. 2 C is I among Fig. 2 A-I sectional drawing; Fig. 2 D is II among Fig. 2 A-II sectional drawing; Fig. 2 E is a superposed beam sectional view among Fig. 2 A.

Fig. 3 A-Fig. 3 E: the third assembly concrete frame shear wall structure of the present invention splits assembly unit joint construction figure.Wherein, the facade main view of Fig. 3 A for splitting; Fig. 3 B is the facade main view of assembly unit; Fig. 3 C is I among Fig. 3 A-I sectional drawing; Fig. 3 D is II among Fig. 3 A-II sectional drawing; Fig. 3 E is a superposed beam sectional view among Fig. 3 A.

Fig. 4 A-Fig. 4 D: the 4th kind of assembly concrete frame shear wall structure of the present invention splits assembly unit joint construction figure.Wherein, the facade main view of Fig. 4 A for splitting; Fig. 4 B is the facade main view of assembly unit; Fig. 4 C is I among Fig. 4 A-I sectional drawing; Fig. 4 D is II among Fig. 4 A-II sectional drawing.

Fig. 5 A-Fig. 5 D: the 5th kind of assembly concrete frame shear wall structure of the present invention splits assembly unit joint construction figure.Wherein, the facade main view of Fig. 5 A for splitting; Fig. 5 B is the facade main view of assembly unit; Fig. 5 C is I among Fig. 5 A-I sectional drawing; Fig. 5 D is II among Fig. 5 A-II sectional drawing.

Fig. 6 A-Fig. 6 B: superposed beam and laminated floor slab sectional drawing.Wherein, Fig. 6 A is a cast-in-situ floor; Fig. 6 B laminated floor slab.

Fig. 7: the local cast-in-place sketch map of reinforced bar sleeve grouting butt joint in the girder span.

Fig. 8: the local cast-in-place sketch map of bar splicing in the girder span.

Among the figure: 1 precast beam; 11 reserve through hole; 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 bars; 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 cementation reinforcing steel bar connecting sleeve tubes; 115 right side grout compartment reinforcing bars; 116 bar splicing structures; 2 prefabricated shear walls; 21 shear wall vertical reinforcements; 22 shear wall vertical reinforcement butt muffs; 23 two-sided within the walls distribution bars; 24 wall U type dowels; 25 wall groove shear connectors; 3 posts; 31 post longitudinal reinforcements; 32 post longitudinal reinforcement butt muffs; 33 post U type dowels; 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 assembly unit syndeton of assembly concrete framework-shear wall of the present invention and assembly unit method of attachment, specific as follows:

(1) adopts by prefabricated or part prefabricated post (hereinafter to be referred as prefabricated post), the prefabricated or prefabricated shear wall of part (hereinafter to be referred as dry wall), prefabricated or prefabricated beam column joint cores of part (hereinafter to be referred as prefabricated node) and fractionation assembly unit system prefabricated or part 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 the levels shear wall, be provided with the reservation through hole of interspersed post master muscle and wall vertical reinforcement in the prefabricated node precast beam integrated component.The vertical reinforcement of prefabricated post and prefabricated shear wall all adopts lower end embedded bar sleeve, and straight reinforcing bar form is given prominence in the upper end.

(2) the reservation through hole that is used for interspersed post master muscle and wall vertical reinforcement in the prefabricated node precast beam integrated component can adopt metal tube or metal bellows moulding, also can adopt the moulding of plastic products pipe.Metal bellows should adopt two rib bellowss, and its rib Gao Yi is more than 1.5mm.The pore-forming internal diameter is decided according to wearing bar diameter d, generally should be taken as 1.2d~3.0d.

(3) split on the wall limit between prefabricated shear wall and the adjacent pillars, between connection adopt cast-in-place band mode, carry out level and overlap from the outstanding separately U type dowel that is provided with of prefabricated shear wall and adjacent pillars.It is overlapped each other form degree of lip-rounding closed confinement space, four interior angle places insert the bight vertical reinforcement from top to bottom at this closed space.In addition, with coupled columns side mutually concrete groove shear connector should be set respectively at the shear wall end face.Through cast-in-place band portion formwork and poured in place concrete, make shear wall and adjacent pillars form integral body.This connected mode can realize following working mechanism: U type overlap joint can reduce the lap length of reinforcing bar significantly on the one hand, further strengthens the anchoring of U type dowel again through Xiao's bolt effect of joint bar.This on the other hand reinforcement manner can form sleeper, strengthens the binding effect to shear wall, thereby improves the bearing capacity and the ductility of shear wall.Concrete groove shear connector is set,, reduces shearing slip, strengthen the co-operation of shear wall and peripheral frame to increase interface shearing strength.

Adopt U type muscle level overlap joint and vertical muscle bolt anchor structure can reduce the width of cast-in-place band between prefabricated post and the prefabricated shear wall, improve connection reliability.

(4) split at capital face and basal surface position between prefabricated post and the adjacent node, the vertical reinforcement in the prefabricated post adopts the lower end that sleeve is set, and straight reinforcing bar is given prominence in the upper end.Reinforced bar sleeve grouting docking mode is adopted in the prefabricated post lower end, leaves horizontal joint between post lower end and the floor face.Behind the installation in position, the perfusion high-strength mortar becomes one this layer post and lower floor's post and lower floor's beam folder node in the sleeve and the horizontal joint that links to each other.The prefabricated post upper end adopts the node through hole to wear muscle slip casting connected mode; Promptly when top prefabricated node precast beam integrated component is installed, make the outstanding main muscle in prefabricated post upper end run through the through hole that prefabricated intranodal reserves and protrude in more than the node (floor face), between post upper end and the node bottom surface horizontal joint also is set.Behind the installation in position, the perfusion high-strength mortar makes prefabricated post and prefabricated node in the through hole that prefabricated intranodal is reserved and the horizontal joint that links to each other, and fixed through prefabricated node and precast beam be integral body.

(5) split at wall end face and basal surface position between prefabricated shear wall and the adjacent beams, the vertical reinforcement in the prefabricated shear wall adopts the lower end that sleeve is set, and straight reinforcing bar is given prominence in the upper end.Reinforced bar sleeve grouting docking mode is adopted in prefabricated shear wall lower end, leaves horizontal joint between wall lower end and the floor face.Behind the installation in position, the perfusion high-strength mortar becomes one this layer body of wall and lower floor's body of wall folder beam in the sleeve and the horizontal joint that links to each other.Prefabricated shear wall upper end adopts the precast beam through hole to wear muscle slip casting connected mode; The vertical reinforcement that prefabricated shear wall upper end is given prominence to runs through the through hole of reserving in the precast beam and protrudes in more than the top surface of the beam (floor face), between shear wall upper end and the soffit horizontal joint also is set.Behind the installation in position, the perfusion high-strength mortar makes that prefabricated shear wall and precast beam are fixed to be integral body in the through hole of in precast beam, reserving and the horizontal joint that links to each other.

(6) more than assembling fractionation assembly unit system and the joint construction in the frame shear wall structure plane.Above-mentioned form be can adopt equally with the connection of plane external member (be the vertical direction member, comprise wall, beam, floor etc.), cast-in-place structural and other modes such as reserving through hole or embedded bar connection also can be adopted.

(7) job practices of structure fractionation assembly unit system of the present invention is: begin from every layer floor face, 1. prefabricated post is installed.Make column bottom sleeve and lower floor's post bar splice chimeric each other, in place after, the grouting of column bottom sleeve and horizontal joint connects → 2. dry wall between erection column.The bar splice that lifts the outside, body of wall to post plane earlier and keep a little higher than lower floor wall to stretch out; Confirming that post stretches out U type muscle and with the height that wall stretches out the mutually noninterfere of U type muscle body of wall is moved horizontally to intercolumniation, decline makes wall bottom sleeves and lower floor's wall bar splice chimeric each other then.After in place, U type muscle interior angle place's vertical reinforcement and colligation connect → are 3. inserted in the grouting of wall bottom sleeves and horizontal joint from top to bottom, accomplish 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 from top to bottom node precast beam integrated component, and make the outstanding straight reinforcing bar of prefabricated post and dry wall upper end run through the through hole of reserving in the prefabricated node precast beam integrated component.After prefabricated node precast beam integrated component is in place, in prefabricated node precast beam integrated component, reserve the floor slab construction of through hole and horizontal joint perfusion high-strength mortar → 5..Cast-in-situ floor, or laminated floor slab disposes upper reinforcement and builds the overlapping layers concrete.

Fig. 1 is the full prefabrication system of beam.Concrete frame-the shear wall structure of this mode mainly comprises: precast beam 1, reserve through hole 11, pre-buried vertical beam muscle or through hole 12, plate muscle 13, beam longitudinal reinforcement 14, prefabricated 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, concrete structure is following:

Prefabricated shear wall 2 two ends are connected with post 3 through cast-in-situ concrete III 5 respectively, mounting prefabricated beam 1 on prefabricated shear wall 2 and post 3; Through hole 11 is reserved in vertically having in precast beam 1, and the length direction in precast beam 1 is provided with beam longitudinal reinforcement 14; In precast beam 1 two end portions, have pre-buried vertical beam muscle or through hole 12 along thickness direction respectively;

Vertically wear shear wall vertical reinforcement 21 in the prefabricated shear wall 2, the reservation through hole 11 corresponding couplings in the upper end of shear wall vertical reinforcement 21 and the precast beam 1, and stretch out outside the precast beam 1; Prefabricated shear wall 2 bottoms are provided with shear wall vertical reinforcement butt muff 22, the shear wall vertical reinforcement 21 corresponding couplings that shear wall vertical reinforcement butt muff 22 is outer with stretching out precast beam 1;

Vertically wear post longitudinal reinforcement 31 in the post 3, the reservation through hole 11 corresponding couplings in the upper end of post longitudinal reinforcement 31 and the post 3, and stretch out outside the post 3; Post 3 bottoms are provided with post longitudinal reinforcement butt muff 32, the post longitudinal reinforcement 31 corresponding couplings that post longitudinal reinforcement butt muff 32 is outer with stretching out post 3;

Split on the wall limit between prefabricated shear wall 2 and the adjacent pillars 3; Between connection adopt cast-in-place band mode; Carry out the level overlap joint from the outstanding separately U type dowel that is provided with of prefabricated shear wall 2 and adjacent pillars 3, wall U type dowel 24 is set on the prefabricated shear wall 2, post U type dowel 33 is set on the post 3.It is overlapped each other form degree of lip-rounding closed confinement space, four interior angle places insert bight vertical reinforcement 8 from top to bottom at this closed space.In addition, with coupled columns side mutually concrete groove shear connector should be set respectively, wall groove shear connector 25 is set on the prefabricated shear wall 2, post groove shear connector 34 is set on the post 3 at the shear wall end face.Through cast-in-place band portion formwork and poured in place concrete, make shear wall and adjacent pillars form integral body.

Gap between said reservation through hole 11 and shear wall vertical reinforcement 21 and the 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 cast-in-place entirely.

Fig. 2 is the superposed beam mode.Concrete frame-the shear wall structure of this mode mainly comprises: precast beam 1, reserve 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, prefabricated 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, concrete structure is following:

Prefabricated shear wall 2 two ends are connected with post 3 through cast-in-situ concrete III 5 respectively, mounting prefabricated beam 1 on prefabricated shear wall 2 and post 3; Through hole 11 is reserved in vertically having in precast beam 1, and the length direction in precast beam 1 is provided with beam longitudinal reinforcement 14; In precast beam 1 two end portions, have pre-buried vertical beam muscle or through hole 12 along thickness direction respectively, precast beam 1 top plugs superposed beam muscle 15, and cast-in-situ concrete I 16 combines with precast beam 1 through superposed beam muscle 15;

Vertically wear shear wall vertical reinforcement 21 in the prefabricated shear wall 2, the reservation through hole 11 corresponding couplings in the upper end of shear wall vertical reinforcement 21 and the precast beam 1, and stretch out outside the precast beam 1; Prefabricated shear wall 2 bottoms are provided with shear wall vertical reinforcement butt muff 22, the shear wall vertical reinforcement 21 corresponding couplings that shear wall vertical reinforcement butt muff 22 is outer with stretching out precast beam 1;

Vertically wear post longitudinal reinforcement 31 in the post 3, the reservation through hole 11 corresponding couplings in the upper end of post longitudinal reinforcement 31 and the post 3, and stretch out outside the post 3; Post 3 bottoms are provided with post longitudinal reinforcement butt muff 32, the post longitudinal reinforcement 31 corresponding couplings that post longitudinal reinforcement butt muff 32 is outer with stretching out post 3;

Split on the wall limit between prefabricated shear wall 2 and the adjacent pillars 3; Between connection adopt cast-in-place band mode; Carry out the level overlap joint from the outstanding separately U type dowel that is provided with of prefabricated shear wall 2 and adjacent pillars 3, wall U type dowel 24 is set on the prefabricated shear wall 2, post U type dowel 33 is set on the post 3.It is overlapped each other form degree of lip-rounding closed confinement space, four interior angle places insert bight vertical reinforcement 8 from top to bottom at this closed space.In addition, with coupled columns side mutually concrete groove shear connector should be set respectively, wall groove shear connector 25 is set on the prefabricated shear wall 2, post groove shear connector 34 is set on the post 3 at the shear wall end face.Through cast-in-place band portion formwork and poured in place concrete, make shear wall and adjacent pillars form integral body.

Gap between said reservation through hole 11 and shear wall vertical reinforcement 21 and the post longitudinal reinforcement 31 is grouting 4.

Its advantage is as shown in Figure 6, and floor can be employed in the cast-in-situ floor 6 of complete cast-in-place mode on the precast beam 1, can be employed in the laminated floor slab 7 of superimposed sheet form on the precast beam 1 again.With complete cast-in-place the comparing of floor, adopt laminated floor slab when 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 this mode mainly comprises: precast beam 1, reserve the straight anchor of 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, reinforcing bar 17, prefabricated 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, concrete structure is following:

Prefabricated shear wall 2 two ends are connected with post 3 through cast-in-situ concrete III 5 respectively, mounting prefabricated beam 1 on prefabricated shear wall 2 and post 3; Through hole 11 is reserved in vertically having in precast beam 1, and the length direction in precast beam 1 is provided with beam longitudinal reinforcement 14; In precast beam 1 two end portions; Have pre-buried vertical beam muscle or through hole 12 along thickness direction respectively; Precast beam 1 top plugs superposed beam muscle 15, and superposed beam muscle 15 two ends connect fixing through the straight anchor 17 of reinforcing bar, and cast-in-situ concrete I 16 combines with precast beam 1 through superposed beam muscle 15, the straight anchor 17 of reinforcing bar;

Vertically wear shear wall vertical reinforcement 21 in the prefabricated shear wall 2, the reservation through hole 11 corresponding couplings in the upper end of shear wall vertical reinforcement 21 and the precast beam 1, and stretch out outside the precast beam 1; Prefabricated shear wall 2 bottoms are provided with shear wall vertical reinforcement butt muff 22, the shear wall vertical reinforcement 21 corresponding couplings that shear wall vertical reinforcement butt muff 22 is outer with stretching out precast beam 1;

Vertically wear post longitudinal reinforcement 31 in the post 3, the reservation through hole 11 corresponding couplings in the upper end of post longitudinal reinforcement 31 and the post 3, and stretch out outside the post 3; Post 3 bottoms are provided with post longitudinal reinforcement butt muff 32, the post longitudinal reinforcement 31 corresponding couplings that post longitudinal reinforcement butt muff 32 is outer with stretching out post 3;

Split on the wall limit between prefabricated shear wall 2 and the adjacent pillars 3; Between connection adopt cast-in-place band mode; Carry out the level overlap joint from the outstanding separately U type dowel that is provided with of prefabricated shear wall 2 and adjacent pillars 3, wall U type dowel 24 is set on the prefabricated shear wall 2, post U type dowel 33 is set on the post 3.It is overlapped each other form degree of lip-rounding closed confinement space, four interior angle places insert bight vertical reinforcement 8 from top to bottom at this closed space.In addition, with coupled columns side mutually concrete groove shear connector should be set respectively, wall groove shear connector 25 is set on the prefabricated shear wall 2, post groove shear connector 34 is set on the post 3 at the shear wall end face.Through cast-in-place band portion formwork and poured in place concrete, make shear wall and adjacent pillars form integral body.

Gap between said reservation through hole 11 and shear wall vertical reinforcement 21 and the 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 the laying simultaneously, and its end must adopt straight efficiently anchor worker method to be anchored in the in-situ layer.

Fig. 4 splits connection for beam is set in girder span, or in the middle of wall, increases the assembly unit connected mode that laterally splits.The former is applicable to that the frame shear wall structure middle frame is the situation of multispan, and the latter needs the situation of further segmenting wall body for reducing body of wall lifting weight.

Concrete frame-the shear wall structure of this mode mainly comprises: precast beam 1, reserve 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, prefabricated 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, concrete structure is following:

Prefabricated shear wall 2 two ends are connected with post 3 through cast-in-situ concrete III 5 respectively, mounting prefabricated beam 1 on prefabricated shear wall 2 and post 3; Through hole 11 is reserved in vertically having in precast beam 1, and the length direction in precast beam 1 is provided with beam longitudinal reinforcement 14; In precast beam 1 two end portions, have pre-buried vertical beam muscle or through hole 12 along thickness direction respectively; Connect through beam intermediate contact 18 between the contiguous prefabricated beam 1, beam intermediate contact 18 places adopt cast-in-situ concrete II 19;

Vertically wear shear wall vertical reinforcement 21 in the prefabricated shear wall 2, the reservation through hole 11 corresponding couplings in the upper end of shear wall vertical reinforcement 21 and the precast beam 1, and stretch out outside the precast beam 1; Prefabricated shear wall 2 bottoms are provided with shear wall vertical reinforcement butt muff 22, the shear wall vertical reinforcement 21 corresponding couplings that shear wall vertical reinforcement butt muff 22 is outer with stretching out precast beam 1;

Vertically wear post longitudinal reinforcement 31 in the post 3, the reservation through hole 11 corresponding couplings in the upper end of post longitudinal reinforcement 31 and the post 3, and stretch out outside the post 3; Post 3 bottoms are provided with post longitudinal reinforcement butt muff 32, the post longitudinal reinforcement 31 corresponding couplings that post longitudinal reinforcement butt muff 32 is outer with stretching out post 3;

Split on the wall limit between prefabricated shear wall 2 and the adjacent pillars 3; Between connection adopt cast-in-place band mode; Carry out the level overlap joint from the outstanding separately U type dowel that is provided with of prefabricated shear wall 2 and adjacent pillars 3, wall U type dowel 24 is set on the prefabricated shear wall 2, post U type dowel 33 is set on the post 3.It is overlapped each other form degree of lip-rounding closed confinement space, four interior angle places insert bight vertical reinforcement 8 from top to bottom at this closed space.In addition, with coupled columns side mutually concrete groove shear connector should be set respectively, wall groove shear connector 25 is set on the prefabricated shear wall 2, post groove shear connector 34 is set on the post 3 at the shear wall end face.Through cast-in-place band portion formwork and poured in place concrete, make shear wall and adjacent pillars form integral body.

Gap between said reservation through hole 11 and shear wall vertical reinforcement 21 and the post longitudinal reinforcement 31 is grouting 4.

Beam is set in the girder span splits when connecting, the longitudinal reinforcement connection can be adopted reinforced bar sleeve grouting docking mode as shown in Figure 7 in the girder span, also can adopt bar splicing mode as shown in Figure 8 and other modes.

As shown in Figure 7; Between the right side grout compartment reinforcing bar 115 on the left side grout compartment reinforcing bar 113 on the beam left end 110 and the beam right-hand member 112, be connected through cementation reinforcing steel bar connecting sleeve tube 114; Grouting grout outlet joint 111 is set on the cementation reinforcing steel bar connecting sleeve tube 114, and left side grout compartment reinforcing bar 113, right side grout compartment reinforcing bar 115 and cementation reinforcing steel bar connecting sleeve tube 114 are connected through cementation.As shown in Figure 8, be connected through bar splicing structure 116 between beam left end 110 and the beam right-hand member 112.

In addition; Shown in Figure 4 only is the example of the full prefabrication system of beam; For being set, beam splits connection in girder span; Or in the middle of wall, increase the assembly unit connected mode that laterally splits, can adopt superposed beam mode shown in Figure 2 equally, and the prefabricated node end face shown in Figure 3 node section prefabrication system concordant with superposed beam pre-erection end face.

Fig. 5 is multispan for framework and shear wall, and beam is at span centre, and shear wall is provided with the situation about being connected that splits at post with shear wall boundary and shear wall middle part.Concrete frame-the shear wall structure of this mode mainly comprises: precast beam 1, reserve 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, prefabricated 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, concrete structure is following:

Prefabricated shear wall 2 two ends are connected with post 3 through cast-in-situ concrete III 5 respectively, mounting prefabricated beam 1 on prefabricated shear wall 2 and post 3; Through hole 11 is reserved in vertically having in precast beam 1, and the length direction in precast beam 1 is provided with beam longitudinal reinforcement 14; In precast beam 1 two end portions, have pre-buried vertical beam muscle or through hole 12 along thickness direction respectively; Connect through beam intermediate contact 18 between the contiguous prefabricated beam 1, beam intermediate contact 18 places adopt cast-in-situ concrete II 19;

Vertically wear shear wall vertical reinforcement 21 in the prefabricated shear wall 2, the reservation through hole 11 corresponding couplings in the upper end of shear wall vertical reinforcement 21 and the precast beam 1, and stretch out outside the precast beam 1; Prefabricated shear wall 2 bottoms are provided with shear wall vertical reinforcement butt muff 22, the shear wall vertical reinforcement 21 corresponding couplings that shear wall vertical reinforcement butt muff 22 is outer with stretching out precast beam 1;

Vertically wear post longitudinal reinforcement 31 in the post 3, the reservation through hole 11 corresponding couplings in the upper end of post longitudinal reinforcement 31 and the post 3, and stretch out outside the post 3; Post 3 bottoms are provided with post longitudinal reinforcement butt muff 32, the post longitudinal reinforcement 31 corresponding couplings that post longitudinal reinforcement butt muff 32 is outer with stretching out post 3;

Split on the wall limit between prefabricated shear wall 2 and the adjacent pillars 3; Between connection adopt cast-in-place band mode; Carry out the level overlap joint from the outstanding separately U type dowel that is provided with of prefabricated shear wall 2 and adjacent pillars 3, wall U type dowel 24 is set on the prefabricated shear wall 2, post U type dowel 33 is set on the post 3.It is overlapped each other form degree of lip-rounding closed confinement space, four interior angle places insert bight vertical reinforcement 8 from top to bottom at this closed space.In addition, with coupled columns side mutually concrete groove shear connector should be set respectively, wall groove shear connector 25 is set on the prefabricated shear wall 2, post groove shear connector 34 is set on the post 3 at the shear wall end face.Through cast-in-place band portion formwork and poured in place concrete, make shear wall and adjacent pillars form integral body.

Gap between said reservation through hole 11 and shear wall vertical reinforcement 21 and the post longitudinal reinforcement 31 is grouting 4.

The fractionation assembly unit of multiple bay frame-shear wall structure and connected mode and single span are basic identical.In addition; Identical with Fig. 4; Shown in Figure 5 only is the example of the full prefabrication system of beam, splits connection for beam is set in girder span, or in the middle of wall, increases the assembly unit connected mode that laterally splits; Can adopt superposed beam mode shown in Figure 2 equally, and the prefabricated node end face shown in Figure 3 node section prefabrication system concordant with superposed beam pre-erection end face.

Can form sleeper as required in the U type muscle connected mode between shear wall and the adjacent pillars.The formation method of sleeper is, increases the radical and the diameter of vertical joint bar, simultaneously can the configuration single rectangle hoop realization stirrup encryption consistent with the closed muscle shape of U type separately between U type muscle.

Fractionation position between shear wall and the adjacent pillars is not limited to post and shear wall intersection.To be transported or lifted under the situation of restriction at wall size or weight, or in order to obtain better to connect effect, can be with splitting the position to shear wall one side shifting, a part of body of wall and post one is prefabricated.

Horizontal reinforcement method of attachment between shear wall and the adjacent pillars is not limited to U type muscle connected mode, also can adopt other overlapping modes or mechanical type connected mode.

The result shows; When the present invention constitutes 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 the levels shear wall.Through adopting rational and effective to split assembly unit system and member connected mode, reduce wet trades such as cast-in-place concrete to greatest extent, improve the assemblingization degree, realize energy-saving and emission-reduction, raise labour productivity, improve construction quality, the reduction of erection time.

Claims (10)

1. assembly concrete framework-shear wall assembly unit syndeton; It is characterized in that: constitute structure by prefabricated or part prefabricated post, the prefabricated or prefabricated shear wall of part, the prefabricated or prefabricated beam column joint cores of part and prefabricated or part precast beam and split the assembly unit system; Wherein: prefabricated or part prefabricated post, hereinafter to be referred as prefabricated post; The prefabricated shear wall of prefabricated or part is hereinafter to be referred as dry wall; The prefabricated beam column joint cores of prefabricated or part is hereinafter to be referred as prefabricated node; Prefabricated or part precast beam is 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 reservation through hole of interspersed post master muscle and shear wall vertical reinforcement are set in the prefabricated node precast beam integrated component;
The lower end embedded bar sleeve of prefabricated post, chimeric each other with the reinforcing bar nose section that the lower floor post is stretched up, through in the sleeve and the horizontal joint that links to each other, annotating mortar, be connected to integral body with the lower floor post;
The lower end embedded bar sleeve of prefabricated shear wall, chimeric each other with the reinforcing bar nose section that the lower floor wall is stretched up, through perfusion mortar in the sleeve and the horizontal joint that links to each other, be connected to integral body with lower floor prefabricated shear wall;
Between prefabricated post and the prefabricated shear wall cast-in-place band is set, and coupled columns side embedded bar carries out level with prefabricated shear wall end face embedded bar and is connected in cast-in-place band, makes post and prefabricated shear wall be connected to integral body through cast-in-place concrete;
The upper end of prefabricated post is outstanding straight reinforcing bar; Running through the node area that is provided with in the prefabricated node precast beam integrated component reserves through hole and protrudes on the floor face; Reserve perfusion mortar in the horizontal joint between through hole and post upper end and the node, make post and node fixed for whole;
The upper end of prefabricated shear wall is outstanding straight reinforcing bar; Running through the Liang Qu that is provided with in the prefabricated node precast beam integrated component reserves through hole and protrudes on the floor face; Reserve perfusion mortar in the horizontal joint between through hole and prefabricated shear wall upper end and the precast beam, make prefabricated shear wall and precast beam fixed for whole.
2. according to the described assembly concrete framework of claim 1-shear wall assembly unit syndeton; It is characterized in that; Horizontal fractionation is set and the precast beam longitudinal reinforcement is carried out the level connection at said precast beam span centre, make through cast-in-place concrete to be connected to integral body about precast beam at this place.
3. according to the described assembly concrete framework of claim 1-shear wall assembly unit syndeton; It is characterized in that the fractionation connection that is provided with in the optional position of said prefabricated shear wall horizontal direction between prefabricated shear wall and the adjacent pillars is connected with the fractionation of setting up prefabricated shear wall self.
4. according to the described assembly concrete framework of claim 1-shear wall assembly unit syndeton; It is characterized in that; Adopt the joint construction of U type muscle level overlap joint and vertical muscle bolt anchor between said post and the said prefabricated shear wall, make post and prefabricated shear wall be connected to integral body through cast-in-place concrete.
5. said according to the described assembly concrete framework of claim 4-shear wall assembly unit syndeton; It is characterized in that; Split on the wall limit between said prefabricated shear wall and the adjacent pillars, between connection adopt cast-in-place band mode, carry out level and overlap from the outstanding separately U type dowel that is provided with of prefabricated shear wall and adjacent pillars; It is overlapped each other form degree of lip-rounding closed confinement space, four interior angle places insert the bight vertical reinforcement from top to bottom at this closed space; With coupled columns side mutually concrete groove shear connector should be set respectively at prefabricated shear wall end face, wall groove shear connector is set on the prefabricated shear wall, post groove shear connector is set on the post; Through cast-in-place band portion formwork and poured in place concrete, make prefabricated shear wall and adjacent pillars form integral body.
6. according to the described assembly concrete framework of claim 1-shear wall assembly unit syndeton; It is characterized in that; The reservation through hole that is used for interspersed post master muscle and wall vertical reinforcement in the prefabricated node precast beam integrated component; Adopt metal tube or metal bellows moulding, perhaps adopt the moulding of plastic products pipe.
7. according to the described assembly concrete framework of claim 6-shear wall assembly unit syndeton, it is characterized in that metal bellows adopts two rib bellowss, its rib height is more than 1.5mm; The pore-forming internal diameter is decided according to wearing bar diameter d, is taken as 1.2d~3.0d.
8. use the frame shear wall structure thing of the assembly unit syndeton construction of any one described assembly concrete framework-shear wall in the claim 1 to 7.
9. the assembly unit method of attachment of an 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 sides prefabricated post are stretched up is chimeric each other, and mortar is annotated in the back, location in the sleeve and the horizontal joint that links to each other;
In second step, the reinforcing bar nose section that lower end embedded bar sleeve and lower floor's wall of prefabricated shear wall are stretched up is chimeric each other, and the back, location is perfusion mortar in the sleeve and the horizontal joint that links to each other;
The 3rd step, post side embedded bar nose section is carried out level with prefabricated shear wall end face embedded bar nose section be connected, dispose vertical reinforcement simultaneously, then at cast-in-place band portion formwork and fluid concrete;
The 4th step; Prefabricated node precast beam integrated component is installed; The outstanding straight reinforcing bar of prefabricated post and prefabricated shear wall upper end runs through the reservation through hole that is provided with in the prefabricated node precast beam integrated component and protrudes on the floor face; Behind the location, perfusion mortar in node area is reserved the horizontal joint between through hole and post upper end and the node, the Xiang Liang district reserves perfusion mortar in the horizontal joint between through hole and prefabricated shear wall upper end and the precast beam;
The 5th step, floor slab construction, i.e. cast-in-situ floor, or installation laminated floor slab, the configuration upper reinforcement is also built the overlapping layers concrete, accomplishes this layer construction;
Carry out the last layer construction, repeat above five steps.
10. the assembly unit method of attachment of the described assembly concrete framework-shear wall of claim 9; It is characterized in that; When the precast beam span centre is provided with horizontal fractionation and need carries out the level connection to left and right sides precast beam section longitudinal reinforcement; After said prefabricated node precast beam integrated component installing and locating of the 4th step, carry out precast beam left and right sides longitudinal reinforcement level earlier and connect, then perfusion mortar in node area is reserved the horizontal joint between through hole and post upper end and the node; The Xiang Liang district reserves perfusion mortar in the horizontal joint between through hole and prefabricated shear wall upper end and the precast beam, at last to precast beam connecting portion formwork and concreting.
CN201210281096.4A 2012-08-08 2012-08-08 Assembly connecting structure and assembly connecting method of assembled concrete frame and shear wall combination CN102808465B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201210281096.4A CN102808465B (en) 2012-08-08 2012-08-08 Assembly connecting structure and assembly connecting method of assembled concrete frame and shear wall combination

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201210281096.4A CN102808465B (en) 2012-08-08 2012-08-08 Assembly connecting structure and assembly connecting method of assembled concrete frame and shear wall combination

Publications (2)

Publication Number Publication Date
CN102808465A true CN102808465A (en) 2012-12-05
CN102808465B CN102808465B (en) 2014-07-09

Family

ID=47232321

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201210281096.4A CN102808465B (en) 2012-08-08 2012-08-08 Assembly connecting structure and assembly connecting method of assembled concrete frame and shear wall combination

Country Status (1)

Country Link
CN (1) CN102808465B (en)

Cited By (28)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103046669A (en) * 2012-12-10 2013-04-17 北京工业大学 Prefabricated high strength reinforced concrete shear wall with low strength energy dissipation strip and fabrication method
CN103088939A (en) * 2013-01-29 2013-05-08 湖南大学 Assembly interlocking prestressing force shear wall system and construction method thereof
CN103088940A (en) * 2013-01-29 2013-05-08 湖南大学 Composite shear wall and construction method thereof
CN103195183A (en) * 2013-03-28 2013-07-10 中铁建设集团有限公司 Standard unit assembled shock isolating and damping structure system
CN103306402A (en) * 2013-06-26 2013-09-18 中国十七冶集团有限公司 Non-superimposition beam type fabricated frame-shear wall connection structure and construction method thereof
CN103485548A (en) * 2013-10-17 2014-01-01 孟凡林 Vertical reinforcement connecting method for fabricated hollow concrete superimposed shear wall
CN103510639A (en) * 2013-10-15 2014-01-15 合肥工业大学 Overlapped plate type shear wall with restorability and constructing method thereof
CN103572865A (en) * 2013-10-23 2014-02-12 沈阳建筑大学 Prefabricated frame-shear wall wall-beam plane aggregate leakage outside connecting device
CN103572838A (en) * 2013-10-23 2014-02-12 沈阳建筑大学 External connecting technology for prefabricated frame, shear wall and beam panel
CN103590492A (en) * 2013-10-23 2014-02-19 沈阳建筑大学 Prefabricated-type external connection structure for lower half wall frame, shear wall and girder plane
CN103850363A (en) * 2014-03-11 2014-06-11 朱彤 Prefabricated through hole assembly type reinforced concrete shear wall and construction method of prefabricated through hole assembly type reinforced concrete shear wall
CN103924687A (en) * 2013-01-14 2014-07-16 上海核工程研究设计院 Connection method of steel plate-concrete composite shear wall and concrete shear wall
CN104032836A (en) * 2014-05-28 2014-09-10 同济大学 Tendon connecting joint for connecting buckling-restrained steel plate wall with concrete frame
CN104047381A (en) * 2014-07-04 2014-09-17 孟凡林 Assembly integrated type lightly reinforced concrete shear wall structure
CN104992613A (en) * 2015-07-28 2015-10-21 上海建工二建集团有限公司 Visual prefabricated shear wall construction indoor simulation teaching tool and mounting method
CN105369901A (en) * 2015-12-10 2016-03-02 中建三局集团有限公司重庆分公司 Floor slab embedded rebar structure
CN106065669A (en) * 2014-09-29 2016-11-02 中铁四局集团有限公司 Bar connecting mode in precast shear wall connecting elements
CN106088397A (en) * 2016-08-04 2016-11-09 广东省建筑设计研究院 Assembly concrete composite shear wall and construction method thereof
CN106436968A (en) * 2016-05-06 2017-02-22 湖南标迪夫节能科技有限公司 Manufacturing method for wallboard of steel-concrete combination structure
CN106436894A (en) * 2016-09-29 2017-02-22 中国航天建设集团有限公司 Novel prefabricated house and construction method thereof
CN106869331A (en) * 2017-01-18 2017-06-20 成张佳宁 The connection method of precast shear wall composite beam in assembled RC frame-shear structures
CN107675838A (en) * 2017-09-26 2018-02-09 中国二十二冶集团有限公司 Assembled architecture sidewalk brick precast beam embedded sleeve barrel joint bar construction method
CN108222321A (en) * 2016-12-22 2018-06-29 李聪 A kind of building construction method of precast shear wall and precast floor slab
CN108589970A (en) * 2018-05-18 2018-09-28 中国二十二冶集团有限公司 The construction method of prefabricated window frame shear wall
CN108643381A (en) * 2018-05-18 2018-10-12 中国二十二冶集团有限公司 Assembly of shear wall structure is without support bottom bridging method
CN108755728A (en) * 2018-06-22 2018-11-06 中船第九设计研究院工程有限公司 A method of it is connect with pile foundation for launching way beam
CN109138154A (en) * 2018-10-19 2019-01-04 南通大学 A kind of fabric concrete prefabricated element joint connecting method
CN109415896A (en) * 2016-04-28 2019-03-01 印度预制基础设施私人有限公司 The system and method that wall for precast shear wall is connect with wall

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH11172810A (en) * 1997-12-16 1999-06-29 Dps Bridge Works Co Ltd Earthquake resisting wall and earthquake resisting reinforcing structure
JP2000291130A (en) * 1999-04-12 2000-10-17 Toyo Alex Corp Plate member excellent in earthquake resistance, and building structure using the same
CN2811428Y (en) * 2005-07-08 2006-08-30 马小萍 Frame-shear structure for cast-in-place reinforced concrete floor slab and large floating slab combined building
CN101012670A (en) * 2006-12-29 2007-08-08 北京工业大学 Shearing wall constrained and galvanized iron sheet enveloped no-binding energy dissipating steel support and method for making same
CN101046109A (en) * 2006-03-31 2007-10-03 同济大学 New type of frame supported shear wall structure and its making process
CN202831296U (en) * 2012-08-08 2013-03-27 沈阳建筑大学 Assembled spliced connecting structure of concrete frame-shear wall and structure constructed

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH11172810A (en) * 1997-12-16 1999-06-29 Dps Bridge Works Co Ltd Earthquake resisting wall and earthquake resisting reinforcing structure
JP2000291130A (en) * 1999-04-12 2000-10-17 Toyo Alex Corp Plate member excellent in earthquake resistance, and building structure using the same
CN2811428Y (en) * 2005-07-08 2006-08-30 马小萍 Frame-shear structure for cast-in-place reinforced concrete floor slab and large floating slab combined building
CN101046109A (en) * 2006-03-31 2007-10-03 同济大学 New type of frame supported shear wall structure and its making process
CN101012670A (en) * 2006-12-29 2007-08-08 北京工业大学 Shearing wall constrained and galvanized iron sheet enveloped no-binding energy dissipating steel support and method for making same
CN202831296U (en) * 2012-08-08 2013-03-27 沈阳建筑大学 Assembled spliced connecting structure of concrete frame-shear wall and structure constructed

Cited By (33)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103046669B (en) * 2012-12-10 2015-04-29 北京工业大学 Prefabricated high strength reinforced concrete shear wall with low strength energy dissipation strip and fabrication method
CN103046669A (en) * 2012-12-10 2013-04-17 北京工业大学 Prefabricated high strength reinforced concrete shear wall with low strength energy dissipation strip and fabrication method
CN103924687A (en) * 2013-01-14 2014-07-16 上海核工程研究设计院 Connection method of steel plate-concrete composite shear wall and concrete shear wall
CN103088939A (en) * 2013-01-29 2013-05-08 湖南大学 Assembly interlocking prestressing force shear wall system and construction method thereof
CN103088940A (en) * 2013-01-29 2013-05-08 湖南大学 Composite shear wall and construction method thereof
CN103195183A (en) * 2013-03-28 2013-07-10 中铁建设集团有限公司 Standard unit assembled shock isolating and damping structure system
CN103306402A (en) * 2013-06-26 2013-09-18 中国十七冶集团有限公司 Non-superimposition beam type fabricated frame-shear wall connection structure and construction method thereof
CN103306402B (en) * 2013-06-26 2015-04-08 中国十七冶集团有限公司 Non-superimposition beam type fabricated frame-shear wall connection structure and construction method thereof
CN103510639A (en) * 2013-10-15 2014-01-15 合肥工业大学 Overlapped plate type shear wall with restorability and constructing method thereof
CN103510639B (en) * 2013-10-15 2016-03-23 合肥工业大学 A kind of can the overlaid plate type shear wall of restore funcitons and implementation method thereof
CN103485548A (en) * 2013-10-17 2014-01-01 孟凡林 Vertical reinforcement connecting method for fabricated hollow concrete superimposed shear wall
CN103572838A (en) * 2013-10-23 2014-02-12 沈阳建筑大学 External connecting technology for prefabricated frame, shear wall and beam panel
CN103590492A (en) * 2013-10-23 2014-02-19 沈阳建筑大学 Prefabricated-type external connection structure for lower half wall frame, shear wall and girder plane
CN103572865B (en) * 2013-10-23 2016-08-24 沈阳建筑大学 Prefabricated assembled Frame-Shear Wall wall-face, Liangping aggregate leakage outside connecting device
CN103572865A (en) * 2013-10-23 2014-02-12 沈阳建筑大学 Prefabricated frame-shear wall wall-beam plane aggregate leakage outside connecting device
CN103850363A (en) * 2014-03-11 2014-06-11 朱彤 Prefabricated through hole assembly type reinforced concrete shear wall and construction method of prefabricated through hole assembly type reinforced concrete shear wall
CN104032836B (en) * 2014-05-28 2017-01-04 同济大学 What buckling-restrained steel plate wall was connected with concrete frame wears muscle connection node
CN104032836A (en) * 2014-05-28 2014-09-10 同济大学 Tendon connecting joint for connecting buckling-restrained steel plate wall with concrete frame
CN104047381A (en) * 2014-07-04 2014-09-17 孟凡林 Assembly integrated type lightly reinforced concrete shear wall structure
CN106065669A (en) * 2014-09-29 2016-11-02 中铁四局集团有限公司 Bar connecting mode in precast shear wall connecting elements
CN104992613A (en) * 2015-07-28 2015-10-21 上海建工二建集团有限公司 Visual prefabricated shear wall construction indoor simulation teaching tool and mounting method
CN105369901A (en) * 2015-12-10 2016-03-02 中建三局集团有限公司重庆分公司 Floor slab embedded rebar structure
CN109415896A (en) * 2016-04-28 2019-03-01 印度预制基础设施私人有限公司 The system and method that wall for precast shear wall is connect with wall
CN106436968A (en) * 2016-05-06 2017-02-22 湖南标迪夫节能科技有限公司 Manufacturing method for wallboard of steel-concrete combination structure
CN106088397A (en) * 2016-08-04 2016-11-09 广东省建筑设计研究院 Assembly concrete composite shear wall and construction method thereof
CN106436894A (en) * 2016-09-29 2017-02-22 中国航天建设集团有限公司 Novel prefabricated house and construction method thereof
CN108222321A (en) * 2016-12-22 2018-06-29 李聪 A kind of building construction method of precast shear wall and precast floor slab
CN106869331A (en) * 2017-01-18 2017-06-20 成张佳宁 The connection method of precast shear wall composite beam in assembled RC frame-shear structures
CN107675838A (en) * 2017-09-26 2018-02-09 中国二十二冶集团有限公司 Assembled architecture sidewalk brick precast beam embedded sleeve barrel joint bar construction method
CN108589970A (en) * 2018-05-18 2018-09-28 中国二十二冶集团有限公司 The construction method of prefabricated window frame shear wall
CN108643381A (en) * 2018-05-18 2018-10-12 中国二十二冶集团有限公司 Assembly of shear wall structure is without support bottom bridging method
CN108755728A (en) * 2018-06-22 2018-11-06 中船第九设计研究院工程有限公司 A method of it is connect with pile foundation for launching way beam
CN109138154A (en) * 2018-10-19 2019-01-04 南通大学 A kind of fabric concrete prefabricated element joint connecting method

Also Published As

Publication number Publication date
CN102808465B (en) 2014-07-09

Similar Documents

Publication Publication Date Title
US20160362867A1 (en) Modular construction mold apparatus and method for constructing concrete buildings and structures
US9518401B2 (en) Open web composite shear connector construction
CN103924711B (en) The construction technology of assembling grillage shear wall structural system
CN203834739U (en) End steel board connection, positioning and assembly type shear wall structure
CN103741792B (en) Overall assembling frame system and construction method
CN102561553B (en) Prefabricated concrete-filled steel tube frame-shear wall and construction method thereof
CN203097016U (en) Assembled-type concrete frame shear wall structure
CN102808450A (en) Assembled monolithic shear wall building structure and construction method thereof
US20100024332A1 (en) Structural element and methods of use thereof
KR20040006564A (en) Composite Deck having Frame and Concrete
CN203320738U (en) Assembled concrete frame-shear wall structure
CN103572873B (en) Assembled integral floor and construction method thereof
EP3263795B1 (en) Composite structural wall and method of construction thereof
CN103741881B (en) Assembling frame post and construction method
CN103243838B (en) Connection structure of integrally assembled concrete frame and shear wall
CN103741811B (en) Sleeper formula precast reinforced concrete structure node
CN104060761B (en) U-shaped steel concrete combination beam and construction method thereof
CN203113553U (en) Prefabricated concrete frame-shear wall structure
CN104264895A (en) Prestressed concrete F slab and frame structure system
CN204386002U (en) A kind of precast assemble floor system
CN103628563B (en) A kind of hollow precast concrete member and preparation method
CN204531066U (en) Assembly concrete-filled steel tube shear wall splits assembled syndeton
WO2018233440A1 (en) Node connection structure for prestressed prefabricated concrete frame and construction method thereof
CN106149540A (en) Assembling steel plate composite beam bridge and construction method thereof based on steel reinforced concrete combined bridge deck
CN103572840A (en) Notch-key type prefabricated member connection node and connection method

Legal Events

Date Code Title Description
PB01 Publication
C06 Publication
SE01 Entry into force of request for substantive examination
C10 Entry into substantive examination
GR01 Patent grant
C14 Grant of patent or utility model