CN202831296U - Assembled spliced connecting structure of concrete frame-shear wall and structure constructed - Google Patents

Assembled spliced connecting structure of concrete frame-shear wall and structure constructed Download PDF

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Publication number
CN202831296U
CN202831296U CN 201220391741 CN201220391741U CN202831296U CN 202831296 U CN202831296 U CN 202831296U CN 201220391741 CN201220391741 CN 201220391741 CN 201220391741 U CN201220391741 U CN 201220391741U CN 202831296 U CN202831296 U CN 202831296U
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China
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shear
precast
post
prefabricated
node
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CN 201220391741
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Chinese (zh)
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赵唯坚
孙长征
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沈阳建筑大学
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Priority to CN 201220391741 priority Critical patent/CN202831296U/en
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Abstract

The utility model relates to the field of an assembled concrete structure, in particular to an assembled spliced connecting structure of a concrete frame-a shear wall and a structure thereof. A cast-in-situ belt is arranged between a prefabricated column and a prefabricated shear wall to connect a pre-buried rib of the column and wall. A vertical through hole is reserved in a prefabricated node+prefabricated beam integrated member to connect the upper and lower columns and vertical reinforcing bars of upper and lower shear walls. Reinforcing bar sleeves are pre-buried at the lower ends of the prefabricated column and the prefabricated shear wall to be embedded with reinforcing bar protruding sections extending from the lower column and the lower wall so as to be integrated with the lower column and the lower wall by pouring mortar. A through hole reserved in the prefabricated node+prefabricated beam integrated member is threaded at the upper ends of the prefabricated column and shear wall protruding a straight reinforcing bar and protrudes above the floor plane. The prefabricated column and node as well as the prefabricated shear wall and beam are combined integrally by pouring mortar. According to the utility model, wet construction such as in-situ pouring concrete is reduced to the maximum extent, so that the construction quality is improved, the construction period is shortened, and the energy is saved and the emission is reduced.

Description

The works of assembly concrete Frame-Shear Wall assembly unit syndeton and construction

[technical field]

The utility model 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 is consisted of by prefabricated post, precast wall body, prefabricated node and precast beam, member connects structure, by this assembly unit system and the works that is connected the structure construction, and the assembly unit 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 that is made of prefabricated post, precast wall body, prefabricated node and precast beam there is not yet the work literary composition.Compare 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 mainly is 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 the arrangement of reinforcement constructional difficulties, is difficult to guarantee node construction quality.The current practice of fabricated 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 double-sided ribs, its radical is too much, and lap length is longer, is not easy to construction.

[utility model content]

The purpose of this utility model is to provide a kind of assembling assembly unit syndeton of concrete frame-shear wall structure and the works of construction thereof, rationally effectively split assembly unit system and member connected mode by adopting, reduce to greatest extent the wet trades such as cast-in-place concrete, improve the assemblingization degree, realize energy-saving and emission-reduction, raise labour productivity, improve construction quality, the reduction of erection time.

The technical solution of the utility model:

A kind of assembly concrete Frame-Shear Wall assembly unit syndeton, consist of 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 the assembly unit system, wherein: prefabricated or partial precast post, hereinafter to be referred as prefabricated post; Prefabricated or partial precast shear wall is hereinafter to be referred as dry wall; Prefabricated or partial precast beam column node core area is hereinafter to be referred as prefabricated node; Prefabricated or partial 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, mutually chimeric with the reinforcing bar nose section that the lower floor post is stretched up, by in 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 precast shear wall, mutually chimeric with the reinforcing bar nose section that the lower floor wall is stretched up, by perfusion mortar in sleeve and the horizontal joint that links to each other, be connected to integral body with the lower floor precast shear wall;

Cast-in-place band is set between prefabricated post and the 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 integral body by cast-in-place concrete;

The upper end of prefabricated post is outstanding straight reinforcing bar, running through the node area that arranges in the prefabricated node precast beam integrated component reserves through hole and protrudes from 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 precast shear wall is outstanding straight reinforcing bar, running through the Liang Qu that arranges in the prefabricated node precast beam integrated component reserves through hole and protrudes from the floor face, reserve perfusion mortar in the horizontal joint between through hole and precast shear wall upper end and the precast beam, make precast shear wall and precast beam fixed for whole.

Described assembly concrete Frame-Shear Wall assembly unit syndeton arranges horizontal fractionation and at this place the precast beam longitudinal reinforcement is carried out level connection joint at described precast beam span centre, makes by cast-in-place concrete to be connected to integral body about precast beam.

Described assembly concrete Frame-Shear Wall assembly unit syndeton, the fractionation that arranges between precast shear wall and the adjacent post in described precast shear wall horizontal direction connects and the fractionation connection of being connected precast shear wall self.

Described assembly concrete Frame-Shear Wall assembly unit syndeton adopts the structure that is connected of U-shaped muscle level overlap joint and vertical muscle bolt anchor between described post and the described precast shear wall, make post and precast shear wall be connected to integral body by cast-in-place concrete.

Described assembly concrete Frame-Shear Wall assembly unit syndeton, split on the wall limit between described precast shear wall and the adjacent post, between connection adopt cast-in-place band mode, U-shaped dowel is set carries out the level overlap joint from precast shear wall and adjacent post are outstanding separately, it is overlapped mutually 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 is set respectively at the precast shear wall end face, wall groove shear connector is set on the precast shear wall, post groove shear connector is set on the post; By cast-in-place band portion formwork and poured in place concrete, make precast shear wall and adjacent post form integral body.

Be used for the reservation through hole of interspersed post master muscle and wall vertical reinforcement in the described assembly concrete Frame-Shear Wall assembly unit syndeton, prefabricated node precast beam integrated component, adopt metal tube or metal bellows moulding, perhaps adopt the moulding of plastics QC.

Described assembly concrete Frame-Shear Wall assembly unit syndeton, metal bellows adopt two rib bellowss, and its rib is high more than 1.5mm; The pore-forming internal diameter is 1.2~3.0 times of the bar diameter of wearing.

In the utility model, can use the frame shear wall structure thing of the assembly unit syndeton construction of above-mentioned any one described assembly concrete Frame-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 mutually chimeric, locate backward sleeve and the interior mortar of annotating of the horizontal joint that links to each other;

Second step, the reinforcing bar nose section that lower end embedded bar sleeve and lower floor's wall of precast shear wall are stretched up is mutually chimeric, locate backward sleeve and the interior perfusion mortar of the horizontal joint that links to each other;

The 3rd step, post side embedded bar nose section and precast shear wall end face embedded bar nose section are carried out level connection joint, configure simultaneously vertical reinforcement, 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 precast shear wall upper end runs through the reservation through hole that arranges in the prefabricated node precast beam integrated component and protrudes from the floor face, behind the location, perfusion mortar on node area reservation through hole and post and in the horizontal joint between the node, the Xiang Liang district reserves the interior perfusion mortar of horizontal joint between through hole and precast 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, finishes this layer construction;

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

The assembly unit method of attachment of described assembly concrete Frame-Shear Wall, when the precast beam span centre arranges horizontal fractionation and need carry out level connection joint to left and right sides precast beam section longitudinal reinforcement, after described the 4th step, prefabricated node precast beam integrated component was installed the location, carry out first precast beam left and right sides longitudinal reinforcement level connection joint, then reserve perfusion mortar in the horizontal joint between through hole and post upper end and the node to node area, the Xiang Liang district reserves the interior perfusion mortar of horizontal joint between through hole and precast shear wall upper end and the precast beam, at last to precast beam connecting portion formwork and concreting.

Effect of the present utility model:

The utility model is by prefabricated post, and precast shear wall, prefabricated node precast beam integrated component consist of structure and split the assembly unit system.The 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 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 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 in 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 precast 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 from more than the beam face (being floor face), by in prefabricated node precast beam integrated component, reserving through hole and linking to each other horizontal joint perfusion high-strength mortar, make prefabricated post and prefabricated node, precast shear wall and precast beam are fixed to be whole.Cast-in-place band is set between prefabricated post and the precast shear wall and adopts U-shaped muscle level overlap joint and vertical muscle bolt anchor structure.

Fractionation splicing structure and the member method of attachment that the utility model 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 docking, and joint is reliable; 5. reinforced bar sleeve grouting docking all is positioned at slightly high position of floor face, is convenient to grouting operation, and joint efficiency is high.6. the shear wall vertical reinforcement is that the large spacing diameter steel bar of a row is configured on the Wall center line with calculating the vertical reinforcement area that needs concentrated in by the two-sided distribution bar of minimum structure requirement configuration.So namely satisfy 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. 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: the utility model the first assembly concrete frame shear wall structure splits assembly unit and connects constructional drawing.Wherein, the facade main view of Figure 1A for splitting; Figure 1B is the facade main view of assembly unit; Fig. 1 C is 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: the utility model the second assembly concrete frame shear wall structure splits assembly unit and connects constructional drawing.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 superposed beam sectional view among Fig. 2 A.

Fig. 3 A-Fig. 3 E: the third assembly concrete frame shear wall structure of the utility model splits assembly unit and connects constructional drawing.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 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 utility model splits assembly unit and connects constructional drawing.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 utility model splits assembly unit and connects constructional drawing.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 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 the girder span.

Fig. 8: the local cast-in-place schematic diagram 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 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 walls; 25 wall groove shear connectors; 3 posts; 31 post longitudinal reinforcements; 32 post longitudinal reinforcement butt muffs; The U-shaped dowel of 33 posts; 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 the utility model assembly concrete Frame-Shear Wall and assembly unit method of attachment, specific as follows:

(1) adopts 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 fractionation assembly unit system 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 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 precast 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 plastics QC.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 precast shear wall and the adjacent post, between connection adopt cast-in-place band mode, U-shaped dowel be set carry out the level overlap joint from precast shear wall and adjacent post are outstanding separately.It is overlapped mutually 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.By cast-in-place band portion formwork and poured in place concrete, make shear wall and adjacent post form integral body.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 the precast 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 makes this layer post press from both sides node with lower floor's post and lower floor's beam to become one in 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, namely 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 of reserving in the prefabricated node and protrude from 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 of reserving in the prefabricated node and the horizontal joint that links to each other, and fixed by prefabricated node and precast beam be integral body.

(5) split at wall end face and basal surface position between precast shear wall and the adjacent beams, the vertical reinforcement in the precast 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 the precast 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 makes this layer body of wall and lower floor body of wall press from both sides beam to become one in sleeve and the horizontal joint that links to each other.The precast shear wall upper end adopts the precast beam through hole to wear muscle slip casting connected mode, the vertical reinforcement that namely the precast shear wall upper end is given prominence to runs through the through hole of reserving in the precast beam and protrudes from 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 precast shear wall and precast beam are fixed to be integral body in the through hole of reserving in the precast beam and the horizontal joint that links to each other.

(6) be assembling fractionation assembly unit system and the connection structure in the frame shear wall structure plane more than.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 the utility model structure fractionation assembly unit system is: from every layer floor face, 1. prefabricated post is installed.Make column bottom sleeve and lower floor's post bar splice mutually chimeric, in place after, the grouting of column bottom sleeve and horizontal joint connects → 2. dry wall between erection column.Lift first body of wall to the outside, post plane and the bar splice that keeps a little higher than lower floor wall to stretch out, confirming that post stretches out the height that U-shaped muscle and wall stretch out U-shaped muscle mutually noninterfere body of wall is moved horizontally to intercolumniation, then descending makes wall bottom sleeves and lower floor's wall bar splice mutually chimeric.After in place, U-shaped 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, finish 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 the through hole of reserving in the prefabricated node precast beam integrated component.After prefabricated node precast beam integrated component is in place, reserve the floor slab construction of through hole and horizontal joint perfusion high-strength mortar → 5. in the prefabricated node precast beam integrated component.Cast-in-situ floor, or laminated floor slab configures 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, precast shear wall 2, shear wall vertical reinforcement 21, shear wall vertical reinforcement butt muff 22, within the walls 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., concrete structure is as follows:

Precast shear wall 2 two ends are connected with post 3 by cast-in-situ concrete III 5 respectively, at precast shear wall 2 and post 3 precast beam 1 are installed; Through hole 11 is reserved in vertically having in precast beam 1, and the length direction in precast beam 1 arranges beam longitudinal reinforcement 14; In precast beam 1 two end portions, through-thickness has pre-buried vertical beam muscle or through hole 12 respectively;

Vertically wear shear wall vertical reinforcement 21 in the precast 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; Precast shear wall 2 bottoms arrange 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 arrange 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 precast shear wall 2 and the adjacent post 3, between connection adopt cast-in-place band mode, U-shaped dowel is set carries out the level overlap joint from precast shear wall 2 and adjacent post 3 are outstanding separately, the U-shaped dowel 24 of wall is set on the precast shear wall 2, the U-shaped dowel 33 of post is set on the post 3.It is overlapped mutually 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 at the shear wall end face, wall groove shear connector 25 is set on the precast shear wall 2, post groove shear connector 34 is set on the post 3.By cast-in-place band portion formwork and poured in place concrete, make shear wall and adjacent post form integral body.

Gap between described 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 entirely cast-in-place.

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, precast shear wall 2, shear wall vertical reinforcement 21, shear wall vertical reinforcement butt muff 22, within the walls 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., concrete structure is as follows:

Precast shear wall 2 two ends are connected with post 3 by cast-in-situ concrete III 5 respectively, at precast shear wall 2 and post 3 precast beam 1 are installed; Through hole 11 is reserved in vertically having in precast beam 1, and the length direction in precast beam 1 arranges beam longitudinal reinforcement 14; In precast beam 1 two end portions, through-thickness has pre-buried vertical beam muscle or through hole 12 respectively, and precast beam 1 top plugs superposed beam muscle 15, and cast-in-situ concrete I 16 is by superposed beam muscle 15 and precast beam 1 combination;

Vertically wear shear wall vertical reinforcement 21 in the precast 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; Precast shear wall 2 bottoms arrange 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 arrange 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 precast shear wall 2 and the adjacent post 3, between connection adopt cast-in-place band mode, U-shaped dowel is set carries out the level overlap joint from precast shear wall 2 and adjacent post 3 are outstanding separately, the U-shaped dowel 24 of wall is set on the precast shear wall 2, the U-shaped dowel 33 of post is set on the post 3.It is overlapped mutually 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 at the shear wall end face, wall groove shear connector 25 is set on the precast shear wall 2, post groove shear connector 34 is set on the post 3.By cast-in-place band portion formwork and poured in place concrete, make shear wall and adjacent post form integral body.

Gap between described 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 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 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 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, within the walls 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., concrete structure is as follows:

Precast shear wall 2 two ends are connected with post 3 by cast-in-situ concrete III 5 respectively, at precast shear wall 2 and post 3 precast beam 1 are installed; Through hole 11 is reserved in vertically having in precast beam 1, and the length direction in precast beam 1 arranges beam longitudinal reinforcement 14; In precast beam 1 two end portions, through-thickness has pre-buried vertical beam muscle or through hole 12 respectively, precast beam 1 top plugs superposed beam muscle 15, and superposed beam muscle 15 two ends are connected and fixed by the straight anchor 17 of reinforcing bar, and cast-in-situ concrete I 16 is by superposed beam muscle 15, the straight anchor 17 of reinforcing bar and precast beam 1 combination;

Vertically wear shear wall vertical reinforcement 21 in the precast 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; Precast shear wall 2 bottoms arrange 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 arrange 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 precast shear wall 2 and the adjacent post 3, between connection adopt cast-in-place band mode, U-shaped dowel is set carries out the level overlap joint from precast shear wall 2 and adjacent post 3 are outstanding separately, the U-shaped dowel 24 of wall is set on the precast shear wall 2, the U-shaped dowel 33 of post is set on the post 3.It is overlapped mutually 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 at the shear wall end face, wall groove shear connector 25 is set on the precast shear wall 2, post groove shear connector 34 is set on the post 3.By cast-in-place band portion formwork and poured in place concrete, make shear wall and adjacent post form integral body.

Gap between described 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 efficiently straight anchor engineering method to be anchored in the in-situ layer.

Fig. 4 splits connection for beam is set in girder span, or increases the assembly unit connected mode that laterally splits in the middle of wall.The former is applicable to the situation that the 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 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, precast shear wall 2, shear wall vertical reinforcement 21, shear wall vertical reinforcement butt muff 22, within the walls 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., concrete structure is as follows:

Precast shear wall 2 two ends are connected with post 3 by cast-in-situ concrete III 5 respectively, at precast shear wall 2 and post 3 precast beam 1 are installed; Through hole 11 is reserved in vertically having in precast beam 1, and the length direction in precast beam 1 arranges beam longitudinal reinforcement 14; In precast beam 1 two end portions, through-thickness has pre-buried vertical beam muscle or through hole 12 respectively; Connect by 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 precast 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; Precast shear wall 2 bottoms arrange 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 arrange 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 precast shear wall 2 and the adjacent post 3, between connection adopt cast-in-place band mode, U-shaped dowel is set carries out the level overlap joint from precast shear wall 2 and adjacent post 3 are outstanding separately, the U-shaped dowel 24 of wall is set on the precast shear wall 2, the U-shaped dowel 33 of post is set on the post 3.It is overlapped mutually 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 at the shear wall end face, wall groove shear connector 25 is set on the precast shear wall 2, post groove shear connector 34 is set on the post 3.By cast-in-place band portion formwork and poured in place concrete, make shear wall and adjacent post form integral body.

Gap between described 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, longitudinal reinforcement connects the reinforced bar sleeve grouting docking mode that can adopt as shown in Figure 7 in the girder span, also can adopt as shown in Figure 8 bar splicing mode 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 by cement grouting steel bar branch sleeve 114, grouting grout outlet joint 111 is set on the cement grouting steel bar branch sleeve 114, and left side grout compartment reinforcing bar 113, right side grout compartment reinforcing bar 115 and cement grouting steel bar branch sleeve 114 are connected by cementation.As shown in Figure 8, be connected by 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 the assembly unit connected mode that increase laterally splits in the middle of wall, can adopt equally superposed beam mode shown in Figure 2, 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 that framework and shear wall are multispan, and beam is at span centre, and shear wall is connected the shear wall middle part at post the situation about connecting that splits is set with the shear wall boundary.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, precast shear wall 2, shear wall vertical reinforcement 21, shear wall vertical reinforcement butt muff 22, within the walls 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., concrete structure is as follows:

Precast shear wall 2 two ends are connected with post 3 by cast-in-situ concrete III 5 respectively, at precast shear wall 2 and post 3 precast beam 1 are installed; Through hole 11 is reserved in vertically having in precast beam 1, and the length direction in precast beam 1 arranges beam longitudinal reinforcement 14; In precast beam 1 two end portions, through-thickness has pre-buried vertical beam muscle or through hole 12 respectively; Connect by 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 precast 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; Precast shear wall 2 bottoms arrange 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 arrange 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 precast shear wall 2 and the adjacent post 3, between connection adopt cast-in-place band mode, U-shaped dowel is set carries out the level overlap joint from precast shear wall 2 and adjacent post 3 are outstanding separately, the U-shaped dowel 24 of wall is set on the precast shear wall 2, the U-shaped dowel 33 of post is set on the post 3.It is overlapped mutually 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 at the shear wall end face, wall groove shear connector 25 is set on the precast shear wall 2, post groove shear connector 34 is set on the post 3.By cast-in-place band portion formwork and poured in place concrete, make shear wall and adjacent post form integral body.

Gap between described 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, for being set, beam splits connection in girder span, or the assembly unit connected mode that increase laterally splits in the middle of wall, can adopt equally superposed beam mode shown in Figure 2, 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-shaped muscle connected mode between shear wall and the adjacent post.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 the stirrup encryption.

Fractionation position between shear wall and the adjacent post is not limited to post and shear wall intersection.In the situation that restriction is transported or lifted to 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 post is not limited to U-shaped muscle connected mode, also can adopt other overlapping modes or mechanical type connected mode.

The result shows, when the utility model consists of 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 post be connected, the fractionation of shear wall and adjacent beams be connected and the connection of reinforcing bar between the levels shear wall.Rationally effectively split assembly unit system and member connected mode by adopting, reduce to greatest extent the wet trades such as cast-in-place concrete, improve the assemblingization degree, realize energy-saving and emission-reduction, raise labour productivity, improve construction quality, the reduction of erection time.

Claims (8)

1. assembly concrete Frame-Shear Wall assembly unit syndeton, it is characterized in that: consist of 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 the assembly unit system, wherein: prefabricated or partial precast post, hereinafter to be referred as prefabricated post; Prefabricated or partial precast shear wall is hereinafter to be referred as dry wall; Prefabricated or partial precast beam column node core area is hereinafter to be referred as prefabricated node; Prefabricated or partial 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, mutually chimeric with the reinforcing bar nose section that the lower floor post is stretched up, by in 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 precast shear wall, mutually chimeric with the reinforcing bar nose section that the lower floor wall is stretched up, by perfusion mortar in sleeve and the horizontal joint that links to each other, be connected to integral body with the lower floor precast shear wall;
Cast-in-place band is set between prefabricated post and the 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 integral body by cast-in-place concrete;
The upper end of prefabricated post is outstanding straight reinforcing bar, running through the node area that arranges in the prefabricated node precast beam integrated component reserves through hole and protrudes from 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 precast shear wall is outstanding straight reinforcing bar, running through the Liang Qu that arranges in the prefabricated node precast beam integrated component reserves through hole and protrudes from the floor face, reserve perfusion mortar in the horizontal joint between through hole and precast shear wall upper end and the precast beam, make precast shear wall and precast beam fixed for whole.
2. according to assembly concrete Frame-Shear Wall assembly unit syndeton claimed in claim 1, it is characterized in that, horizontal fractionation is set and at this place the precast beam longitudinal reinforcement is carried out level connection joint at described precast beam span centre, make by cast-in-place concrete to be connected to integral body about precast beam.
3. according to assembly concrete Frame-Shear Wall assembly unit syndeton claimed in claim 1, it is characterized in that, the fractionation that arranges between precast shear wall and the adjacent post in described precast shear wall horizontal direction connects and the fractionation connection of being connected precast shear wall self.
4. according to assembly concrete Frame-Shear Wall assembly unit syndeton claimed in claim 1, it is characterized in that, adopt the structure that is connected of U-shaped muscle level overlap joint and vertical muscle bolt anchor between described post and the described precast shear wall, make post and precast shear wall be connected to integral body by cast-in-place concrete.
5. described according to assembly concrete Frame-Shear Wall assembly unit syndeton claimed in claim 4, it is characterized in that, split on the wall limit between described precast shear wall and the adjacent post, between connection adopt cast-in-place band mode, U-shaped dowel is set carries out the level overlap joint from precast shear wall and adjacent post are outstanding separately, it is overlapped mutually 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 is set respectively at the precast shear wall end face, wall groove shear connector is set on the precast shear wall, post groove shear connector is set on the post; By cast-in-place band portion formwork and poured in place concrete, make precast shear wall and adjacent post form integral body.
6. according to assembly concrete Frame-Shear Wall assembly unit syndeton claimed in claim 1, 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 plastics QC.
7. according to assembly concrete Frame-Shear Wall assembly unit syndeton claimed in claim 6, it is characterized in that, metal bellows adopts two rib bellowss, and its rib is high more than 1.5mm; The pore-forming internal diameter is 1.2~3.0 times of the bar diameter of wearing.
8. the works that assembly concrete Frame-Shear Wall assembly unit syndeton is built is characterized in that, the frame shear wall structure thing that right to use requires the assembly unit syndeton of any one described assembly concrete Frame-Shear Wall in 1 to 7 to build.
CN 201220391741 2012-08-08 2012-08-08 Assembled spliced connecting structure of concrete frame-shear wall and structure constructed CN202831296U (en)

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Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102808465A (en) * 2012-08-08 2012-12-05 沈阳建筑大学 Assembly connecting structure and assembly connecting method of assembled concrete frame and shear wall combination
CN103195162A (en) * 2013-03-28 2013-07-10 东南大学 Standard unit assembled energy dissipating and damping structure system
CN103556752A (en) * 2013-10-08 2014-02-05 沈阳建筑大学 Exposed aggregate connecting method of prefabricated integral shear wall and beam
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
CN103938865A (en) * 2014-03-31 2014-07-23 中国建筑第八工程局有限公司 Shear wall inner plate reinforcing steel bar reserved anchoring construction method
CN106032705A (en) * 2015-11-06 2016-10-19 广州容联建筑科技有限公司 Integrated casting molding construction method of reinforced concrete floor system

Cited By (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102808465A (en) * 2012-08-08 2012-12-05 沈阳建筑大学 Assembly connecting structure and assembly connecting method of assembled concrete frame and shear wall combination
CN102808465B (en) * 2012-08-08 2014-07-09 沈阳建筑大学 Assembly connecting structure and assembly connecting method of assembled concrete frame and shear wall combination
CN103195162A (en) * 2013-03-28 2013-07-10 东南大学 Standard unit assembled energy dissipating and damping structure system
CN103195162B (en) * 2013-03-28 2015-03-04 东南大学 Standard unit assembled energy dissipating and damping structure system
CN103556752A (en) * 2013-10-08 2014-02-05 沈阳建筑大学 Exposed aggregate connecting method of prefabricated integral shear wall and beam
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
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
CN103938865A (en) * 2014-03-31 2014-07-23 中国建筑第八工程局有限公司 Shear wall inner plate reinforcing steel bar reserved anchoring construction method
CN106032705A (en) * 2015-11-06 2016-10-19 广州容联建筑科技有限公司 Integrated casting molding construction method of reinforced concrete floor system
CN106032705B (en) * 2015-11-06 2018-01-09 广州容联建筑科技有限公司 A kind of integral type pouring molding construction method of reinforced concrete floor

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