CN102900168B - Splitting and assembling structure and assembling connecting method of assembled type concrete frame-shear wall - Google Patents
Splitting and assembling structure and assembling connecting method of assembled type concrete frame-shear wall Download PDFInfo
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- CN102900168B CN102900168B CN201210378398.3A CN201210378398A CN102900168B CN 102900168 B CN102900168 B CN 102900168B CN 201210378398 A CN201210378398 A CN 201210378398A CN 102900168 B CN102900168 B CN 102900168B
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 23
- 239000010959 steel Substances 0.000 claims abstract description 23
- 238000010276 construction Methods 0.000 claims description 13
- 238000009415 formwork Methods 0.000 claims description 7
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- 239000002131 composite material Substances 0.000 claims 1
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- 230000003014 reinforcing effect Effects 0.000 description 32
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- 238000009434 installation Methods 0.000 description 2
- 239000002184 metal Substances 0.000 description 2
- 238000000465 moulding Methods 0.000 description 2
- 238000009417 prefabrication Methods 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
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Abstract
本发明涉及混凝土结构领域，具体为一种装配式混凝土框架-剪力墙拆分拼装结构以及拼装连接方法，由预制柱、预制梁、预制剪力墙和现浇节点构成，预制柱下端预埋套筒，与下层柱上端伸出来的钢筋突出段相互嵌合，通过灌注砂浆与下层柱连接为一体。预制梁纵向钢筋伸入节点核心区内锚固或与对侧梁筋进行机械式连接，预制柱和预制剪力墙之间设置现浇带进行柱墙预埋筋连接。预制剪力墙下端预埋钢筋套筒与下层墙伸上来的钢筋突出段相互嵌合，通过灌注砂浆与下层墙连接为一体。预制剪力墙上端与预制梁通过向贯通孔及套筒灌注砂浆，实现上下层剪力墙竖向钢筋的贯通连接，解决因预制梁隔断而使剪力墙竖向钢筋难以连续的关键问题。
The invention relates to the field of concrete structures, in particular to a prefabricated concrete frame-shear wall disassembly and assembly structure and an assembly connection method. The sleeve is fitted with the protruding section of the steel bar protruding from the upper end of the lower column, and is connected with the lower column as a whole by pouring mortar. The longitudinal reinforcement of the prefabricated beam extends into the core area of the node for anchorage or is mechanically connected with the opposite side beam reinforcement, and a cast-in-place belt is set between the prefabricated column and the prefabricated shear wall to connect the pre-embedded reinforcement of the column wall. The pre-embedded steel bar sleeve at the lower end of the prefabricated shear wall is fitted with the protruding section of the steel bar extending from the lower wall, and is connected with the lower wall as a whole by pouring mortar. The upper part of the prefabricated shear wall and the prefabricated beam are poured with mortar into the through hole and the sleeve to realize the connection of the vertical reinforcement of the upper and lower shear walls, and solve the key problem that the vertical reinforcement of the shear wall is difficult to be continuous due to the partition of the prefabricated beam.
Description
[technical field]
The present invention relates to prefabricated concrete structure field, be specially the assembled system of fractionation of a kind of fabricated assembly overall being formed by prefabricated post, precast beam and precast shear wall (hereinafter to be referred as assembling) concrete frame-shear wall structure, member connects structure, by the assembled system of this fractionation and the works that is connected structure construction, and assembled method of attachment.
[background technology]
The prior art of prefabricated concrete structure is mainly pure frame structure and shear wall structure, and the assembly concrete frame shear wall structure consisting of prefabricated post, precast beam and precast shear wall there is not yet 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, has no rationally effectively solution.Up to the present, concrete frame-shear wall structure is mainly to build by complete cast-in-place engineering method.The conventional way of assembling frame structure is that beam and column is prefabricated, and node is cast-in-place, is characterized in that the interspersed connection that crosses of reinforcing bar of all directions beam and column is anchored in joint cores, and node construction difficulty is larger, but structural integrity is good, can reach and be equal to cast-in-place structural.The current practice of fabricated shear wall structure is, upper and lower wall vertical reinforcement adopts docking sleeve or preformed hole reinforcing bar slurry anchor overlap joint, and left and right wall horizontal reinforcement adopts cast-in-place band overlap joint, its subject matter is that vertical reinforcement is generally double-sided ribs, its radical is too much, and lap length is longer, is not easy to construction.
[summary of the invention]
The object of the present invention is to provide a kind of assembling of concrete frame-shear wall structure to split assembled syndeton and assembled connection construction method, core content is to adopt cast-in-place node with when reaching simplification structure manufacture and assembled difficulty, propose 1. shear wall upper end and get rid of muscle, 2. independent joint bar, 3. the connected mode of pre-these three kinds of shear wall vertical reinforcements of doweling in beam, solves because precast beam cuts off and makes shear wall vertical reinforcement be difficult to continuous key issue.
technical scheme of the present invention:
Assembly concrete Frame-Shear Wall splits a splicing structure, and this structure is that the structure that prefabricated post, precast beam, precast shear wall and cast-in-place node form splits assembled system;
The lower end embedded bar sleeve of prefabricated post, mutually chimeric with the reinforcing bar nose section that lower floor post is stretched up, by note mortar in sleeve and connected horizontal joint, be connected to integral body with lower floor post;
The lower end embedded bar sleeve of precast shear wall, mutually chimeric with the reinforcing bar nose section that lower floor wall is stretched up, by perfusion mortar in sleeve and connected horizontal joint, be connected to integral body with lower floor shear wall;
Cast-in-place band is set between prefabricated post and precast shear wall, and in cast-in-place band to making prefabricated post side embedded bar and shear wall end face embedded bar carry out level connection joint, by cast-in-place concrete, make prefabricated post and shear wall be connected to integral body;
The upper end of prefabricated post, for outstanding straight reinforcing bar, is run through cast-in-place node and protrudes from floor face.
Described assembly concrete Frame-Shear Wall splits splicing structure, and the upper end of precast shear wall is outstanding straight reinforcing bar, reserved through hole in precast beam; The outstanding straight reinforcing bar of precast shear wall upper end runs through the reserved through hole of precast beam and protrudes from floor face, and perfusion mortar in the horizontal joint between reserved through hole and shear wall upper end and beam makes shear wall and beam consolidation for whole.
Described assembly concrete Frame-Shear Wall splits splicing structure, the upper end embedded bar sleeve of precast shear wall, reserved through hole in precast beam, another standby independently upper and lower wall dowel is as joint bar, joint bar runs through the reserved through hole of precast beam from top to bottom, and insert in the pre-buried reinforced bar sleeve in precast shear wall upper end, at the bottom of sleeve, shear wall upper end and beam between perfusion mortar in horizontal joint and reserved through hole, make shear wall and beam consolidation for integral body.
Described assembly concrete Frame-Shear Wall splits splicing structure, the upper end embedded bar sleeve of precast shear wall, pre-buried upper and lower wall dowel in precast beam, precast beam is installed from top to bottom, the lower end of pre-buried upper and lower wall dowel is inserted in the pre-buried reinforced bar sleeve in precast shear wall upper end, perfusion mortar in horizontal joint between at the bottom of sleeve and shear wall upper end and beam, makes shear wall and beam be connected to integral body.
Described assembly concrete Frame-Shear Wall splits splicing structure, and the fractionation connection arranging in the optional position of described shear wall horizontal direction between shear wall and adjacent post is connected with the fractionation of setting up shear wall self.
Described assembly concrete Frame-Shear Wall splits splicing structure, and precast beam adopts the precast beam of superimposed mode, or precast beam adopts the precast beam of full prefabrication system.
Described assembly concrete Frame-Shear Wall splits splicing structure, and the docking mode of sleeve grouting adopts preformed hole reinforcing bar slurry anchor overlapping mode to replace.
Described assembly concrete Frame-Shear Wall splits splicing structure, and this structure is as having single span shear wall, connecting the frame shear wall structure across shear wall, or has the frame shear wall structure of axle two direction shear walls in length and breadth.
In the present invention, the frame shear wall structure thing that can use the fractionation splicing structure of above-mentioned assembly concrete Frame-Shear Wall described in any one to build.
Above-mentioned assembly concrete Frame-Shear Wall splits the assembled method of attachment of splicing structure, in every floor construction,
The first step, hoisting prefabricated post, the reinforcing bar nose section that lower end embedded bar sleeve and lower floor's post of left and right prefabricated post are stretched is up mutually chimeric, locates note mortar in backward sleeve and connected horizontal joint;
Second step, hoisting prefabricated shear wall, the reinforcing bar nose section that lower end embedded bar sleeve and lower floor's wall of precast shear wall are stretched is up mutually chimeric, locates perfusion mortar in backward sleeve and connected horizontal joint;
The 3rd step, carries out level overlap joint by post side embedded bar nose section and shear wall end face embedded bar nose section, configures vertical reinforcement simultaneously, then at cast-in-place band portion formwork fluid concrete;
The 4th step, hoisting prefabricated beam, make the outstanding straight reinforcing bar in precast shear wall upper end run through reserved through hole in precast beam, or upper and lower wall dowel is inserted in the pre-buried sleeve in precast shear wall upper end through precast beam through hole from top to bottom, or pre-doweling in precast beam is inserted in the pre-buried sleeve in precast shear wall upper end from top to bottom; After precast beam install is in place, to perfusion mortar in horizontal joint and reserved through hole and sleeve;
The 5th step, beam column node core area formwork, cast-in-situ floor formwork or superimposed sheet is installed and is configured upper reinforcement;
The 6th step, builds node concrete, builds overlapping layers concrete, completes this layer of construction;
Carry out last layer construction, repeat above six steps.
effect of the present invention:
1, the present invention proposes fractionation splicing structure system and member method of attachment, see on the whole and have following characteristics: it is reasonable that 1. each member splits position, is convenient to structure manufacture and transportation; 2. member is generally symmetrical, and weight is reasonable, is convenient to lifting and installs; 3. all members are from top to bottom and install, and are convenient to lifting and install; 4. vertical reinforcement joint adopts single reinforced bar sleeve grouting docking, and joint is reliable; 5. shear wall vertical reinforcement is in by the two-sided distribution bar of minimum structure requirement configuration, and it is that the large spacing diameter steel bar of a row is configured on wall center line that the vertical reinforcement area that calculating is needed is concentrated.Like this, meet the requirement of standard structure, bar splice is few again.Although amount of reinforcement slightly increases, sleeve is few, and cost is relatively low, goes back constructability; 6. between post wall, cast-in-place bandwidth is little, and situ wet operation is few, and assembly rate is high.
2, core content of the present invention is the method for attachment of precast shear wall vertical reinforcement (core muscle), and three kinds of methods in the present invention have feature separately, can be according to physical condition reasonable selection.While forming assembly concrete frame shear wall structure by prefabricated post, precast beam and precast shear wall, fractionation how to carry out post be connected, the fractionation of beam 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 levels shear wall.By adopting, rationally effectively split assembled system and member connected mode, reduce to greatest extent the wet trades such as cast-in-place concrete, improve assemblingization degree, the reduction of erection time, facilitate structure manufacture and the globality that guarantees fabricated construction simultaneously.
3, structural system of the present invention consists of prefabricated post, precast beam, precast shear wall and cast-in-place node, prefabricated post lower end embedded sleeve barrel, mutually chimeric with the reinforcing bar nose section that lower floor's post upper end is stretched, by perfusion mortar and lower floor's post, connect as one, precast beam longitudinal reinforcement stretch in joint cores anchoring or with curb girder muscle carried out to mechanical type be connected, cast-in-place band is set between prefabricated post and precast shear wall and carries out post wall embedded ribs and connect.The reinforcing bar nose section that precast shear wall lower end embedded bar sleeve and lower floor's wall are stretched is up mutually chimeric, by perfusion mortar and lower floor's wall, connects as one.The outstanding reinforcing bar in precast shear wall upper end and the reserved corresponding linking of vertical through hole in precast beam, or precast shear wall upper end embedded bar sleeve inserts the corresponding linking of bar dowel with after reserved through hole in pre-doweling or precast beam in precast beam.Thereby, by through hole and sleeve perfusion mortar, realize the perforation connection of levels shear wall vertical reinforcement.
[accompanying drawing explanation]
Fig. 1 (a)-Fig. 1 (d): the first assembly concrete frame shear wall structure of the present invention splits assembled connection constructional drawing (1. reserved through hole in precast beam, is inserted in the outstanding reinforcing bar mode in dry wall top).Wherein, the facade main view of Fig. 1 (a) for splitting; Fig. 1 (b) is assembled facade main view; Fig. 1 (c) is II-II sectional drawing in Fig. 1 (a); Fig. 1 (d) is I-I sectional drawing in Fig. 1 (a).
Fig. 2 (a)-Fig. 2 (d): it is flat, vertical that the second assembly concrete frame shear wall structure of the present invention splits assembled connection structure, sectional drawing (2. reserving through hole, beam rear insertion bar dowel mode in place in precast beam).Wherein, the facade main view of Fig. 2 (a) for splitting; Fig. 2 (b) is assembled facade main view; Fig. 2 (c) is II-II sectional drawing in Fig. 2 (a); Fig. 2 (d) is I-I sectional drawing in Fig. 2 (a).
Fig. 3 (a)-Fig. 3 (d): it is flat, vertical that the third assembly concrete frame shear wall structure of the present invention splits assembled connection structure, sectional drawing (3. pre-doweling mode in precast beam).Wherein, the facade main view of Fig. 3 (a) for splitting; Fig. 3 (b) is assembled facade main view; Fig. 3 (c) is II-II sectional drawing in Fig. 3 (a); Fig. 3 (d) is I-I sectional drawing in Fig. 3 (a).
In figure, 1 precast beam (superposed beam); 2 reserved through holes; 3 groove shear key I; 4 prefabricated post; 5 precast shear walls; Wall dowel Shang Xia 6; 7 cast-in-place band joint bars; 8 groove shear key II; 9 cast-in-situ concretes; 10 grouting; 11 on-the-spot arrangements of reinforcement; 12 cast-in-place bands; 13 cast-in-place nodes; 14 groove shear key III; 15 two-sided distribution bars within the walls; 16 sleeve I; Wall dowel (joint bar) Shang Xia 17; 18 horizontal joint grouting or seat slurry; 19 sleeve II; Wall dowel (pre-buried) Shang Xia 21; The U-shaped dowel of 22 wall; The U-shaped dowel of 23 post.
[specific embodiment]
Assembly concrete Frame-Shear Wall of the present invention splits splicing structure and assembled method of attachment, specific as follows:
(1) adopt by prefabricated or partial precast post (hereinafter to be referred as prefabricated post), prefabricated or partial precast beam (hereinafter to be referred as precast beam) and the assembled system of fractionation prefabricated or partial precast shear wall (hereinafter to be referred as dry wall) formation structure.Wherein node of column and beam core space adopts cast-in-place mode, to guarantee the globality of post beam, is convenient to element precast simultaneously.For the interconnecting of vertical reinforcement between levels shear wall in implementation framework-shear wall structure, in precast beam, be provided with and intert reserved through hole or the pre-doweling of body of wall vertical reinforcement.The connection of the vertical reinforcement of prefabricated post and precast shear wall all adopts docking sleeve mode.
(2) in precast beam, the reserved through hole for interspersed shear wall vertical reinforcement can adopt 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 1mm.Pore-forming internal diameter is determined according to worn bar diameter d, generally should be taken as 1.2d～3.0d.
(3) between precast shear wall and adjacent post, on wall limit, split.Between connection adopt cast-in-place band mode, from precast shear wall and adjacent post are outstanding separately, U-shaped dowel be set carry out level overlap joint.When assembled, make it mutually overlap and form degree of lip-rounding closed confinement space, thereby insert from top to bottom bight vertical reinforcement at four interior angle places of this closed space, form sleeper.In addition, at shear wall end face, with relative prefabricated post side, concrete groove shear key should be set respectively.By cast-in-place band portion formwork poured in place concrete, make shear wall and adjacent post form integral body.This connected mode can realize following working mechanism: on the one hand U-shaped dowel overlap joint can significantly reduce the lap length of reinforcing bar, and Xiao's bolt effect by joint bar further strengthens the anchoring of U-shaped dowel again.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 key is set, to increase interface shearing strength, reduces shearing slip, strengthen the co-operation of shear wall and peripheral frame.
(4) prefabricated post splits at capital face and basal surface position.The connection of the vertical reinforcement of levels prefabricated post adopts sleeve grouting docking mode, with the reliability that guarantees to connect.Be that prefabricated post lower end is buried sleeve underground, the outstanding straight reinforcing bar that passes through cast-in-place joint cores in upper end.After lower floor beam column node core area and the hardening of concrete of floor in-situ layer, lift this layer of post installation in position, in sleeve and prefabricated post lower end horizontal joint, pour into high-strength mortar, Ben Cengzhuyu lower floor post folder node is become one, and be connected to integral body by cast-in-place node and precast beam.
(5) between precast shear wall and upper underbeam, at wall end face and basal surface position, split.In precast shear wall, except single or double level and vertical distribution reinforcement are set, will calculate required vertical applied force reinforcing bar centralized arrangement in wall core (being called for short shear wall core muscle), and be connected with levels shear wall core muscle.The vertical connection of shear wall core muscle adopts sleeve grouting docking mode, its lower end embedded sleeve barrel, the core muscle tabling of stretching up with lower floor shear wall, after installation in position, becomes one this layer of body of wall and lower floor's body of wall folder beam to pouring into high-strength mortar in sleeve and connected horizontal joint.There are following three kinds of ways the upper end of precast shear wall:
(1) the outstanding straight reinforcing bar in precast shear wall upper end (upper and lower wall dowel).When top precast beam is installed, more than making the outstanding vertical reinforcement in precast shear wall upper end run through through hole reserved in precast beam and protruding from top surface of the beam (being floor face), between shear wall upper end and soffit, horizontal joint is set.After precast beam install is in place, to pouring into high-strength mortar in reserved through hole and connected horizontal joint in precast beam, making precast shear wall and precast beam fixed is integral body.
(2) precast shear wall upper end embedded sleeve barrel.When top precast beam is installed, make the interior reserved through hole of beam roughly consistent with the position, hole of its lower shear wall upper end embedded sleeve barrel, then upper and lower wall dowel (abbreviation joint bar) is inserted in the pre-buried sleeve in precast shear wall upper end through through hole from top to bottom, in sleeve, between precast beam and lower wall, in horizontal joint and pour into high-strength mortar in reserved through hole in precast beam, making precast shear wall and precast beam fixed is integral body.
(3) precast shear wall upper end embedded sleeve barrel, pre-buried upper and lower wall dowel (joint bar) in precast beam.When top precast beam is installed, pre-doweling in beam is inserted in the pre-buried sleeve in precast shear wall upper end from top to bottom, after precast beam install is in place, in sleeve and between precast beam and lower wall, in horizontal joint, pour into high-strength mortar, make precast shear wall and precast beam fixed for whole.
(6) more than, for splitting assembled system and connect, the assembling in frame shear wall structure plane constructs.Can adopt above-mentioned form equally with the connection of plane external member (be vertical direction member, comprise wall, beam, floor etc.).
(7) structure of the present invention splits the construction method of assembled system and is: from the floor face of every layer, 1. prefabricated post is installed.Make prefabricated post bottom embedded sleeve barrel and lower floor's post bar splice mutually chimeric, in place after, the precast shear wall between erection column of column bottom sleeve and horizontal joint grouting connection → 2..First lift body of wall to post plane outside and the bar splice that keeps a little higher than lower floor wall to stretch out, confirming that post stretches out U-shaped dowel and wall and stretches out the non-interference height of U-shaped dowel body of wall is moved horizontally to intercolumniation, then decline make shear wall bottom embedded sleeve barrel and lower floor's wall bar splice mutually chimeric.After in place, U-shaped dowel interior angle place's vertical reinforcement colligation connect → are 3. inserted in the grouting of shear wall bottom sleeves and horizontal joint from top to bottom, complete cast-in-place band arrangement of reinforcement, cast-in-place band both sides formwork, concreting → 4. install precast beam.Hoisting prefabricated beam from top to bottom, make the outstanding straight reinforcing bar in precast shear wall upper end run through reserved through hole in precast beam/or by upper and lower wall dowel (joint bar) from top to bottom through precast beam through hole insert in the pre-buried sleeve in precast shear wall upper end/or pre-doweling in precast beam is inserted in the pre-buried sleeve in precast shear wall upper end from top to bottom.After precast beam install is in place, to perfusion high-strength mortar in horizontal joint and reserved through hole (and sleeve) → 5. bean column node and floor slab construction.Cast-in-place beam column node core area, cast-in-situ floor or laminated floor slab top configuration reinforcement are also built overlapping layers concrete.
Fig. 1 (a)-(d) is reserved through hole 2 in precast beam, is inserted in the outstanding reinforcing bar mode in dry wall 5 tops.This assembly concrete Frame-Shear Wall splits splicing structure and mainly comprises: precast beam (superposed beam) 1, reserved through hole 2, groove shear key I 3, prefabricated post 4, precast shear wall 5, upper and lower wall dowel 6, cast-in-place band joint bar 7, groove shear key II 8, cast-in-situ concrete 9, grouting 10, on-the-spot arrangement of reinforcement 11, be cast-in-placely with 12, cast-in-place node 13, groove shear key III 14, two-sided distribution bar 15, sleeve I 16, the U-shaped dowel 22 of wall, the U-shaped dowel 23 of post etc. within the walls, concrete structure is as follows:
Between prefabricated post 4, be provided with precast shear wall 5, precast shear wall 5 is with 12 to be connected with prefabricated post 4 by cast-in-place, 4 liang of side-prominent U-shaped dowels 23 of post that arrange of prefabricated post, the outstanding U-shaped dowel 22 of wall that arranges of the precast shear wall 5 corresponding with prefabricated post 4, the U-shaped dowel 22 of wall and the U-shaped dowel 23 level overlap joints of post, when assembled, make it mutually overlap and form degree of lip-rounding closed confinement space, and plug from top to bottom cast-in-place band joint bar 7 at interior angle place, four, this closed confinement space, on precast shear wall 5 and prefabricated post 4 opposite faces, be respectively equipped with groove shear key II 8 and groove shear key III 14, cast-in-placely be with 12 to be cast in precast shear wall 5 and prefabricated post 4 junctions.
Precast shear wall 5 vertically wears upper and lower wall dowel 6, the top of precast shear wall 5 arranges precast beam (superposed beam) 1, precast beam (superposed beam) 1 has reserved through hole 2, the upper end of upper and lower wall dowel 6 and the corresponding coupling of reserved through hole 2 in precast beam (superposed beam) 1, during tipping, upper and lower wall dowel 6 stretches out outside precast beam (superposed beam) 1, and upper and lower wall dowel 6 is connected by grouting 10 with precast beam (superposed beam) 1.
As shown in Fig. 1 (a)-Fig. 1 (c), after precast beam (superposed beam) 1 is in place, between contiguous prefabricated beam (superposed beam) 1 and prefabricated post 4 tops, by on-the-spot arrangement of reinforcement 11(is set, be mainly lateral tie in joint cores) and cast-in-situ concrete 9, cast-in-place node 13 formed.In addition, between contiguous prefabricated beam (superposed beam) 1, on opposite face, be respectively equipped with groove shear key I 3.
Connection between levels prefabricated post and between levels precast shear wall all adopts sleeve grouting docking mode.The bottom of prefabricated post 4 and precast shear wall 5 arranges sleeve I 16, and the outstanding straight reinforcing bar in prefabricated post 4 upper ends also passes through cast-in-place node 13, and the outstanding upper and lower wall dowel 6 in precast shear wall 5 upper ends also passes through precast beam (superposed beam) 1.Chimeric and the grouting of straight reinforcing bar that prefabricated post 4 is stretched up by sleeve Ⅰ16Yu lower floor, the chimeric and grouting of the dowel of wall up and down 6 that precast shear wall 5 is stretched up by sleeve Ⅰ16Yu lower floor, forms sleeve grouting docking.
As shown in Figure 1 (d) shows, the surrounding of prefabricated post 4 arranges respectively precast shear wall 5, on prefabricated post 4 and precast shear wall 5 opposite faces, groove shear key III 14 is set, and adopts two-sided distribution bar 15 within the walls in precast shear wall 5.
Its advantage is sleeve minimum number, and cost is low; Shortcoming is that the outstanding reinforcing bar in dry wall top is longer, and inconvenience transportation is deposited and lifted, and reserved through hole grouting amount increases.
Fig. 2 (a)-(d) is reserved through hole in precast beam, beam rear insertion bar dowel mode in place.This assembly concrete Frame-Shear Wall splits splicing structure and mainly comprises: precast beam (superposed beam) 1, reserved through hole 2, groove shear key I 3, prefabricated post 4, precast shear wall 5, cast-in-place band joint bar 7, groove shear key II 8, cast-in-situ concrete 9, grouting 10, on-the-spot arrangement of reinforcement 11, be cast-in-placely with 12, cast-in-place node 13, groove shear key III 14, two-sided distribution bar 15, sleeve I 16, upper and lower wall dowel (joint bar) 17, sleeve II 19, the U-shaped dowel 22 of wall, the U-shaped dowel 23 of post etc. within the walls, concrete structure is as follows:
Between prefabricated post 4, be provided with precast shear wall 5, precast shear wall 5 is with 12 to be connected with prefabricated post 4 by cast-in-place, 4 liang of side-prominent U-shaped dowels 23 of post that arrange of prefabricated post, the outstanding U-shaped dowel 22 of wall that arranges of the precast shear wall 5 corresponding with prefabricated post 4, the U-shaped dowel 22 of wall and the U-shaped dowel 23 level overlap joints of post, when assembled, make it mutually overlap and form degree of lip-rounding closed confinement space, and plug from top to bottom cast-in-place band joint bar 7 at interior angle place, four, this closed confinement space, on precast shear wall 5 and prefabricated post 4 opposite faces, be respectively equipped with groove shear key II 8 and groove shear key III14, cast-in-placely be with 12 to be cast in precast shear wall 5 and prefabricated post 4 junctions.
The top of precast shear wall 5 arranges precast beam (superposed beam) 1, precast beam (superposed beam) 1 has reserved through hole 2, precast beam (superposed beam) 1 vertically wears upper and lower wall dowel (joint bar) 17, upper and lower wall dowel (joint bar) 17 and the corresponding coupling of reserved through hole 2 in precast beam (superposed beam) 1, the top of precast shear wall 5 arranges sleeve II 19, when assembled, stretch out outside precast beam (superposed beam) 1 one end of upper and lower wall dowel (joint bar) 17, the other end of upper and lower wall dowel (joint bar) 17 is connected with precast shear wall 5 with grouting 10 by sleeve II 19.
As shown in Fig. 2 (a)-Fig. 2 (c), after precast beam (superposed beam) 1 is in place, between contiguous prefabricated beam (superposed beam) 1 and prefabricated post 4 tops, by on-the-spot arrangement of reinforcement 11(is set, be mainly lateral tie in joint cores) and cast-in-situ concrete 9, cast-in-place node 13 formed.In addition, between contiguous prefabricated beam (superposed beam) 1, on opposite face, be respectively equipped with groove shear key I 3.
Connection between levels prefabricated post and between levels precast shear wall all adopts sleeve grouting docking mode.Prefabricated post 4 bottoms arrange sleeve I 16, and the outstanding straight reinforcing bar in upper end also passes through cast-in-place node 13.Chimeric and the grouting of straight reinforcing bar that prefabricated post 4 is stretched up by sleeve Ⅰ16Yu lower floor, forms sleeve grouting docking.
The bottom of precast shear wall 5 arranges sleeve I 16, and top arranges sleeve II 19.Upper and lower wall dowel (joint bar) 17 downwards and lower floor's precast shear wall top sleeve II 19 is chimeric and grouting, and upwards and grouting chimeric with upper strata precast shear wall bottom sleeves I 16 forms sleeve grouting docking.
As shown in Figure 1 (d) shows, the surrounding of prefabricated post 4 arranges respectively precast shear wall 5, on prefabricated post 4 and precast shear wall 5 opposite faces, groove shear key III 14 is set, and adopts two-sided distribution bar 15 within the walls in precast shear wall 5.
Its advantage be dry wall without outstanding reinforcing bar, be convenient to transportation and install; Shortcoming is to need to hold up straight location after bar dowel inserts, and reserved through hole grouting amount increases.
Fig. 3 (a)-(d) is pre-doweling mode in precast beam.This assembly concrete Frame-Shear Wall splits splicing structure and mainly comprises: precast beam (superposed beam) 1, groove shear key I 3, prefabricated post 4, precast shear wall 5, cast-in-place band joint bar 7, groove shear key II 8, cast-in-situ concrete 9, grouting 10, on-the-spot arrangement of reinforcement 11, be cast-in-placely with 12, cast-in-place node 13, groove shear key III 14, two-sided distribution bar 15, sleeve I 16, horizontal joint grouting or seat slurry 18, sleeve II 19, upper and lower wall dowel (pre-buried) 21, the U-shaped dowel 22 of wall, the U-shaped dowel 23 of post etc. within the walls, concrete structure is as follows:
Between prefabricated post 4, be provided with precast shear wall 5, precast shear wall 5 is with 12 to be connected with prefabricated post 4 by cast-in-place, 4 liang of side-prominent U-shaped dowels 23 of post that arrange of prefabricated post, the outstanding U-shaped dowel 22 of wall that arranges of the precast shear wall 5 corresponding with prefabricated post 4, the U-shaped dowel 22 of wall and the U-shaped dowel 23 level overlap joints of post, when assembled, make it mutually overlap and form degree of lip-rounding closed confinement space, and plug from top to bottom cast-in-place band joint bar 7 at interior angle place, four, this closed confinement space, on precast shear wall 5 and prefabricated post 4 opposite faces, be respectively equipped with groove shear key II 8 and groove shear key III14, cast-in-placely be with 12 to be cast in precast shear wall 5 and prefabricated post 4 junctions.
The top of precast shear wall 5 arranges precast beam (superposed beam) 1, precast beam (superposed beam) 1 vertically wears upper and lower wall dowel (pre-buried) 21, the top of precast shear wall 5 arranges sleeve II 19, stretch out outside precast beam (superposed beam) 1 one end of upper and lower wall dowel (pre-buried) 21, and when assembled, the other end of upper and lower wall dowel (pre-buried) 21 is connected with precast shear wall 5 with grouting 10 by sleeve II 19.During tipping, in the top of precast shear wall 5 and bottom and precast beam (superposed beam) 1 junction, horizontal joint grouting or seat slurry 18 are set.
As shown in Fig. 3 (a)-Fig. 3 (c), after precast beam (superposed beam) 1 is in place, between contiguous prefabricated beam (superposed beam) 1 and prefabricated post 4 tops, by on-the-spot arrangement of reinforcement 11(is set, be mainly lateral tie in joint cores) and cast-in-situ concrete 9, cast-in-place node 13 formed.In addition, between contiguous prefabricated beam (superposed beam) 1, on opposite face, be respectively equipped with groove shear key I 3.
Connection between levels prefabricated post and between levels precast shear wall all adopts sleeve grouting docking mode.Prefabricated post 4 bottoms arrange sleeve I 16, and the outstanding straight reinforcing bar in upper end also passes through cast-in-place node 13.Chimeric and the grouting of straight reinforcing bar that prefabricated post 4 is stretched up by sleeve Ⅰ16Yu lower floor, forms sleeve grouting docking.
The bottom of precast shear wall 5 arranges sleeve I 16, and top arranges sleeve II 19.Upper and lower wall dowel (pre-buried) 21 downwards and lower floor's precast shear wall top sleeve II 19 is chimeric and grouting, and upwards and grouting chimeric with upper strata precast shear wall bottom sleeves I 16 forms sleeve grouting docking.
As shown in Fig. 3 (d), the surrounding of prefabricated post 4 arranges respectively precast shear wall 5, on prefabricated post 4 and precast shear wall 5 opposite faces, groove shear key III 14 is set, and adopts two-sided distribution bar 15 within the walls in precast shear wall 5.
Its advantage is to omit through hole, reduces grouting amount, to vertical muscle configuration in beam, disturbs little; Shortcoming is that precast beam top and bottom reinforcing bar is outstanding, and unfavorable transportation is deposited, and the difficulty of being in the milk in addition increases.
Other embodiments:
(1) embodiment shown in Fig. 1-Fig. 3 is superposed beam mode, and precast beam also can adopt full prefabrication system.
(2) the overlap joint degree of the beam-ends of precast beam and post should not be less than 20mm, and beam-ends face should be established groove shear key.The anchoring of precast beam longitudinal reinforcement in joint cores can adopt crotch form, also can adopt the mechanical types such as docking sleeve to be connected with the beam pairing of node opposite side.
(3) connection of precast shear wall vertical reinforcement (core muscle), except sleeve grouting docking mode, also can adopt preformed hole reinforcing bar slurry anchor overlapping mode.
(4) between shear wall and adjacent post, in the connected mode of U-shaped dowel, can form sleeper as required.The formation method of sleeper is, increases radical and the diameter of vertical joint bar, simultaneously can be between U-shaped dowel separately configuration realize stirrup encryption with the close-shaped consistent single rectangle hoop of U-shaped dowel.
(5) when reducing the size of body of wall transportation or lifting or weight and need further segmenting wall body, can increase laterally fractionation (vertical cast-in-place band) in any position in the middle of body of wall, the connected mode between its assembled connected mode and shear wall and adjacent post is basic identical.
(6) the horizontal reinforcement method of attachment between shear wall and adjacent post is not limited to U-shaped dowel connected mode, also can adopt other overlapping modes or mechanical type connected mode.
(7) the present invention goes for having single span shear wall, connects the frame shear wall structure across shear wall, is applicable to too have the frame shear wall structure of axle two direction shear walls in length and breadth.
Claims (10)
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