CN108729564A - Assembled architecture system - Google Patents
Assembled architecture system Download PDFInfo
- Publication number
- CN108729564A CN108729564A CN201710263486.1A CN201710263486A CN108729564A CN 108729564 A CN108729564 A CN 108729564A CN 201710263486 A CN201710263486 A CN 201710263486A CN 108729564 A CN108729564 A CN 108729564A
- Authority
- CN
- China
- Prior art keywords
- shear wall
- assembled architecture
- precast
- precast shear
- architecture system
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 230000008878 coupling Effects 0.000 claims abstract description 100
- 238000010168 coupling process Methods 0.000 claims abstract description 100
- 238000005859 coupling reaction Methods 0.000 claims abstract description 100
- 238000005265 energy consumption Methods 0.000 claims abstract description 14
- 229910000831 Steel Inorganic materials 0.000 claims description 114
- 239000010959 steel Substances 0.000 claims description 114
- 230000002787 reinforcement Effects 0.000 claims description 67
- 230000003014 reinforcing effect Effects 0.000 claims description 41
- 239000000463 material Substances 0.000 claims description 23
- 238000010276 construction Methods 0.000 claims description 20
- 210000003205 muscle Anatomy 0.000 claims description 13
- 238000005452 bending Methods 0.000 claims description 12
- 238000009826 distribution Methods 0.000 claims description 11
- 239000011440 grout Substances 0.000 claims description 11
- 238000005336 cracking Methods 0.000 claims description 9
- 238000009958 sewing Methods 0.000 claims description 8
- 238000010008 shearing Methods 0.000 claims description 8
- 238000004873 anchoring Methods 0.000 claims description 2
- 238000001125 extrusion Methods 0.000 claims 1
- 239000004744 fabric Substances 0.000 claims 1
- 230000037431 insertion Effects 0.000 claims 1
- 238000003780 insertion Methods 0.000 claims 1
- 230000008901 benefit Effects 0.000 abstract description 9
- 238000000034 method Methods 0.000 description 9
- 238000010586 diagram Methods 0.000 description 8
- 238000005516 engineering process Methods 0.000 description 6
- 239000004567 concrete Substances 0.000 description 5
- 238000009434 installation Methods 0.000 description 5
- 238000009417 prefabrication Methods 0.000 description 5
- 230000008569 process Effects 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 238000012545 processing Methods 0.000 description 4
- 238000011161 development Methods 0.000 description 3
- 238000009413 insulation Methods 0.000 description 3
- 210000001503 joint Anatomy 0.000 description 3
- 238000011160 research Methods 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 230000009471 action Effects 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 238000009415 formwork Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000021715 photosynthesis, light harvesting Effects 0.000 description 2
- 238000004826 seaming Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 229920002472 Starch Polymers 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 239000003292 glue Substances 0.000 description 1
- 239000011372 high-strength concrete Substances 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 238000004064 recycling Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 238000005488 sandblasting Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 235000019698 starch Nutrition 0.000 description 1
- 239000008107 starch Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/66—Sealings
- E04B1/68—Sealings of joints, e.g. expansion joints
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
- E04B1/4157—Longitudinally-externally threaded elements extending from the concrete or masonry, e.g. anchoring bolt with embedded head
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/66—Sealings
- E04B1/68—Sealings of joints, e.g. expansion joints
- E04B1/6801—Fillings therefor
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/16—Auxiliary parts for reinforcements, e.g. connectors, spacers, stirrups
- E04C5/162—Connectors or means for connecting parts for reinforcements
- E04C5/163—Connectors or means for connecting parts for reinforcements the reinforcements running in one single direction
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
- E04B2001/4192—Connecting devices specially adapted for embedding in concrete or masonry attached to concrete reinforcing elements, e.g. rods or wires
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Business, Economics & Management (AREA)
- Emergency Management (AREA)
- Environmental & Geological Engineering (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
- Joining Of Building Structures In Genera (AREA)
Abstract
The invention discloses a kind of assembled architecture systems, including：Shear wall vertical abutment joint connecting structure, shear wall vertical abutment joint connecting structure includes the precast shear wall of at least two horizontal splicings, is equipped with the open first reserved recess portion of side at the vertical abutment joint of the precast shear wall of two horizontal splicings and is quickly connected by the first connection component；Shear wall horizontal joint connecting structure, shear wall horizontal joint connecting structure includes the precast shear wall of about at least two splicings, and the open second reserved recess portion of side is equipped at the horizontal joint of the precast shear wall of about two splicings and is quickly connected by the second connection component；Level crack coupling beam energy consumption connecting structure；Multiple precast floor slabs.Assembled architecture system according to the ... of the embodiment of the present invention may be implemented quickly to connect, easy to operate, while ensureing assembly of shear wall structure overall performance, effectively improves speed of application, reduces cost, embody the advantage of assembled architecture.
Description
Technical field
The present invention relates to technical field of civil engineering.More particularly, to a kind of assembled architecture system.
Background technology
Fabricated shear wall in the related technology, can be by wall prefabrication, the cast-in-place realization of connecting node, but still needs to
It is a large amount of to build scaffold, the binding of reinforcing bar at node, formwork, the pouring and conserve of concrete, exterior-wall heat insulation and metope etc.
Site workload seriously reduces the speed of application of assembled architecture.
Invention content
The present invention is directed at least solve one of the technical problems existing in the prior art.For this purpose, the present invention proposes a kind of dress
With formula building system, the assembled architecture system connection is reliable, efficient.
Assembled architecture system according to the ... of the embodiment of the present invention, including：Shear wall vertical abutment joint connecting structure, the shearing
Wall vertical abutment joint connecting structure includes the precast shear wall of at least two horizontal splicings, the prefabricated shearing of described two horizontal splicings
It is equipped with the open first reserved recess portion of side at the vertical abutment joint of wall and is quickly connected by the first connection component；Shear wall is horizontal
Joint connecting structure, the shear wall horizontal joint connecting structure includes the precast shear wall of about at least two splicings, described
The open second reserved recess portion of side is equipped at the horizontal joint of the precast shear wall of about two splicings and by the second connection
Component quickly connects；Level crack coupling beam energy consumption connecting structure, the level crack coupling beam energy consumption connecting structure include coupling beam and
The both ends of the precast shear wall of two horizontally spaced arrangements, the coupling beam connect with two precast shear walls respectively
It connects；Multiple precast floor slabs, at least part precast floor slab are plugged between described two precast shear walls spliced up and down.
Assembled architecture system according to the ... of the embodiment of the present invention, by using shear wall vertical abutment joint connecting structure, shearing
Crack coupling beam energy consumption connecting structure, precast floor slab of wall horizontal joint connecting structure, level carries out assembling formation, and connection procedure is dry
Operation need not build scaffold so that on-site construction processes are simplified significantly, and the fast of assembled architecture system may be implemented
Speed assembling, it is easy to operate, while ensureing assembly of shear wall structure overall performance, effectively improve speed of application, reduction at
This, embodies the advantage of assembled architecture.
According to one embodiment of present invention, it is respectively equipped with pre-buried group in the precast shear wall of described two horizontal splicings
Part, the first reserved recess portion is interior to be equipped with the first connection component, pre-buried group in precast shear walls that described two levels are spliced
Part is quickly connected by the first connection component.
Optionally, the described first reserved recess portion include along the precast shear wall short transverse be spaced apart it is multiple.
Optionally, the fastener inserts include：Horizontal reinforcement and anchor bar, the horizontal reinforcement and anchor bar difference
The thickness of at least part of the horizontally extending and described horizontal reinforcement and the anchor bar in the precast shear wall
Direction is spaced apart, the one end of the horizontal reinforcement at the vertical abutment joint along the precast shear wall thickness direction to
The first reserved recess portion bending is to form bending segment；Pre-embedded steel slab, the pre-embedded steel slab are located at each precast shear wall
It is welded adjacent to the position of the described first reserved recess portion and with the bending segment of the anchor bar and the horizontal reinforcement.
Further, the anchor bar is bent twice along the thickness direction of the precast shear wall.
Optionally, first connection component includes：Junction steel plate, it is reserved recessed that the junction steel plate is covered in described first
The bottom in portion；Multiple connectors, the multiple connector extends along the thickness direction of the precast shear wall and institute is inserted into one end
It states and is connect with the pre-embedded steel slab in precast shear wall, the other end is connect with the junction steel plate.
In some optional examples, the connector formed one end be embedded in the precast shear wall and with it is described pre-
The pre-embedded bolt that steel plate is welded backwards to the side of the junction steel plate is buried, the other end of the pre-embedded bolt passes through the connection steel
It plate and is connect with nut.
In other optional examples, the pre-embedded steel slab is equipped with embedded box backwards to the side of the junction steel plate,
The connector forms the connection bolt that can be quickly connect with the pre-embedded steel slab, and described one end for connecting bolt is stretched into described pre-
It buries in box and is clamped with the pre-embedded steel slab, the other end of the connection bolt passes through the junction steel plate and connect with nut.
Further, the head cross-sectional shape that the connection bolt stretches into the embedded box forms strip, described pre-
The side for burying the direction embedded box of steel plate is equipped at least two limited blocks, and at least two limited blocks are located at the connection
The both sides of bolt head.
Further, it is respectively equipped with and the connection bolt head shape on the junction steel plate and the pre-embedded steel slab
Corresponding elongated bolt hole.
Optionally, on each pre-embedded steel slab, at least it is arranged described in one in the length direction of the precast shear wall
Two connectors are at least arranged in connector in the short transverse of the precast shear wall.
According to one embodiment of present invention, the precast shear wall of described two horizontal splicings is arranged in linear type.
According to another embodiment of the invention, the shear wall vertical abutment joint connecting structure includes at least three horizontal splicings
Precast shear wall, two of which in "-" type arrangement precast shear wall connection after connect with third precast shear wall, three
A general " t " shape arrangement of the precast shear wall, the cross sectional shape of the junction steel plate is "T"-shaped and the connection steel
Each support plate of plate is connect with the pre-embedded steel slab of the precast shear wall of corresponding position respectively.
According to another embodiment of the invention, the L-shaped arrangement of precast shear wall of described two horizontal splicings, it is described
The cross-sectional shape of junction steel plate substantially forms " L " shape.
According to one embodiment of present invention, each described prefabricated to cut in described two precast shear walls spliced up and down
Power is equipped with the vertical reinforcement vertically extended within the walls, wherein the vertical reinforcement of two precast shear walls is respectively protruding into
It can connect in the second reserved recess portion and quickly.
Optionally, connecting plate is equipped in the described second reserved recess portion, described two precast shear walls spliced up and down erect
It is connect respectively in opposite directions through the connecting plate and with nut to the end of reinforcing bar.
Further, the cross-sectional shape of the connecting plate substantially forms Z-shaped.
Optionally, reinforcing bar connector, described two precast shear walls spliced up and down are equipped in the described second reserved recess portion
The end of vertical reinforcement connected by the reinforcing bar connector.
Further, it is interior and each described vertical to be respectively protruding into the reinforcing bar connector for the end of two vertical reinforcements
The lengths of rebar that reinforcing bar stretched into and stretched out the reinforcing bar connector is connect with nut.
Further, the reinforcing bar connector is equipped with dismountable locking member, and the vertical reinforcement stretches into the steel
It is locked by the locking member after being connect with nut in muscle connector.
According to one embodiment of present invention, the horizontal joint of described two precast shear walls spliced up and down is in upper and lower
Upwards, the connecting node with two vertical reinforcements is staggeredly arranged.
Optionally, the level crack coupling beam energy consumption connecting structure include：First coupling beam and two it is horizontally spaced
The both ends of first precast shear wall of arrangement, first coupling beam connect with the upper end of two first precast shear walls respectively
It connects；Second precast shear wall of the second coupling beam and two horizontally spaced arrangements, the both ends of second coupling beam respectively with
The lower end connection of two second precast shear walls, the lower surface of second coupling beam and the upper surface of first coupling beam connect
Connect, wherein the connecting sewing of first coupling beam and second coupling beam, which is formed, first to crack, described first crack in be equipped with flexibility
Material pieces.
Optionally, the middle part of at least one of first coupling beam and described second coupling beam is equipped with horizontally extending
Second crack, described second crack in be filled with flexible material part.
Optionally, the flexible material part is extruded sheet.
Optionally, at least two arranged for interval are equipped in first coupling beam and coupling beam horizontally extending respectively is vertical
Muscle, first between first coupling beam and second coupling beam crack in be equipped with at least two coupling beams indulge muscle be welded to connect
Steel reserved cartridge, the damper for cross-distribution of cracking with described first is equipped in the steel reserved cartridge.
Optionally, it is equipped in the coupling beam that described second cracks equipped at least two in first coupling beam and second coupling beam
A arranged for interval and the anchor bar vertically extended respectively are set in at least two anchor bar area defined
There is the vertically damper of extension and cross-distribution of cracking with described second.
Optionally, the damper includes：Steel pipe and the lead for retractable pencil being filled in the steel pipe, the steel pipe is vertically
Extend and is welded with the anchor bar.
According to one embodiment of present invention, the precast floor slab has multiple floor lap joints arranged spaced apart, institute
It states precast shear wall and is equipped with reserved groove, the top surface of the floor lap joint, bottom surface difference at floor lap joint position
In the reserved groove of the precast shear wall spliced up and down, it is located at two precast floor slabs of the precast shear wall both sides
Floor lap joint be inserted into respectively it is described two up and down splice precast shear walls between reserved groove in and pass through connection
Part connects.
Optionally, embedded board is respectively equipped in the floor lap joint of described two precast floor slabs, the connector is point
The connecting plate not being connected with the embedded board of the floor lap joint of described two precast floor slabs.
Optionally, it is filled between two connected precast floor slabs, between the precast floor slab and the precast shear wall
Grout blanket.
According to one embodiment of present invention, two connected precast floor slabs for being located at the precast shear wall side are opposite
Side be respectively equipped with it is multiple be spaced apart and the corresponding sunk key in position, the connecting sewing of the sunk key and described two precast floor slabs
Between be filled with grout blanket.
According to another embodiment of the invention, the middle part of each precast floor slab is equipped with the filling of multiple distributions spaced apart
Chamber, the filled cavity is interior to be filled with extruded sheet.
Optionally, the filled cavity forms the open cross-section accommodating chamber in side, or the accommodating chamber that opening is necking.
Optionally, the filled cavity forms the accommodating chamber of all round closure.
Optionally, multiple filled cavities are uniformly arranged in multiple row.
Assembled architecture system according to embodiments of the present invention can significantly reduce structure by using above-mentioned precast floor slab
Dead weight improves performance of the structure under earthquake.It overlaps simultaneously simply, site operation is convenient, it is only necessary to which part is connect using floor
Head is connect with wall beam etc., and workload is small, and switching performance is reliable.Structure is effectively ensured between upper and lower floor in floor lap joint
Seam crossing horizontal shear strength.
The additional aspect and advantage of the present invention will be set forth in part in the description, and will partly become from the following description
Obviously, or practice through the invention is recognized.
Description of the drawings
The above-mentioned and/or additional aspect and advantage of the present invention will become in the description from combination following accompanying drawings to embodiment
Obviously and it is readily appreciated that, wherein：
Fig. 1 is the flat of the shear wall vertical abutment joint connecting structure of assembled architecture system according to an embodiment of the invention
Face schematic diagram；
Fig. 2 is the elevation of structure shown in Fig. 1；
Fig. 3 is a structural facades figure of the connection component of shear wall vertical abutment joint connecting structure shown in Fig. 1；
Fig. 4 is the plan view of structure shown in Fig. 3；
Fig. 5 is another structural facades figure of the connection component of shear wall vertical abutment joint connecting structure shown in Fig. 1；
Fig. 6 is the plan view of structure shown in Fig. 4；
Fig. 7 is the shear wall vertical abutment joint connecting structure according to the assembled architecture system of another embodiment of the invention
Structural plan schematic diagram；
Fig. 8 is the shear wall vertical abutment joint connecting structure of assembled architecture system in accordance with another embodiment of the present invention
Structural plan schematic diagram；
Fig. 9 is the facade of the shear wall horizontal joint connecting structure of assembled architecture system according to the ... of the embodiment of the present invention
Figure；
Figure 10 is the sectional view of the line A-A shown in Fig. 9；
Figure 11 is the sectional view of the line B-B shown in Fig. 9；
Figure 12 is the sectional view of the line C-C shown in Fig. 9；
Figure 13 is the facade according to the horizontal joint connecting structure of the assembled architecture system of another embodiment of the invention
Figure, essentially consists in floor lap joint with the difference of Fig. 9 and connect here；
Figure 14 is the sectional view of the line D-D shown in Figure 13；
Figure 15 is the facade of the horizontal joint connecting structure of assembled architecture system in accordance with another embodiment of the present invention
Figure has mainly selected another reinforcing bar connector with the difference of Figure 13；
Figure 16 is the sectional view of the E-E lines shown in Figure 15；
Figure 17 is the sectional view of the F-F lines shown in Figure 15；
Figure 18 is the structural schematic diagram of reinforcing bar connector shown in Figure 15；
Figure 19 is the viewgraph of cross-section of reinforcing bar connector shown in Figure 18；
Figure 20 is that the level of assembled architecture system according to the ... of the embodiment of the present invention is cracked the vertical of coupling beam energy consumption connecting structure
Face figure；
Figure 21 is the sectional view of the G-G lines shown in Figure 20；
Figure 22 is the assembling figure of damper shown in Figure 20, steel reserved cartridge and anchor bar；
Figure 23 is the structural schematic diagram of the precast floor slab of assembled architecture system according to the ... of the embodiment of the present invention；
Figure 24 is the assembling figure of precast floor slab and precast shear wall shown in two Figure 23；
Figure 25 is the sectional view of the H-H lines shown in Figure 24；
Figure 26 is the sectional view of the I-I lines shown in Figure 24；
Figure 27 is the construction diagrams of two precast floor slabs；
Figure 28 is the sectional view of the J-J lines shown in Figure 27；
Figure 29 is the structural schematic diagram of precast floor slab according to an embodiment of the invention；
Figure 30 is the structural schematic diagram according to the precast floor slab of another embodiment of the invention；
Figure 31 is the sectional view of precast floor slab according to an embodiment of the invention；
Figure 32 is the sectional view according to the precast floor slab of another embodiment of the invention；
Figure 33 is the sectional view of precast floor slab in accordance with another embodiment of the present invention.
Reference numeral：
Shear wall vertical abutment joint connecting structure 100,
Precast shear wall 11, the first reserved recess portion 12, horizontal reinforcement 13, bending segment 131, anchor bar 14, pre-embedded steel slab
15, the first connection component 16, junction steel plate 161, pre-embedded bolt 162, embedded box 163, connection bolt 164, nut 165, limit
Block 166, circular bolt holes 1671, elongated bolt hole 1672, gasket 168, face layer 17, insulating layer 18, joint filling 19,
Shear wall horizontal joint connecting structure 200,
Precast shear wall 21, the second reserved recess portion 22, vertical reinforcement 23, connecting plate 24, nut 25, reinforcing bar connector 26,
Locking member 261,
Level crack coupling beam energy consumption connecting structure 300,
First coupling beam 311, coupling beam indulge muscle 3111, the first precast shear wall 312, the second coupling beam 321, anchor bar 3211,
Second precast shear wall 322, first crack 331, second crack 332, flexible material part 34, steel reserved cartridge 35, damper 36,
Steel pipe 361, lead for retractable pencil 362,
Precast floor slab 400, sunk key 401, filled cavity 402, grout blanket 403, floor lap joint 41, embedded board 411, connection
Plate 42, extruded sheet 43.
Specific implementation mode
The embodiment of the present invention is described below in detail, examples of the embodiments are shown in the accompanying drawings, wherein from beginning to end
Same or similar label indicates same or similar element or element with the same or similar functions.Below with reference to attached
The embodiment of figure description is exemplary, and is only used for explaining the present invention, and is not considered as limiting the invention.
In the description of the present invention, it is to be understood that, term "center", " longitudinal direction ", " length ", " width ", " thickness ",
"upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom" "inner", "outside", " axial direction ", " radial direction ",
The orientation or positional relationship of instructions such as " circumferential directions " is to be based on the orientation or positional relationship shown in the drawings, and is merely for convenience of description originally
Invention and simplified description, do not indicate or imply the indicated device or element must have a particular orientation, with specific side
Position construction and operation, therefore be not considered as limiting the invention.
Assembled architecture is currently carried out energetically by country, promotes China's assembled architecture equal in scientific research and engineering practice
A series of achievements have been got in fast development.House due to having a single function, repeatability is high, quantities is big, be the weight of assembled architecture
Point research direction, and assembly of shear wall structure research and answer with the most use.
Currently, the method that assembly of shear wall structure in actual design work progress, generally uses is that wall factory is pre-
System, node joint connection in site.Cast-in-place connection is used at wall limb vertical abutment joint.Wall limb horizontal joint connecting node be grout sleeve connection and
Slurry anchor connection.Wall uses cast-in-place collar tie beam, floor to use superimposed sheet with floor junction.And for band wall outside window, it is prefabricated at present
Component mostly uses that hole is reserved, and coupling beam is prefabricated together with wall up and down at hole, to scene after coupling beam up and down is carried out at floor
Connection.
As it can be seen that although existing fabricated shear wall technology can ensure the globality and anti-seismic performance of structure, existing
When connection, it is still necessary to build scaffold, the binding of reinforcing bar at node, formwork, the pouring and conserve of concrete, exterior-wall heat insulation and
The a large amount of site workload such as metope, seriously reduces the speed of application of assembled architecture, makes itself and traditional complete cast-in-place building phase
Than speed of application is fast, the advantages unobvious such as work on the spot is few, building waste is few, and also may not be advantageous on overall cost, from
And seriously limit the development of assembled architecture.
And grout sleeve in the related technology is connected since performance is more reliable, that applies at present is more, but existing to ensure
Installation is in place, ensures being accurately positioned for connection reinforcing bar and sleeve when needing to be prefabricated in the factory, while in transport and hoisting process
In it is unavoidable collide with to connection reinforcing bar, be easy to cause connection reinforcing bar and sleeve portion to the problem on not, cause construction tired
Difficulty, and scene be not easy to correct, or even need to block reinforcing bar could complete install, thus leave security risk.And starch anchor company
Connect since switching performance is unreliable, and structure may be caused to damage in prefabrication process, applied in Practical Project at present compared with
It is few.
Further more, cast-in-place collar tie beam and laminated floor slab in the related technology needs to carry out live assembling reinforcement, casting concrete, it is existing
Heavy workload, and the characteristics of laminated floor slab is due to itself, overlapping layers and preformed layer are required to certain thickness, cause floor compared with
Thickness, dead load is big, influences the performance of structure.And for band wall outside window, connect under the width and window of window abutment wall limb in many cases
Depth of beam is suitable, and depth of beam is even less than connected under window, at this time it is difficult to ensure that " the strong wall limb weak girts " of code requirement, wall
Limb may be damaged prior to coupling beam, to cause more serious damage, Damage Structure safety.
In view of the above-mentioned problems, the present invention proposes a kind of assembled architecture system, the assembled architecture system connection is reliable,
Efficiently, it is quickly connected using dry type, improves construction effect, reduced structural cost, effectively improve the advantage of assembled architecture.
Assembled architecture system according to the ... of the embodiment of the present invention is described below with reference to Fig. 1-Figure 33.
As shown in Fig. 1-Figure 33, assembled architecture system according to the ... of the embodiment of the present invention includes：Shear wall vertical abutment joint connects
Construction 100, shear wall horizontal joint connecting structure 200, level is connect to crack coupling beam energy consumption connecting structure 300 and multiple precast floor slabs
400。
Shear wall vertical abutment joint connecting structure 100 includes the precast shear wall 11 of at least two horizontal splicings, two levels
It is equipped with the open first reserved recess portion 12 of side at the vertical abutment joint of the precast shear wall 11 of splicing and passes through the first connection component
16 quickly connections.
The precast shear walls 21 that shear wall horizontal joint connecting structure 200 splices including about at least two, about two
It is equipped with the open second reserved recess portion 22 of side at the horizontal joint of the precast shear wall 21 of splicing and passes through the second connection component
Quickly connection.
The level coupling beam energy consumption connecting structure 300 that cracks includes the prefabricated shearing of coupling beam and two horizontally spaced arrangements
The both ends of wall, coupling beam are connect with two precast shear walls respectively.At least part precast floor slab 400 is plugged on about two splicings
Precast shear wall 21 between.
When assembling, the precast shear wall 11 of horizontal splicing can be needed quick by least two by the first connection component 16
Connection needs the precast shear wall 21 spliced up and down quickly to connect, by precast floor slab by the second connection component by least two
400 are plugged between the precast shear wall 21 of about two splicings, easy to operate, easy to assembly.
What needs to be explained here is that the precast shear wall spliced above and below needing the horizontal precast shear wall 11 spliced and needing
21 can be the same precast shear wall, i.e., the described precast shear wall both can carry out horizontal splicing with a precast shear wall,
Splicing up and down can also be carried out with another precast shear wall.
Assembled architecture system according to the ... of the embodiment of the present invention by using shear wall vertical abutment joint connecting structure 100, is cut
Crack coupling beam energy consumption connecting structure 300, precast floor slab 400 of power wall horizontal joint connecting structure 200, level carries out assembling formation,
Connection procedure is dry operation, need not build scaffold so that on-site construction processes are simplified significantly, and assembled may be implemented
The quick assembling of building system, it is easy to operate, while ensureing assembly of shear wall structure overall performance, effectively improve construction
Speed reduces cost, embodies the advantage of assembled architecture.
Some specific embodiments of assembled architecture system according to the ... of the embodiment of the present invention are described with reference to Fig. 1-Figure 33.
According to one embodiment of present invention, the side (arrow as shown in Figure 1 of the direction outdoor of precast shear wall 11 (21)
The outer signified side of head) it can be equipped with 18 knead dough layer 17 of insulating layer, the connection of the precast shear wall 11 (21) of two splicings successively
Place is equipped with joint filling 19.Precast shear wall 11 (21), outside insulating layer 18 and face layer 17 complete prefabricated, scene directly spelling in factory
Dress, it is not necessary to build scaffold, significantly reduce site workload.
As Figure 1-Figure 8, the shear wall vertical abutment joint of assembled architecture system according to the ... of the embodiment of the present invention connects structure
It includes at least two precast shear walls 11 spliced to make 100.
In some instances, fastener inserts are respectively equipped in the precast shear wall 11 of two horizontal splicings.First is reserved recessed
The first connection component 16 is equipped in portion 12, the fastener inserts in the precast shear wall 11 of two horizontal splicings pass through the first connection group
Part 16 quickly connects, and then fills high-strength grout in the connection gap of two precast shear walls 11, ensures the entirety of structure
Performance.
It connect, may be implemented with the fastener inserts of two precast shear walls 11 by using the first connection component 16 as a result,
Can quickly connecting for two precast shear walls 11, it is easy to operate, in the stress for ensureing shear wall vertical abutment joint connecting structure 100
While energy, the speed of application of assembled architecture is effectively improved, structural cost is reduced, fully demonstrates the advantage of assembled architecture,
Be conducive to the popularization and application of assembled architecture.
It is understood that the first reserved recess portion 12 may include one, or can be cut according to actual needs along prefabricated
The short transverse (upper and lower directions as shown in Figure 2) of power wall 11 is spaced apart multiple.If the first reserved recess portion 12 includes multiple,
Length direction (the precast shear wall as shown in Figure 2 of connecting sewing of multiple first reserved recess portions 12 along two precast shear walls 11
11 upper and lower directions) it is arranged spaced apart.
The width of each reserved recess portion 12 is not less than 100mm, can highly be determined according to calculating, depth is precast shear wall
11 half of wall thickness.For convenience of follow-up connection construction, the sidewall surfaces of the first reserved recess portion 12 can be arranged to have certain slope
The inclined-plane of degree.
As shown in figures 3 to 6, in some instances, fastener inserts include horizontal reinforcement 13, anchor bar 14 and pre-buried steel
Plate 15.Horizontal reinforcement 13 and anchor bar 14 respectively in the horizontal direction (i.e. the length direction of precast shear wall 11, as shown in Figure 1
Left and right directions) extend.At least part and anchor bar 14 of horizontal reinforcement 13 are between the thickness direction of precast shear wall 11
Every distribution.The one end of horizontal reinforcement 13 at the vertical abutment joint is reserved recessed to first along the thickness direction of precast shear wall 11
Portion 12 is bent to form bending segment 131.
Pre-embedded steel slab 15 is located at each precast shear wall 11 adjacent to the position of the first reserved recess portion 12, and pre-embedded steel slab 15 with
Anchor bar 14 and bending segment 131 connect, for example, one end of bending segment 131, anchor bar 14 are welded with pre-embedded steel slab 15 respectively
It connects.The pre-embedded steel slab 15 of two precast shear walls 11 can be connected quickly by the first connection component 16.
As a result, by the way that pre-embedded steel slab 15 is arranged in the bottom of the first reserved recess portion 12, pre-embedded steel slab 15 passes through anchor bar
14 are anchored in the concrete of precast shear wall 11, and form bending segment after the bending of horizontal reinforcement 13 in precast shear wall 11
131, consequently facilitating being welded with pre-embedded steel slab 15.
In some instances, the fastener inserts of 12 region of each first reserved recess portion respectively include multiple horizontal reinforcements
13 and multiple anchor bars 14, multiple horizontal reinforcements 13 are along the short transverse arranged for interval of precast shear wall 11, multiple anchoring steel
Muscle 14 ensures that the first connection component 16 and the connection of fastener inserts are reliable along the short transverse arranged for interval of precast shear wall 11
Property, to ensure the connection reliability of two horizontal precast shear walls 11 spliced.
As depicted in figs. 1 and 2, according to one embodiment of present invention, the precast shear wall 11 of two splicings is in "-" type
Arrangement.
In some instances, the first connection component 16 includes：Junction steel plate 161 and multiple connectors.Junction steel plate 161 covers
It covers in the bottom of the first reserved recess portion 12.Multiple connectors extend along the thickness direction of precast shear wall 11 and one end is inserted into two
To be welded with pre-embedded steel slab 15 in precast shear wall 11, the other end is connect with junction steel plate 161, is achieved in two prefabricated shearings
The assembly of wall 11.
As shown in Figure 3 and Figure 4, in some optional examples, connector forms one end and is embedded in precast shear wall 11
And the pre-embedded bolt 162 welded backwards to the side of junction steel plate 161 with pre-embedded steel slab 15.The other end of pre-embedded bolt 162 passes through
It junction steel plate 161 and is connect with nut 165, gasket 168 is equipped between junction steel plate 161 and nut 165.Further, pre-buried
Bolt 162 is welded with pre-embedded steel slab 15, easy to connect.
The one-to-one circular bolt holes in multiple positions 1671 are respectively equipped on pre-embedded steel slab 15 and junction steel plate 161.Its
In, 1671 quantity in the horizontal direction of circular bolt holes on each pre-embedded steel slab 15 is no less than 1, in the quantity of vertical direction
No less than 2, so as to effectively transmit moment of flexure and shearing.
As shown in Figure 5 and Figure 6, it in other optional examples, is respectively equipped on junction steel plate 161 and pre-embedded steel slab 15
Multiple positions elongated bolt hole 1672 correspondingly.Being welded with backwards to the side of junction steel plate 161 for pre-embedded steel slab 15 is hollow
Embedded box 163, to avoid concrete enter.Embedded box 163 is slightly larger than length in the size of the thickness direction of precast shear wall 11
The size of shape bolt hole 1672, in the outer edge adjacent wall body end set of the length direction of precast shear wall 11.
Further, connector forms the connection bolt 164 that can be quickly connect with pre-embedded steel slab 15.Connect bolt 164
One end is stretched into embedded box 163 and is clamped with pre-embedded steel slab 15, the other end of connection bolt 164 pass through junction steel plate 161 and with
Nut 165 connects, and gasket 168 is equipped between junction steel plate 161 and nut 165.
According in further example of the invention, the head cross-sectional shape that connection bolt 164 stretches into embedded box 163 is formed
Strip corresponding with the shape of elongated bolt hole 1672, the cross-sectional shape for connecting the screw rod of bolt 164 form circle.It is pre-buried
The side towards embedded box 163 of steel plate 15 is equipped at least two limited blocks 166, and at least two limited blocks 166 are located at elongated spiral shell
The both sides of keyhole 1672.When connection, connection bolt 164 is rotated in place, two limited blocks 166 can play position-limiting action, from
And can not only ensure that connecting bolt 164 can tighten, but also can be avoided due to construction error in order to the installation of junction steel plate 161
Influence installation.
Optionally, it is frictional high-strength bolts, 15 outside of pre-embedded steel slab and connection to connect bolt 164 and pre-embedded bolt 162
161 both side surface of steel plate is both needed to carry out sandblasting or Shot Blasting in factory, removes the impurity such as iron rust, greasy dirt on surface, and take
Necessary safeguard measure again removes safeguard measure when installing high-strength bolt at the scene.
In some instances, on each pre-embedded steel slab 15 one company at least, is set in the length direction of precast shear wall 11
Two connectors are at least arranged in fitting in the short transverse of precast shear wall 11, to ensure that fastener inserts are connect with first
The connection reliability of component 16.
As shown in fig. 7, according to another embodiment of the invention, shear wall vertical abutment joint connecting structure 100 includes at least two
The precast shear wall 11 of a horizontal splicing, two of which are prefabricated with third after being connected in the precast shear wall 11 of "-" type arrangement
Shear wall 11 connects.Anchor bar 14 in each precast shear wall 11 is bent twice along the thickness direction of precast shear wall 11,
To ensure the structural strength of precast shear wall 11.
Further, three 11 general " t " shape arrangements of precast shear wall.The cross-sectional shape of junction steel plate 161 is formed
"T"-shaped and junction steel plate 161 each support plate detachably connects with the pre-embedded steel slab of the precast shear wall of corresponding position 11 15 respectively
It connects.As a result, that three precast shear walls 11 are assembled together, connection is reliable, efficient, easy to operate.
As shown in figure 8, according to a further embodiment of the invention, the 11 L-shaped arrangement of precast shear wall of two splicings, even
The cross-sectional shape for connecing steel plate 161 substantially forms " L " shape.Two support plates of junction steel plate 161 respectively with two precast shear walls
11 pre-embedded steel slab 15 can be connected quickly.
Shear wall vertical abutment joint connecting structure 100 according to the ... of the embodiment of the present invention can be used for exterior wall, interior wall (no guarantor as a result,
18 knead dough layer 17 of warm layer), the connection of two or more precast shear walls 11 is completed after installation is complete in bolt, is met
The requirement of stress.Structure after assembling can continue the lifting of upper layer prefabricated components, not influence upper component lifting
Under the premise of, application specific template closes the first reserved recess portion 12 using pea gravel concreten.
As shown in Fig. 9-Figure 19, the shear wall horizontal joint of assembled architecture system according to the ... of the embodiment of the present invention connects structure
Making 200 includes：The precast shear wall 21 of about at least two splicings.
The open second reserved recess portion 22 of side is equipped at the horizontal joint of the precast shear wall 21 of about two splicings.Two
In 21 in a precast shear wall spliced up and down, multiple vertical steels vertically extended are equipped in each precast shear wall 21
Muscle 23, such as four.Wherein, the vertical reinforcement 23 of two precast shear walls 21 is respectively protruding into the second reserved recess portion 22 and can be fast
Speed connection.For example, two vertical reinforcements 23 may be used screw bolt and nut and be attached, scene need not weld, and realize prefabricated
Quick connection between shear wall 21, it is easy to operate, and the insulating layer 18 of precast shear wall 21 will not be impacted, significantly carry
The construction effect of high assembled architecture system, gives full play to the advantage of assembled architecture.
It is understood that if precast shear wall needs to carry out horizontal splicing with precast shear wall, it is also desirable to it is another
One precast shear wall carries out splicing up and down, then fastener inserts (the water for horizontal splicing had both been equipped in the precast shear wall
Flat reinforcing bar 13, anchor bar 14 and pre-embedded steel slab 15), it also is provided with the vertical reinforcement 23 for splicing up and down.
As shown in Fig. 9-Figure 14, according to one embodiment of present invention, it is equipped with connecting plate 24 in the second reserved recess portion 22, two
The end of the vertical reinforcement 23 of a precast shear wall 21 spliced up and down is respectively in opposite directions through connecting plate 24 and and nut
25 connections.Specifically can nut be set positioned at the unilateral side of connecting plate 24 or both sides in vertical reinforcement 23 according to actual needs
25.Optionally, the cross-sectional shape of connecting plate 24 substantially forms Z-shaped.
When two vertical reinforcements 23 connect, Z-shaped connecting plate 24 is first mounted on top vertical reinforcement 23 in factory, only upper
The lower end of portion's vertical reinforcement 23 sets unilateral nut 25, and Z-shaped connecting plate 24 can move down on the length direction of top vertical reinforcement 23
It is dynamic.When lower part vertical reinforcement 23 is installed at the scene, first Z-shaped connecting plate 24 is moved up, then wears lower part vertical reinforcement 23
The second reserved recess portion 22 is crossed, Z-shaped connecting plate 24 is moved down, the nut 25 of lower part vertical reinforcement 23 is installed, it is then that lower part is vertical
Reinforcing bar 23 is tightened with nut 25.
Since lower part vertical reinforcement 23 is longer, and 24 thickness of connecting plate is smaller, it is easy to ensure that lower part vertical reinforcement 23 is inclined
Turn a low-angle and may pass through Z-type connecting plate 24, to significantly reduce the requirement to 23 positioning accuracy of vertical reinforcement, ensures
The vertical reinforcement 23 of upper and lower wall is reliably connected.Due to being connected using unilateral nut 25, the vertical reinforcement 23 of both sides is equal
Can only tension cannot be pressurized, therefore the Compressive Performance of connecting node need grouting material by being filled in the second reserved recess portion 22 or
Pea gravel concreten ensures.
Optionally, connecting plate 24 is steel plate, since the examining tensile behavior of steel is good, grouting material or pea gravel concreten it is compression
Can be good, the characteristic of both materials is utilized in the abundant power of this connecting node, ensures the stress performance of structure.
As shown in Figure 15-Figure 17, according to another embodiment of the invention, reinforcing bar connector is equipped in the second reserved recess portion 22
26, the end of the vertical reinforcement 23 of the precast shear wall 21 of about two splicings is connected by reinforcing bar connector 26.Optionally, steel
Muscle connector 26 is gaily decorated basket connector.
In some instances, as shown in Figure 18 and Figure 19, the end of two vertical reinforcements 23 is respectively protruding into reinforcing bar connector
The lengths of rebar that 26 interior and each vertical reinforcements 23 stretched into and stretched out reinforcing bar connector 26 is connect with nut 25.On reinforcing bar connector 26
Equipped with locking member 261, vertical reinforcement 23 stretches into reinforcing bar connector 26 connect with nut 25 after locked by locking member 261,
After the completion of vertical reinforcement 23 connects, locking member 261 can be removed, recycling, to significantly reduce link cost.
When connection, reinforcing bar connector 26 is first connected with top vertical reinforcement 23 in factory, after reaching construction site, is decontroled
Upper nut 25 makes reinforcing bar connector 26 that can move up and down, to make lower part vertical reinforcement 23 be connect with reinforcing bar connector 26.By
It is bigger than 23 size of vertical reinforcement in the connecting hole on reinforcing bar connector 26, and thickness is smaller, and vertical reinforcement 23 can be allowed to exist
Certain position deviation facilitates vertical reinforcement 23 to connect.
To ensure that two vertical reinforcements 23 can bear tension and compression simultaneously, vertical reinforcement 23 with inside and outside the connection of reinforcing bar connector 26
It is respectively provided with nut 25.After 26 internal nut 25 of reinforcing bar connector is in place, pacify between reinforcing bar connector 26 and internal nut 25
Upper tight lock part 261 makes nut 25 and reinforcing bar connector 26 become an entirety, inside is tightened by rotating reinforcing bar connector 26
Then nut 25 removes tight lock part 261, reinforcing bar connector 26 is turned round to non protruding from wall position, external nut 25 is then tightened,
Two vertical reinforcements 23 are completed to connect.
What needs to be explained here is that vertical reinforcement 23 is connect due to needing with nut 25, therefore need to be by end reinforced in factory
In the screw thread of sufficient length is pre-machined out.Due to having carried out the processing of processing screw thread, make the intensity of working position reinforcing bar higher than not
Processing section, to ensure to connect Weak link-free.
According to one embodiment of present invention, about two splicing precast shear wall 21 horizontal joint in above-below direction
Above, it is staggeredly arranged with the connecting node of two vertical reinforcements 23.
To be connect with precast floor slab 400, two about 21 corresponding positions of precast shear wall need to reserve connecting hole, ensure pre-
Floor 400 processed can be embedded into precast shear wall 21.And precast floor slab 400 and the seam of precast shear wall 21 and two are prefabricated
Seam between shear wall 21 is not at the same absolute altitude, to ensure that the horizontal shear performance of structure, detailed way will be under
400 part of precast floor slab stated is described.
Shear wall horizontal joint connecting structure 200 according to the ... of the embodiment of the present invention facilitates construction as a result, improves assembled and builds
The working procedure built, connecting node performance can be effectively ensured, and then ensure the overall performance of assembled architecture system.
Assembled architecture system according to the ... of the embodiment of the present invention, by using above-mentioned shear wall horizontal joint connecting structure
200, the corresponding precast shear wall external thermal insulation 18 of node and face layer 17 complete prefabricated, joint connection in site node with wall in factory
Scaffold need not be built to do operation using threaded connection so that on-site construction processes are simplified significantly, convenient and efficient,
On the basis of ensureing node connectivity energy, the speed of application of precast shear wall structure is significantly improved.
As shown in Figure 20-Figure 22, the coupling beam energy consumption of cracking of the level of assembled architecture system according to the ... of the embodiment of the present invention connects
It includes first precast shear wall 312 of 311, two horizontally spaced arrangements of the first coupling beam, the second coupling beam to connect construction 300
321 and two horizontally spaced arrangements the second precast shear wall 322.
The both ends of first coupling beam 311 are connect with the upper end of two the first precast shear walls 312 respectively.Second coupling beam 321
Both ends are connect with the lower end of two the second precast shear walls 322 respectively, the lower surface of the second coupling beam 321 and the first coupling beam 311
Upper surface connects.Wherein, each coupling beam can open up several width not less than 20mm fine cracks in altitude range, and coupling beam is made to be formed
The short coupling beams of high 400mm or so.Specific crack can be divided into floor gap and crack and crack at floor according to the difference for opening up position.
In some instances, the connecting sewing of the first coupling beam 311 and the second coupling beam 321 forms first and cracks 331, and first cracks
Flexible material part 34 is equipped in 331.
In some instances, at least two arranged for interval are equipped in the first coupling beam 311 and difference is horizontally extending
Coupling beam indulges muscle 3111, first between the first coupling beam 311 and the second coupling beam 321 crack in be equipped with and indulge muscle 3111 at least two coupling beams
The steel reserved cartridge 35 being welded to connect, the interior damper 36 for being equipped with 331 cross-distributions of cracking with first of steel reserved cartridge 35.
That is, first crack 331 can be used as floor at crack, be combined with site operation using prefabrication
Mode.Wherein, damper 36 completes the connection with top coupling beam in factory, and steel reserved cartridge 35 is equipped at the top of the coupling beam of lower part, and
Reserve the installation site of damper 36.Before the precast wall body lifting of upper layer, first extruded sheet etc. is pasted in upper wall coupling beam bottom
Flexible material part 34 pastes ranging from entire coupling beam bottom.After entire wall is in place, damper 36 is also in place, within the scope of coupling beam
On to layer wall without connection, non-coupling beam is divided into interior progress grouting material grouting.Seam between damper 36 and steel reserved cartridge 35
Gap injecting glue or grouting material make damper 36 become an entirety with lower end coupling beam.
According to further embodiment of the present invention, the middle part of at least one of the first coupling beam 311 and second coupling beam 321 is set
There is horizontally extending second to crack 332, second, which cracks, is filled with flexible material part 34 in 332.Optionally, flexible material
Part 34 is extruded sheet.
That is, second cracks and 332 crack for floor gap, can be prefabricated in the factory completion.It specifically can be according to reality
Coupling beam is opened up a no less than horizontal joint by situation in floor gap, stitches the interior equal flexible materials of filling extruded sheet 43.To ensure coupling beam
The shear resistance of end, second crack 332 horizontal boundary away from wall limb distance be not less than 200mm.
In some instances, be equipped in the first coupling beam 311 and the second coupling beam 321 second crack 332 coupling beam in be equipped with extremely
Few two arranged for interval and the anchor bar 3211 vertically extended respectively, what at least two anchor bars 3211 were surrounded
It is equipped with the vertically damper 36 of extension and 332 cross-distributions of cracking with second in region, ensures damper 36 and coagulation
Being reliably connected between soil.
Optionally, damper 36 includes：Steel pipe 361 and the lead for retractable pencil 362 being filled in steel pipe 361, steel pipe 361 is along vertical side
It is welded to extension and with anchor bar 3211.Since coupling beam up and down of cracking can form significant horizontal mistake under horizontal force action
Dynamic, by the way that damper 36 is arranged in coupling beam middle position, horizontal distortion consumes energy between making full use of coupling beam, reduces structure on ground
Damage under shake increases performance of the structure under earthquake.
In some instances, the connecting sewing and second of the first coupling beam 311 and the second coupling beam 321 cracks 332 in above-below direction
Above, it is in staggered distribution.
Since coupling beam has carried out processing of cracking, each section works as individual beam, therefore, need to be pressed per part coupling beam
According to the independent arrangement of reinforcement of beam.And the rigidity of coupling beam declines to a great extent, " strong wall limb weak girts " easy to implement, enhancing structure ductility, increases
Structural Energy Dissipation ability ensures performance of the structure under earthquake.
Assembled architecture system according to the ... of the embodiment of the present invention, by using above-mentioned level crack coupling beam consume energy connecting structure
300, " strong wall limb weak girts " can be better achieved, and make full use of the horizontal changing of the relative positions for upper and lower coupling beam of cracking, improve structure
Energy dissipation capacity reduces damage of the structure under earthquake, ensures the stress performance of structure.
As shown in Figure 23-Figure 33, assembled architecture system according to the ... of the embodiment of the present invention further includes multiple precast floor slabs
400.Wherein, precast floor slab 400 has multiple floor lap joints 41 arranged spaced apart, can be square by floor lap joint 41
Just it is connected with the precast shear wall of surrounding 21.
The precast shear wall 21 spliced up and down is equipped with reserved groove, floor lap joint at 41 position of floor lap joint
41 top surface, bottom surface are located in the reserved groove of the precast shear wall 21 spliced up and down, are located at 21 both sides of precast shear wall
Two precast floor slabs 400 floor lap joint 41 be inserted into respectively it is reserved between the precast shear wall 21 of about two splicings
It is connected in groove and by connector.
The needs of precast floor slab 400 are matched with precast shear wall 21, the water of the precast shear wall 21 of about two splicings
Carvel joint ensures the level of structure after precast floor slab 400 is connect with precast shear wall 21 in the altitude range of precast floor slab 400
Shear behavior.In some instances, the floor lap joint 41 positioned at two precast floor slabs 400 of 21 both sides of precast shear wall divides
It Cha Ru not be connected between the precast shear walls 21 of about two splicings and by connector.
Optionally, it is respectively equipped with embedded board 411 in the floor lap joint 41 of two precast floor slabs 400, connector is formed
The connecting plate 42 being connected respectively with the embedded board 411 of the floor lap joint 41 of two precast floor slabs 400.
It is corresponded in precast floor slab 400 and reserves groove at 21 upper and lower position of precast shear wall, lower notches total depth is (prefabricated
400 thickness+20mm of floor), that is, ensure that about 400 precast floor slab there are 20mm seams with precast shear wall 21, splices up and down
It equally keeps 20mm seams, seam crossing to fill grouting material between precast shear wall 21, ensures seam stress performance.If prefabricated cut
Power wall 21 is exterior wall, the then recessing in half wall thickness width of inside, if precast shear wall 21 is interior wall, in wall through thickness range
Groove is inside opened up, both sides precast floor slab 400 is overlapped in groove.
The size of the floor lap joint 41 of precast floor slab 400 deeply within the walls is (half wall thickness -10mm), precast shear wall 21
The connection of the precast floor slab 400 of both sides during prefabrication at the floor lap joint 41 of precast floor slab 400 by being arranged
Embedded board 411, scene is welded to connect with connecting plate 42, to realize the connection of precast floor slab 400.Precast floor slab 400 with it is prefabricated
Only at floor lap joint 41,400 edges of boards of precast floor slab are articulated connection for the connection of shear wall 21.41 edge of floor lap joint
The size of wall length direction is determined according to the vertical shear-carrying capacity of precast floor slab 400.
Further, it is filled between two connected precast floor slabs 400, between precast floor slab 400 and precast shear wall 21
There is grout blanket 403.
In some instances, if same across needing multiple precast floor slabs 400 to overlap in range, it is located at precast shear wall 21
Two opposite sides of connected precast floor slab 400 of side be respectively equipped with it is multiple be spaced apart and the corresponding sunk key 401 in position,
Size of the residing sunk key 401 on non-stress direction is 20mm, is filled out between sunk key 401 and the connecting sewing of two precast floor slabs 400
Filled with grout blanket 403.
As shown in Figure 29-Figure 33, the middle part of each precast floor slab 400 is equipped with the filled cavity 402 of multiple distributions spaced apart, more
A filled cavity 402 is uniformly arranged in multiple row.Extruded sheet 43 is filled in filled cavity 402.
In some optional examples, filled cavity 402 forms the open cross-section accommodating chamber in side.It is optional at other
In example, filled cavity 402 forms the accommodating chamber that side is opened wide and opening is necking.In other optional example, filled cavity
402 form the accommodating chamber of all round closure.
By being filled using light material in floor part, material can be made full use of to reduce dead load.Specifically
As shown in figure 29 complete across identical filling mode can be used according to actual needs, i.e., multiple filled cavities 402 on floor are in
Multiple row is uniformly arranged, or using the filling mode of intermediate local strengthening as shown in figure 30, i.e., multiple filled cavities on floor
402 at least part is uniformly arranged in multiple row, and another part is interspersed in a column distribution and two parts filled cavity 402.
As a result, by using above-mentioned precast floor slab 400, live dry type construction may be implemented, the scene of greatling improve is applied
Work effect, while slab thickness is significantly reduced, dead load is reduced, structure economics are improved.
Assembled architecture system according to the ... of the embodiment of the present invention, by the form of construction work of live dry-and-wet combined in the related technology
It is changed into live dry type construction, significantly reduces site workload, improves the construction effect that assembled architecture is reminded, be conducive to push away
The fast development of dynamic assembled architecture.Also, due to being connected using dry type, structural elements is prefabrication, can be adopted
With high-strength concrete, the stress performance of structural elements is further increased, and high-strength grout joint filling can be used at seaming position, is protected
It demonstrate,proves the intensity at seaming position and is not less than component strength, to significantly improve structural behaviour, reduce material utilization amount, be remarkably improved
The economy of assembled architecture.
In the description of this specification, reference term " one embodiment ", " some embodiments ", " illustrative examples ",
The description of " example ", " specific example " or " some examples " etc. means specific features described in conjunction with this embodiment or example, knot
Structure, material or feature are included at least one embodiment or example of the invention.In the present specification, to above-mentioned term
Schematic representation may not refer to the same embodiment or example.Moreover, specific features, structure, material or the spy of description
Point can be combined in any suitable manner in any one or more of the embodiments or examples.
Although an embodiment of the present invention has been shown and described, it will be understood by those skilled in the art that：Not
In the case of being detached from the principle of the present invention and objective a variety of change, modification, replacement and modification can be carried out to these embodiments, this
The range of invention is limited by claim and its equivalent.
Claims (35)
1. a kind of assembled architecture system, which is characterized in that including：
Shear wall vertical abutment joint connecting structure, the shear wall vertical abutment joint connecting structure include the pre- of at least two horizontal splicings
Shear wall processed, be equipped at the vertical abutment joint of the precast shear walls of described two horizontal splicings the open first reserved recess portion of side and
It is quickly connected by the first connection component；
Shear wall horizontal joint connecting structure, the shear wall horizontal joint connecting structure include the pre- of about at least two splicings
Shear wall processed, it is described two up and down splice precast shear walls horizontal joints at be equipped with the open second reserved recess portion of side and
It is quickly connected by the second connection component；
Level is cracked coupling beam energy consumption connecting structure, and the level coupling beam energy consumption connecting structure that cracks includes coupling beam and two along level
The both ends of the spaced apart precast shear wall in direction, the coupling beam are connect with two precast shear walls respectively；
Multiple precast floor slabs, at least part precast floor slab are plugged between described two precast shear walls spliced up and down.
2. assembled architecture system according to claim 1, which is characterized in that the prefabricated shearing of described two horizontal splicings
It is respectively equipped with fastener inserts within the walls, first connection component, described two horizontal splicings are equipped in the first reserved recess portion
Precast shear wall in fastener inserts quickly connected by first connection component.
3. assembled architecture system according to claim 2, which is characterized in that the first reserved recess portion includes along described
The short transverse of precast shear wall is spaced apart multiple.
4. assembled architecture system according to claim 2, which is characterized in that the fastener inserts include：
Horizontal reinforcement and anchor bar, the horizontal reinforcement and anchor bar distinguish the horizontally extending and described horizontal reinforcement
At least part and the anchor bar be spaced apart in the thickness direction of the precast shear wall, the horizontal reinforcement is neighbouring
One end at the vertical abutment joint is curved to be formed to the described first reserved recess portion bending along the thickness direction of the precast shear wall
Trisection；
Pre-embedded steel slab, the pre-embedded steel slab be located at each precast shear wall adjacent to the position of the described first reserved recess portion and with
The bending segment of the anchor bar and the horizontal reinforcement welds.
5. assembled architecture system according to claim 4, which is characterized in that the anchor bar is along the prefabricated shearing
The thickness direction bending of wall is twice.
6. assembled architecture system according to claim 2, which is characterized in that first connection component includes：
Junction steel plate, the junction steel plate are covered in the bottom of the described first reserved recess portion；
Multiple connectors, the multiple connector extends along the thickness direction of the precast shear wall and one end insertion is described prefabricated
It is connect with the pre-embedded steel slab in shear wall, the other end is connect with the junction steel plate.
7. assembled architecture system according to claim 6, which is characterized in that the connector forms one end and is embedded in institute
The pre-embedded bolt stated in precast shear wall and welded backwards to the side of the junction steel plate with the pre-embedded steel slab, the pre-buried spiral shell
The other end of bolt passes through the junction steel plate and is connect with nut.
8. assembled architecture system according to claim 6, which is characterized in that the connection backwards of the pre-embedded steel slab
The side of steel plate is equipped with embedded box,
The connector forms the connection bolt that can be quickly connect with the pre-embedded steel slab, and institute is stretched into one end of the connection bolt
It states in embedded box and is clamped with the pre-embedded steel slab, the other end of the connection bolt passes through the junction steel plate and connects with nut
It connects.
9. assembled architecture system according to claim 8, which is characterized in that the connection bolt stretches into the embedded box
Head cross-sectional shape formed strip,
The side of the direction embedded box of the pre-embedded steel slab is equipped at least two limited blocks, at least two limited block positions
In the both sides of the connection bolt head.
10. assembled architecture system according to claim 9, which is characterized in that the junction steel plate and the pre-buried steel
Elongated bolt hole corresponding with the connection bolt head shape is respectively equipped on plate.
11. the assembled architecture system according to any one of claim 7-10, which is characterized in that each pre-buried steel
One connector is at least set on plate, in the length direction of the precast shear wall, in the height of the precast shear wall
Two connectors are at least set on direction.
12. assembled architecture system according to claim 2, which is characterized in that described two horizontal the prefabricated of splicing are cut
Power wall is arranged in linear type.
13. assembled architecture system according to claim 6, which is characterized in that the shear wall vertical abutment joint connects structure
Make include at least three horizontal splicings precast shear walls, two of which in after the precast shear wall connection of "-" type arrangement with the
Three precast shear wall connections, three general " t " shape arrangements of precast shear wall,
The cross sectional shape of the junction steel plate is "T"-shaped and each support plate of the junction steel plate respectively with corresponding position
The pre-embedded steel slab of precast shear wall connects.
14. assembled architecture system according to claim 6, which is characterized in that described two horizontal the prefabricated of splicing are cut
The cross-sectional shape of the L-shaped arrangement of power wall, the junction steel plate substantially forms " L " shape.
15. assembled architecture system according to claim 1, which is characterized in that described two the prefabricated of splicing up and down are cut
In power wall, it is equipped with the vertical reinforcement vertically extended in each precast shear wall,
Wherein, the vertical reinforcement of two precast shear walls is respectively protruding into the described second reserved recess portion and can quickly connect.
16. assembled architecture system according to claim 15, which is characterized in that the company of being equipped in the second reserved recess portion
Fishplate bar, the end of the vertical reinforcement of described two precast shear walls spliced up and down is respectively in opposite directions through the connecting plate
And it is connect with nut.
17. assembled architecture system according to claim 16, which is characterized in that the cross-sectional shape of the connecting plate is big
Cause forms Z-shaped.
18. assembled architecture system according to claim 15, which is characterized in that be equipped with steel in the second reserved recess portion
The end of muscle connector, the vertical reinforcement of described two precast shear walls spliced up and down is connected by the reinforcing bar connector.
19. assembled architecture system according to claim 18, which is characterized in that the end part of two vertical reinforcements
It does not stretch into the reinforcing bar connector and each vertical reinforcement stretches into and stretch out the lengths of rebar and spiral shell of the reinforcing bar connector
Mother's connection.
20. assembled architecture system according to claim 19, which is characterized in that the reinforcing bar connector is equipped with removable
The locking member unloaded, the vertical reinforcement stretches into the reinforcing bar connector connect with nut after locked by the locking member.
21. the assembled architecture system according to any one of claim 15-20, which is characterized in that above and below described two
The horizontal joint of the precast shear wall of splicing is staggeredly arranged in the up-down direction, with the connecting nodes of two vertical reinforcements.
22. assembled architecture system according to claim 1, which is characterized in that the level crack coupling beam energy consumption connection
Construction includes：
First precast shear wall of the first coupling beam and two horizontally spaced arrangements, the both ends of first coupling beam respectively with
The upper end connection of two first precast shear walls；
Second precast shear wall of the second coupling beam and two horizontally spaced arrangements, the both ends of second coupling beam respectively with
The lower end connection of two second precast shear walls, the lower surface of second coupling beam and the upper surface of first coupling beam connect
Connect, wherein the connecting sewing of first coupling beam and second coupling beam, which is formed, first to crack, described first crack in be equipped with flexibility
Material pieces.
23. assembled architecture system according to claim 22, which is characterized in that first coupling beam and described second connects
The middle part of at least one of beam is cracked equipped with horizontally extending second, described second crack in be filled with flexible material
Part.
24. the assembled architecture system according to claim 22 or 23, which is characterized in that the flexible material part is extrusion molding
Plate.
25. assembled architecture system according to claim 22, which is characterized in that be equipped at least two in first coupling beam
A arranged for interval and the vertical muscle of coupling beam horizontally extending respectively, first between first coupling beam and second coupling beam opens
Be equipped in seam and indulge the steel reserved cartridge that is welded to connect of muscle at least two coupling beams, be equipped in the steel reserved cartridge with it is described
First damper for cracking cross-distribution.
26. assembled architecture system according to claim 23, which is characterized in that first coupling beam and described second connects
The anchoring steel for being equipped at least two arranged for interval in the coupling beam that described second cracks and vertically extending respectively is equipped in beam
Muscle is equipped in at least two anchor bar area defined vertically to extend and crack with described second and intersect point
The damper of cloth.
27. the assembled architecture system according to claim 25 or 26, which is characterized in that the damper includes：Steel pipe
With the lead for retractable pencil being filled in the steel pipe, the steel pipe vertically extends and is welded with the anchor bar.
28. assembled architecture system according to claim 1, which is characterized in that the precast floor slab has multiple intervals
Arrangement floor lap joint is opened, the precast shear wall is equipped with reserved groove, the building at floor lap joint position
Top surface, the bottom surface of plate lap joint are located in the reserved groove of the precast shear wall spliced up and down,
It is inserted into described two spellings up and down respectively positioned at the floor lap joint of two precast floor slabs of the precast shear wall both sides
It is connected in reserved groove between the precast shear wall connect and by connector.
29. assembled architecture system according to claim 28, which is characterized in that the floor of described two precast floor slabs is taken
Embedded board is respectively equipped in connector,
The connector is the connecting plate being connected respectively with the embedded board of the floor lap joint of described two precast floor slabs.
30. assembled architecture system according to claim 28, which is characterized in that between two connected precast floor slabs,
Grout blanket is filled between the precast floor slab and the precast shear wall.
31. assembled architecture system according to claim 1, which is characterized in that be located at the precast shear wall side
Two opposite sides of connected precast floor slab are respectively equipped with multiple be spaced apart and the corresponding sunk key in position, the sunk key and institute
It states and is filled with grout blanket between the connecting sewing of two precast floor slabs.
32. assembled architecture system according to claim 1, which is characterized in that set in the middle part of each precast floor slab
There is the filled cavity of multiple distributions spaced apart, extruded sheet is filled in the filled cavity.
33. assembled architecture system according to claim 32, which is characterized in that it is open that the filled cavity forms side
Cross-section accommodating chamber, or opening are the accommodating chamber of necking.
34. assembled architecture system according to claim 32, which is characterized in that the filled cavity forms all round closure
Accommodating chamber.
35. assembled architecture system according to claim 32, which is characterized in that multiple filled cavities are uniform in multiple row
Arrangement.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710263486.1A CN108729564B (en) | 2017-04-19 | 2017-04-19 | Assembled building system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710263486.1A CN108729564B (en) | 2017-04-19 | 2017-04-19 | Assembled building system |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108729564A true CN108729564A (en) | 2018-11-02 |
| CN108729564B CN108729564B (en) | 2024-04-16 |
Family
ID=63933386
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710263486.1A Active CN108729564B (en) | 2017-04-19 | 2017-04-19 | Assembled building system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108729564B (en) |
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109440973A (en) * | 2018-12-20 | 2019-03-08 | 沈阳建筑大学 | A kind of fabricated shear wall vertically connects energy-dissipation structure and its construction method |
| CN110080418A (en) * | 2019-05-09 | 2019-08-02 | 四川大学 | A kind of detachable assembling type shear wall structure of bolt splicing |
| CN110106970A (en) * | 2019-05-31 | 2019-08-09 | 西安建工绿色建筑集团有限公司 | The index bed method of construction that pin-connected panel index bed module and dry and wet technique combine |
| CN110374205A (en) * | 2019-08-09 | 2019-10-25 | 昌大建筑科技有限公司 | A kind of concrete assembles the construction method of dry construction linked system entirely |
| CN110439116A (en) * | 2019-08-09 | 2019-11-12 | 昌大建筑科技有限公司 | Concrete assembles dry construction linked system entirely |
| CN110485561A (en) * | 2019-07-15 | 2019-11-22 | 武汉理工大学 | A kind of bolt connection node and its construction method of adjustable prefabricated components length |
| CN110629915A (en) * | 2019-09-06 | 2019-12-31 | 浙江旷厦建设有限公司 | Mounting structure and mounting method of prefabricated floor slab |
| CN111827491A (en) * | 2019-04-19 | 2020-10-27 | 沈阳大学 | A prefabricated wall connection structure and construction method thereof |
| CN111980263A (en) * | 2020-09-08 | 2020-11-24 | 兰州理工大学 | A kind of prefabricated composite floor concrete composite board hybrid connection structure and construction method |
| CN113175140A (en) * | 2021-05-12 | 2021-07-27 | 国家电网有限公司 | Precast concrete floor slab and mechanical slab joint connection node |
| CN113338478A (en) * | 2021-06-23 | 2021-09-03 | 重庆大学 | A assembled building wallboard for build fast |
| CN114232880A (en) * | 2022-01-12 | 2022-03-25 | 中国建筑第八工程局有限公司 | Adjustable articulating device and method |
| CN115059180A (en) * | 2022-06-23 | 2022-09-16 | 中国十七冶集团有限公司 | Assembled earthquake-resistant building system |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20070110513A1 (en) * | 1999-12-29 | 2007-05-17 | Nippon Steel Corporation | Joint fitting between members and joint structure and joining method of upper and lower floor vertical frame members |
| CN103147529A (en) * | 2013-04-03 | 2013-06-12 | 东南大学 | Assembly type energy dissipation and seismic mitigation shear wall structure system |
| CN103206028A (en) * | 2013-03-21 | 2013-07-17 | 滕军 | Embedded energy-dissipating module of coupled shear wall and using method of embedded energy-dissipating module of coupled shear wall |
| CN203905214U (en) * | 2014-05-15 | 2014-10-29 | 中国建筑股份有限公司 | Assembled type blend coupled wall system |
| CN104847014A (en) * | 2015-05-19 | 2015-08-19 | 杨文琳 | Vertical connection structure for precast concrete shear walls and construction method |
| CN105442727A (en) * | 2015-12-09 | 2016-03-30 | 浙江大学 | Compound type connection shear wall structure and assembling method thereof |
| CN205475801U (en) * | 2016-02-05 | 2016-08-17 | 中国航空规划设计研究总院有限公司 | A metal attenuator for shear wall structure |
| CN106220235A (en) * | 2016-08-11 | 2016-12-14 | 华北水利水电大学 | A preparation method of porous mullite-loaded perovskite La0.6Sr0.4Co1‑yFeyO3 material |
| CN207110083U (en) * | 2017-04-19 | 2018-03-16 | 北京清华同衡规划设计研究院有限公司 | Assembled architecture system |
-
2017
- 2017-04-19 CN CN201710263486.1A patent/CN108729564B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20070110513A1 (en) * | 1999-12-29 | 2007-05-17 | Nippon Steel Corporation | Joint fitting between members and joint structure and joining method of upper and lower floor vertical frame members |
| CN103206028A (en) * | 2013-03-21 | 2013-07-17 | 滕军 | Embedded energy-dissipating module of coupled shear wall and using method of embedded energy-dissipating module of coupled shear wall |
| CN103147529A (en) * | 2013-04-03 | 2013-06-12 | 东南大学 | Assembly type energy dissipation and seismic mitigation shear wall structure system |
| CN203905214U (en) * | 2014-05-15 | 2014-10-29 | 中国建筑股份有限公司 | Assembled type blend coupled wall system |
| CN104847014A (en) * | 2015-05-19 | 2015-08-19 | 杨文琳 | Vertical connection structure for precast concrete shear walls and construction method |
| CN105442727A (en) * | 2015-12-09 | 2016-03-30 | 浙江大学 | Compound type connection shear wall structure and assembling method thereof |
| CN205475801U (en) * | 2016-02-05 | 2016-08-17 | 中国航空规划设计研究总院有限公司 | A metal attenuator for shear wall structure |
| CN106220235A (en) * | 2016-08-11 | 2016-12-14 | 华北水利水电大学 | A preparation method of porous mullite-loaded perovskite La0.6Sr0.4Co1‑yFeyO3 material |
| CN207110083U (en) * | 2017-04-19 | 2018-03-16 | 北京清华同衡规划设计研究院有限公司 | Assembled architecture system |
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109440973B (en) * | 2018-12-20 | 2023-12-01 | 沈阳建筑大学 | Construction method of vertical connection energy consumption structure of assembled shear wall |
| CN109440973A (en) * | 2018-12-20 | 2019-03-08 | 沈阳建筑大学 | A kind of fabricated shear wall vertically connects energy-dissipation structure and its construction method |
| CN111827491A (en) * | 2019-04-19 | 2020-10-27 | 沈阳大学 | A prefabricated wall connection structure and construction method thereof |
| CN110080418A (en) * | 2019-05-09 | 2019-08-02 | 四川大学 | A kind of detachable assembling type shear wall structure of bolt splicing |
| CN110106970A (en) * | 2019-05-31 | 2019-08-09 | 西安建工绿色建筑集团有限公司 | The index bed method of construction that pin-connected panel index bed module and dry and wet technique combine |
| CN110485561A (en) * | 2019-07-15 | 2019-11-22 | 武汉理工大学 | A kind of bolt connection node and its construction method of adjustable prefabricated components length |
| CN110374205A (en) * | 2019-08-09 | 2019-10-25 | 昌大建筑科技有限公司 | A kind of concrete assembles the construction method of dry construction linked system entirely |
| CN110439116A (en) * | 2019-08-09 | 2019-11-12 | 昌大建筑科技有限公司 | Concrete assembles dry construction linked system entirely |
| CN110629915A (en) * | 2019-09-06 | 2019-12-31 | 浙江旷厦建设有限公司 | Mounting structure and mounting method of prefabricated floor slab |
| CN111980263A (en) * | 2020-09-08 | 2020-11-24 | 兰州理工大学 | A kind of prefabricated composite floor concrete composite board hybrid connection structure and construction method |
| CN113175140A (en) * | 2021-05-12 | 2021-07-27 | 国家电网有限公司 | Precast concrete floor slab and mechanical slab joint connection node |
| CN113338478A (en) * | 2021-06-23 | 2021-09-03 | 重庆大学 | A assembled building wallboard for build fast |
| CN114232880A (en) * | 2022-01-12 | 2022-03-25 | 中国建筑第八工程局有限公司 | Adjustable articulating device and method |
| CN115059180A (en) * | 2022-06-23 | 2022-09-16 | 中国十七冶集团有限公司 | Assembled earthquake-resistant building system |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108729564B (en) | 2024-04-16 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108729564A (en) | Assembled architecture system | |
| CN110106970B (en) | Assembled standard layer module and standard layer construction method combining dry and wet processes | |
| CN207700443U (en) | Exterior wall plate level has muscle grouted joint structure at a kind of fabricated shear wall architecture storey | |
| CN201121340Y (en) | Prestressed prefabricated underground diaphragm wall and its prefabricated blocks | |
| US20110011018A1 (en) | Modular construction mold apparatus and method for constructing concrete buildings and structures | |
| CN104563288A (en) | Reinforced concrete frame gridding slab prefabricated energy-saving house | |
| CN206189455U (en) | Piping lane | |
| CN207110083U (en) | Assembled architecture system | |
| CN107447901A (en) | Anti-seismic prefabricated floor and floor antidetonation splicing construction | |
| CN208363404U (en) | A kind of prefabricated panel and its connection structure | |
| CN107401217A (en) | A kind of beamless hollow floor chamber concrete-filled steel tube shear wall combined structure system and method | |
| CN106760036B (en) | A kind of prefabricated steel-combined concrete shear wall | |
| CN107700676A (en) | A kind of dry method connecting plate type structural system and its construction method | |
| CN110359452A (en) | A kind of nodal-connection components, frame pre-stress cable bolting structure and construction method | |
| CN113585456A (en) | Precast concrete beam column connection node structure and construction method | |
| JP4740029B2 (en) | Manufacturing method of floor slab or lining board | |
| CN106481006A (en) | Assembly concrete beam slab tongue and groove method of attachment | |
| CN110644662A (en) | Prefabricated flat slab composite slab based on stress and splitting method thereof | |
| CN110700274A (en) | Mechanically-connected assembled stand column and stand column pile | |
| CN212426749U (en) | Hybrid reinforced concrete joint section | |
| CN113718753A (en) | Anchorage underground diaphragm wall foundation assembled type mid-partition wall and construction method | |
| CN108560585B (en) | Basement outer wall full assembly structure and construction method thereof | |
| CN117926905A (en) | Prestressed component of internal and external thread connecting hole, connecting structure and application method | |
| KR101219459B1 (en) | The water-storage tank of assembly type and method for constructing thereof | |
| CN206189968U (en) | Prefabricated assembled underground granary of inside lining plastics echelonment |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |