CN207525906U - A kind of assembled frame-shear structure wall splitlevel connection structure - Google Patents
A kind of assembled frame-shear structure wall splitlevel connection structure Download PDFInfo
- Publication number
- CN207525906U CN207525906U CN201721657276.2U CN201721657276U CN207525906U CN 207525906 U CN207525906 U CN 207525906U CN 201721657276 U CN201721657276 U CN 201721657276U CN 207525906 U CN207525906 U CN 207525906U
- Authority
- CN
- China
- Prior art keywords
- wall
- prefabricated
- shear
- column
- steel
- 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.)
- Expired - Fee Related
Links
Landscapes
- Rod-Shaped Construction Members (AREA)
Abstract
The utility model is related to assembly concrete building field, shear wall uses the structure of splitlevel connection in specially a kind of assembly concrete frame-shear-wall structure (abbreviation frame-shear structure).The structure includes：Prefabricated lower floor's post, prefabricated upper strata post, prefabricated bottom half storey/top half storey wall, prefabricated middle level wall, prefabricated top layer beam and foundation beam and I-shaped column wall connecting key and trough girder wall connecting key for being connected between above-mentioned component, by pour into a mould coagulation local soil type into.The utility model disconnects the frame column of shear wall at floor, and shear wall disconnects among two layers of floor；Meanwhile the assembling between component, it is connected using steel plate, this connection structure and assembling method, there is the advantages of globality is strong, and ductility is big, the globality and shock resistance of structure all increase.
Description
Technical field
The utility model is related to assembly concrete building field, specially a kind of assembly concrete Frame-Shear Wall
Shear wall uses the structure of splitlevel connection in structure (abbreviation frame-shear structure).
Background technology
Prefabricated concrete structure, which has, to be improved production efficiency, energy saving, raising and ensures that construction engineering quality etc. is excellent
One of point, the important directions that building structure develops in China.Concrete frame shear structure be by two kinds of frame and shear wall structure not
The stress form of same lateral resisting structure composition.In frame-shear structure, shear wall is primarily subjected to horizontal loading, and vertical load is by frame
Frame undertakes, and frame-shear structure has the advantages of horizontal lateral resisting of shear wall is big and frame structure space layout is flexible concurrently, in building structure
In be a kind of widely used structural system.Therefore, it is rationally efficient to split and assemble frame-shear structure, it is assembled system
The major issue of attention.
At present, existing concrete frame shear structure technology is all in the position where floor when splitting frame and shear wall
Fractionation is put, after fractionation, then it is assembled, concrete is not connected at assembled position, only bar connecting.Therefore, at stitching position, structure
Globality poor.
Utility model content
The purpose of this utility model is to provide a kind of assembly concrete Shear Wall in Frame-Shear Wall Structures and is connected using splitlevel
Structure, under the premise of being connected between various precast concretes are ensured, greatly increase the ductility and globality of structure.
The technical solution of the utility model：
A kind of assembled frame-shear structure wall splitlevel connection structure, the structure include：Prefabricated lower floor's post, prefabricated upper strata post,
Prefabricated bottom half storey/top half storey wall, prefabricated middle level wall, prefabricated top layer beam and foundation beam and the I-shaped for being connected between above-mentioned component
Type column-wall connecting key and trough girder-wall connecting key, by pouring into a mould coagulation local soil type into concrete structure is as follows：
The both ends of foundation beam set prefabricated lower floor's post, and the top of foundation beam passes through beam-wall built-in fitting, anti-shear steel plate key and slot
Type beam-wall connecting key sets prefabricated bottom half storey wall, the both sides of prefabricated bottom half storey wall respectively by column-wall built-in fitting, I-shaped column-
Wall connecting key is connect with prefabricated lower floor's post, and prefabricated bottom half storey coping passes through beam-wall built-in fitting, anti-shear steel plate slot and slot respectively
Type beam-wall connecting key sets prefabricated middle level wall, and the top of prefabricated lower floor's post sets prefabricated upper strata post；The lower floor two of prefabricated middle level wall
It is keyed between end and prefabricated lower floor's post by column-wall built-in fitting, I-shaped column-wall connection, the upper strata both ends of prefabricated middle level wall
Key connection is connect by column-wall built-in fitting, I-shaped column-wall between prefabricated upper strata post, the middle level both ends of prefabricated middle level wall with
By Vierendeel girder sagging moment muscle, transverse steel sleeve connection between prefabricated lower floor's post, the middle level both ends of prefabricated middle level wall with it is prefabricated
Pass through Vierendeel girder negative bending moment rib, transverse steel sleeve connection between upper strata post；Prefabricated middle level coping is pre-buried by beam-wall
The prefabricated top half storey wall of part, anti-shear steel plate key and trough girder-wall connecting key setting, the both sides of prefabricated top half storey wall respectively by column-
Wall built-in fitting, I-shaped column-wall connecting key are connect with prefabricated upper strata post, and prefabricated top half storey coping is pre- by beam-wall respectively
Embedded part, anti-shear steel plate slot and trough girder-wall connecting key set prefabricated top layer beam, and the both ends of prefabricated top layer beam are respectively arranged at prefabricated
The top of upper strata post.
The assembled frame-shear structure wall splitlevel connection structure, column-wall built-in fitting is by I group of ribbed steel I and circular hole
Into floor, the opposite side single side setting circular hole I of ribbed steel I is arranged in parallel in the side of ribbed steel I up and down；
Beam-wall built-in fitting is made of ribbed steel II, circular hole I, square hole and circular hole II, and the side of ribbed steel II is flat up and down
Row setting floor, the floor open up the square hole of up/down perforation, and one end of the floor sets semicircular circular hole II, band rib steel
The opposite side single side setting circular hole I of plate II.
The assembled frame-shear structure wall splitlevel connection structure, prefabricated lower floor's post by lower floor's post Reinforcement,
Column tie-bar, longitudinal reinforcement sleeve, transverse steel sleeve and I casting concrete of ribbed steel form, under four of the arrangement that is square
Layer column Reinforcement connects to form frame structure by column tie-bar, and the bottom suit of each lower floor's post Reinforcement is vertical
To reinforced bar sleeve, one side column setting up and down-wall built-in fitting of frame structure, the top setting transverse steel set of the side
Cylinder；
Prefabricated upper strata post pours coagulation by upper strata post Reinforcement, column tie-bar, transverse steel sleeve and ribbed steel I
Local soil type is into four upper strata post Reinforcements of the arrangement that is square connect to form frame structure by column tie-bar, frame structure
One side column setting up and down-wall built-in fitting, the side lower part setting transverse steel sleeve.
The assembled frame-shear structure wall splitlevel connection structure, anti-shear steel plate slot is by I group of ribbed steel III and circular hole
Into floor, the opposite side single side setting circular hole I of ribbed steel III is arranged in parallel in the side of ribbed steel III up and down；Anti-shear steel plate
Key is made of ribbed steel IV and circular hole I, the longitudinally disposed floor in side of ribbed steel IV, the opposite side single side of ribbed steel IV
Circular hole I is set.
The assembled frame-shear structure wall splitlevel connection structure, the prefabricated bottom half storey/reinforcing bar of top half storey within the walls include
It prefabricated bottom half storey/top half storey shear wall longitudinal stress muscle, shear wall cross direction profiles muscle, shear wall confined boundary member stirrup and cuts
Power wall lacing wire, two rows of parallel opposite prefabricated bottom half storey/top half storey shear wall longitudinal stress muscle and two rows of parallel opposite shearings
Wall cross direction profiles muscle forms frame structure, and prefabricated bottom half storey/top half storey shear wall positioned at shear wall cross direction profiles muscle end is indulged
It between principal rod, is connected by shear wall confined boundary member stirrup, opposite prefabricated bottom half storey/top half storey shear wall longitudinal direction
It is connected between principal rod by shearing wall lacing wire；The both sides of frame structure set column-wall built-in fitting, the top of frame structure respectively
Setting ribbed steel II and ribbed steel III, two ribbed steels II are symmetrically disposed on the both sides of ribbed steel III；Frame structure
Bottom setting ribbed steel II and ribbed steel III, two ribbed steels II be symmetrically disposed on the both sides of ribbed steel III.
The assembled frame-shear structure wall splitlevel connection structure, it is lateral that the reinforcing bar of prefabricated middle level within the walls includes shear wall
Distributing reinforcement, shear wall confined boundary member stirrup, shearing wall lacing wire, middle level shear wall Reinforcement, frame negative moment of girder
Muscle, Vierendeel girder sagging moment muscle and frame beam stirrup, two rows of parallel opposite shear wall cross direction profiles muscle and two rows are parallel opposite
Middle level shear wall Reinforcement separately constitutes two story frame structures up and down, positioned at the middle level of shear wall cross direction profiles muscle end
Between shear wall Reinforcement, connected by shear wall confined boundary member stirrup, opposite middle level shear wall longitudinal direction by
It is connected between power reinforcing bar by shearing wall lacing wire；Vierendeel girder negative bending moment rib, the Vierendeel girder sagging moment muscle being arranged in parallel up and down pass through
Frame beam stirrup connects, story frame structure in formation；Upper and lower two story frame structure is respectively at the top of middle story frame structure and bottom
Portion is connect with middle story frame structure；The both sides of upper and lower two story frame structure set column-wall built-in fitting, upper story frame structure respectively
Top setting ribbed steel II and ribbed steel IV, two ribbed steels II be symmetrically disposed on the both sides of ribbed steel IV；Under
The bottom setting ribbed steel II and ribbed steel IV, two ribbed steels II of story frame structure are symmetrically disposed on ribbed steel IV
Both sides.
The assembled frame-shear structure wall splitlevel connection structure, the reinforcing bar in prefabricated top layer beam are set a roof beam in place including top-level boxes
Negative bending moment rib, top-level boxes are set a roof beam in place sagging moment muscle, top layer frame beam stirrup, bean column node stirrup and polyvinyl chloride pipe, two rows of parallel
Opposite top layer frame negative moment of girder muscle and two rows of parallel opposite top-level boxes are set a roof beam in place sagging moment muscle composition frame structure, top-level boxes
Negative bending moment rib, the top-level boxes of setting a roof beam in place are set a roof beam in place between sagging moment muscle, are connected by top layer frame beam stirrup, and top-level boxes are set a roof beam in place sagging moment muscle
Both sides set respectively through the longitudinally disposed polyvinyl chloride pipe of bean column node stirrup；The bottom setting ribbed steel II of frame structure
With ribbed steel IV, two ribbed steels II are symmetrically disposed on the both sides of ribbed steel IV.
The assembled frame-shear structure wall splitlevel connection structure, the bottom setting circular hole III of trough girder-wall connecting key,
Two sides of trough girder-wall connecting key are opposite to slot.
The advantages of the utility model and advantageous effect are：
1st, it is reduced under seismic loading because of the spelling between component using mutual split connection between the utility model shear wall
Generated horizontal displacement when dress gap is located at same floor height, the globality of enhancing structure and resistance to deformation and the ability destroyed.
2nd, the utility model dry wall and dry wall, by the intermediate region of dry wall and dry wall coupling part, if
Anti-shear steel plate slot and anti-shear steel plate key are put, completes the transmission of coupling part shearing between wall, Path of Force Transfer is clear and definite.
3rd, the utility model makes the higher part of precision, pre-buried including precast beam, prefabricated post, dry wall and beam-wall
The making of part, column-wall built-in fitting, I-shaped column wall connecting key, trough girder wall connecting key, is completed in factory.On-site consolidation
The learning cost of construction personnel can be saved in the process, accelerated construction progress.
4th, the utility model uses a large amount of assembling work, and more meeting energy saving and environmental protection of green construction etc. will
It asks, reduces environmental pollution, it then follows the principle of sustainable development.
Description of the drawings
Fig. 1 is the graphics of column-wall built-in fitting.
Fig. 2 is longitudinal reinforcement sleeve graphics.
Fig. 3 is the graphics of transverse steel sleeve.
Fig. 4 is the steel bar arrangement graphics in prefabricated lower-layer concrete column.
Fig. 5 is that reinforcing bar binding in column-wall built-in fitting and lower-layer concrete column is welded to the graphics finished.
Fig. 6 is the graphics of the prefabricated lower-layer concrete column (referred to as prefabricated upper strata post) with column-wall built-in fitting.
Fig. 7 is the steel bar arrangement graphics in prefabricated upper strata concrete column.
Fig. 8 is that reinforcing bar binding in column-wall built-in fitting and upper strata concrete column is welded to the graphics finished.
Fig. 9 is the graphics of the prefabricated upper strata concrete column (referred to as prefabricated upper strata post) with column-wall built-in fitting.
Figure 10 is the graphics of beam-wall built-in fitting.
Figure 11 is the graphics of anti-shear steel plate slot.
Figure 12 is the graphics of anti-shear steel plate key.
Figure 13 is the steel bar arrangement graphics in precast concrete bottom half storey/top half storey shear wall.
Figure 14 is by three of reinforcing bar binding welding in beam-wall built-in fitting, column-wall built-in fitting and anti-shear steel plate slot and shear wall
Dimension figure.
Figure 15 is prefabricated bottom half storey/half layer concrete of top with beam-wall built-in fitting, column-wall built-in fitting and anti-shear steel plate slot
The graphics of shear wall (referred to as prefabricated bottom half storey wall/prefabricated top half storey wall).
Figure 16 is the steel bar arrangement graphics of prefabricated middle layer concrete shear within the walls.
Figure 17 be by beam-wall built-in fitting, column-wall built-in fitting and anti-shear steel plate key and prefabricated middle layer concrete shear within the walls
Graphics after reinforcing bar binding welding.
Figure 18 is the prefabricated middle layer concrete shear force wall with beam-wall built-in fitting, column-wall built-in fitting and anti-shear steel plate key
(referred to as prefabricated middle level wall).
Figure 19 is the steel bar arrangement graphics in prefabricated top layer concrete frame beam.
Figure 20 is to have welded beam-wall built-in fitting and anti-shear steel plate key with reinforcing bar binding in prefabricated top layer concrete frame beam
Graphics after finishing.
Figure 21 is prefabricated top layer concrete frame beam (the referred to as prefabricated top layer with beam-wall built-in fitting and anti-shear steel plate key
Beam).
Figure 22 is the graphics of I-shaped column-wall connecting key.
Figure 23 is the graphics of trough girder-wall connecting key.
Figure 24 is cast in situ concrete foundation beam (abbreviation foundation beam) graphics with beam-wall built-in fitting.
Figure 25 is the hoisting process graphics of prefabricated upper strata post and foundation beam.
Figure 26 is the lifting completion graphics of prefabricated upper strata post and foundation beam.
Figure 27 is the graphics that prefabricated bottom half storey wall is lifted on to Figure 26.
Figure 28 is the graphics being installed on Figure 22 and Figure 23 between column-wall built-in fitting and beam-wall built-in fitting.
Figure 29 is the graphics that prefabricated middle level wall is lifted on to Figure 28.
Figure 30 is the graphics being installed on Figure 22 and Figure 23 between beam-wall built-in fitting.
Figure 31 is prefabricated upper strata post and the hoisting process graphics of Figure 30.
Figure 32 is prefabricated upper strata post and the lifting completion graphics of Figure 30.
Figure 33 is graphics when wall splitlevel frame-shear structure is completed.
Figure 34 is the graphics after the grouting of wall splitlevel frame-shear structure completes.
In figure, 1 ribbed steel I；2 circular holes I；3 longitudinal reinforcement sleeves；4 transverse steel sleeves；5 lower floor's post longitudinal stress steel
Muscle；6 column tie-bars；7 upper strata post Reinforcements；8 ribbed steels II；9 square holes；10 circular holes II；11 ribbed steels III；12 is with ribbing
Steel plate IV；13 prefabricated bottom half storeys/top half storey shear wall longitudinal stress muscle；14 shear wall cross direction profiles muscle；15 shear wall binding sides
Edge component stirrup；16 shearing wall lacing wires；17 middle level shear wall Reinforcements；18 Vierendeel girder negative bending moment ribs；19 Vierendeel girders are just
Moment of flexure muscle；20 frame beam stirrups；21 top layer frame negative moment of girder muscle；22 top-level boxes are set a roof beam in place sagging moment muscle；23 top-level boxes are set a roof beam in place hoop
Muscle；24 bean column node stirrups；25 polyvinyl chloride pipes；26 I-shaped columns-wall connecting key；27 trough girders-wall connecting key；28 circular holes
Ⅲ；29 bases top；Reinforcing bar is stretched out on 30 bases top；31 grouting materials.
Specific embodiment
As shown in Fig. 1-Figure 33, the utility model assembled frame-shear structure wall splitlevel connection structure mainly includes：It is prefabricated
Lower floor's post (Fig. 6), prefabricated upper strata post (Fig. 9), prefabricated bottom half storey/top half storey wall (Figure 15), prefabricated middle level wall (Figure 18), prefabricated top
Layer beam (Figure 21) and foundation beam (Figure 24) and I-shaped column-wall connecting key (Figure 22) and groove profile for being connected between above-mentioned component
Beam-wall connecting key (Figure 23).
(1) as shown in Figure 1, column-wall built-in fitting concrete structure and manufacturing process are as follows：
Column-wall built-in fitting (Fig. 1) is made of ribbed steel I 1 and circular hole I 2, and the side of ribbed steel I 1 is arranged in parallel up and down
Floor, the opposite side single side setting circular hole I 2 of ribbed steel I 1；
By the way of single side drilling, number and size are determined circular hole I 2 by the radical of column tie-bar 6 being inserted into its hole；
The width of ribbed steel I 1 needs size smaller than the width of precast concrete column and precast concrete shear wall, small
More than or equal to the protective layer thickness needed for steel plate as defined in specification, to meet the requirement for being in the milk and preventing junction steel plate from corroding；
Other geometric dimensions of ribbed steel I 1 connect the shear force calculation transmitted between prefabricated components according to it and determine.
(2) as shown in Fig. 2-Fig. 9, the concrete structure and manufacturing process of prefabricated lower floor's post and prefabricated upper strata post are as follows：
As shown in Fig. 2-Fig. 6, prefabricated lower floor's post by lower floor's post Reinforcement 5, column tie-bar 6, longitudinal reinforcement sleeve 3,
Transverse steel sleeve 4 and I 1 casting concrete of ribbed steel composition, four lower floor's post Reinforcements 5 of the arrangement that is square are logical
It crosses the connection of column tie-bar 6 and forms frame structure, the bottom suit longitudinal reinforcement sleeve 3 of each lower floor's post Reinforcement 5, frame
One side column setting up and down-wall built-in fitting of structure, the top setting transverse steel sleeve 4 of the side.
The manufacturing process of prefabricated lower floor's post is：First, longitudinal reinforcement set is inserted into the lower end of lower floor's post Reinforcement 5
Then cylinder 3 binds column tie-bar 6, completes the steel bar arrangement in prefabricated bottom half storey column column.
The upper end of lower prop Reinforcement 5 should reserve a part, and the length of reserved part is in prefabricated upper prop (Fig. 9)
The half of 3 height of longitudinal reinforcement sleeve.
Column tie-bar 6 was in binding, and on the direction that is connected with column-wall built-in fitting (Fig. 1), the two limb stirrups positioned inside should
A part is stretched out, the length of extension is identical with the hole depth of column-wall built-in fitting (Fig. 1) side wall circular hole I 2.At the position of upper end
Column tie-bar 6 answer a protruding part, the length of extension is slightly longer than transverse steel sleeve 4.
Column-wall built-in fitting (Fig. 1) is inserted into the extension of column tie-bar 6, column-wall built-in fitting (Fig. 1) by circular hole I 2
Number the shear force calculation transmitted is needed to determine according between dry wall (Figure 18) and prefabricated bottom half storey column (Fig. 6), and along pillar height
It is uniformly distributed.
Reinforcing bar (Fig. 4) outer support template in column, casting concrete, concrete pours pre- to column-wall in template planted agent
The outer surface of embedded part (Fig. 1), form removal after concrete setting stretch out transverse steel sleeve 4 along at the position of upper end
The outside of column tie-bar 6 be inserted into, complete the making (Fig. 6) of prefabricated bottom half storey column.
As shown in Fig. 3, Fig. 7-Fig. 9, prefabricated upper strata post is by upper strata post Reinforcement 7, column tie-bar 6, transverse steel set
Cylinder 4 and I 1 casting concrete of ribbed steel composition, four upper strata post Reinforcements 7 of the arrangement that is square pass through column tie-bar 6
Connection forms frame structure, one side column setting up and down-wall built-in fitting of frame structure, the lateral steel of lower part setting of the side
Muscle sleeve 4.
The structure and manufacturing process of prefabricated upper strata post (Fig. 9) are identical with prefabricated lower floor's post (Fig. 6), and difference lies in upper strata posts to indulge
It is more than the length in reserve of 5 upper end of lower floor's post Reinforcement, the length of reserved part to the length in reserve of 7 upper end of steel bar stress
For prefabricated top layer depth of beam.Simultaneously positioned at a 6 protruding part of column tie-bar for lower end, the length of extension is slightly longer than
Transverse steel sleeve 4.
(3) as shown in Figure 10, the concrete structure of beam-wall built-in fitting and manufacturing process are as follows：
Beam-wall built-in fitting (Figure 10) is made of ribbed steel II 8, circular hole I 2, square hole 9 and circular hole II 10, ribbed steel II 8
Side be arranged in parallel floor up and down, the floor opens up the square hole 9 of up/down perforation, and one end setting of the floor is semicircular
Circular hole II 10, the opposite side single side setting circular hole I 2 of ribbed steel II 8.
(Fig. 1) identical with column-wall built-in fitting, the circular hole I 2 on beam-wall built-in fitting (Figure 10) by the way of single side drilling,
Its number and size are determined by the radical of prefabricated bottom half storey/top half storey shear wall longitudinal stress muscle 13 being inserted into its hole；
The size of square hole 9 is determined by the size of trough girder-wall connecting key 27, it is therefore intended that realizes ribbed steel II 8 and slot
Connection between type beam-wall connecting key 27.In addition, when the purpose of setting circular hole II 10 is grouting, grouting material can pass through circular hole
Flow to other positions.
The width of ribbed steel II 8 need it is smaller than the width of precast concrete Vierendeel girder and precast concrete shear wall, it is small
Size be greater than or equal to protective layer thickness as defined in specification needed for steel plate, be in the milk and prevent what junction steel plate from corroding to meet
It is required that；
Other geometric dimensions of ribbed steel II 8 connect the calculation of Bending Moment transmitted between prefabricated components according to it and determine.
(4) as shown in Figure 11-Figure 12, the concrete structure and manufacturing process of anti-shear steel plate slot and anti-shear steel plate key are as follows：
Anti-shear steel plate slot (Figure 11) is made of ribbed steel III 11 and circular hole I 2, parallel above and below the side of ribbed steel III 11
Floor, the opposite side single side setting circular hole I 2 of ribbed steel III 11 are set；Anti-shear steel plate key (Figure 12) is by IV 12 He of ribbed steel
Circular hole I 2 forms, the longitudinally disposed floor in side of ribbed steel IV 12, the opposite side single side setting circular hole I 2 of ribbed steel IV 12.
It is identical with column-wall built-in fitting (Fig. 1) and beam-wall built-in fitting (Figure 10), anti-shear steel plate slot (Figure 11) and anti-shear steel plate
Circular hole I 2 on key (Figure 12) is by the way of single side drilling, and number and size are by the shear wall genesis analysis that is inserted into its hole
The radical of muscle 14 determines；
The slot inner wall width of anti-shear steel plate slot (Figure 11) should be of same size with the steel plate outer wall of anti-shear steel plate key (Figure 12), slot
Inner wall depth is identical with steel plate outer wall height, makes the two at the time of contact being capable of mutual clamping；
The width of ribbed steel III 11 and ribbed steel IV 12 needs to cut than precast concrete Vierendeel girder and precast concrete
The width of power wall is small, and small size is greater than or equal to the protective layer thickness as defined in specification needed for steel plate, is in the milk and prevents to meet
The only requirement of junction steel plate corrosion；
Other geometric dimensions of ribbed steel III 11 and ribbed steel IV 12 connect what is transmitted between prefabricated components according to it
Shear force calculation determines.
(5) it as shown in Figure 13-Figure 18, the concrete structure of prefabricated bottom half storey/top half storey wall and prefabricated middle level wall and made
Journey is as follows：
As shown in figure 13, the prefabricated bottom half storey/reinforcing bar of top half storey within the walls includes prefabricated bottom half storey/top half storey shear wall longitudinal direction
Principal rod 13, shear wall cross direction profiles muscle 14, shear wall confined boundary member stirrup 15 and shearing wall lacing wire 16, two rows of parallel phases
To prefabricated bottom half storey/top half storey shear wall longitudinal stress muscle 13 formed with two rows of parallel opposite shear wall cross direction profiles muscle 14
Frame structure, between prefabricated bottom half storey/top half storey shear wall longitudinal stress muscle 13 of 14 end of shear wall cross direction profiles muscle,
Connected by shear wall confined boundary member stirrup 15, opposite prefabricated bottom half storey/top half storey shear wall longitudinal stress muscle 13 it
Between connected by shearing wall lacing wire 16.The both sides of frame structure set column-wall built-in fitting, the top setting band of frame structure respectively
Rib steel plate II 8 and ribbed steel III 11, two ribbed steels II 8 are symmetrically disposed on the both sides of ribbed steel III 11；Frame structure
Bottom setting ribbed steel II 8 and ribbed steel III 11, two ribbed steels II 8 be symmetrically disposed on the two of ribbed steel III 11
Side.
Its manufacturing process is：Prefabricated bottom half storey/top half storey shear wall longitudinal stress muscle 13 and shear wall constraint are bound first
Edge member stirrup 15 forms confined boundary member reinforcing bar；Then it binds remaining shear wall genesis analysis muscle 13 and shear wall is horizontal
To distributing reinforcement 14；Finally binding shearing wall lacing wire 16, forms the reinforcing bar in dry wall.
Shear wall genesis analysis muscle 13 (is schemed in process of binding with beam-wall built-in fitting (Figure 10) and anti-shear steel plate slot
11) a protruding part, length and beam-wall built-in fitting (Figure 10) and the anti-shear steel plate slot of extension are answered on the direction of connection
The hole depth of the side wall circular hole I 2 of (Figure 11) is identical.
Beam-wall built-in fitting (Figure 10) and anti-shear steel plate slot (Figure 11) are inserted into shear wall cross direction profiles muscle by circular hole I 2
14 extension, the number of beam-wall built-in fitting (Figure 10) are needed according between dry wall (Figure 15) and prefabricated middle level beam (Figure 21)
The calculation of Bending Moment to be transmitted determines, and laterally uniform in two side areas along wall, the number of anti-shear steel plate slot (Figure 14) according to
The prefabricated bottom half storey/shear force calculation transmitted is needed to determine between top half storey wall (Figure 15) and prefabricated middle level wall (Figure 18), and along wall
It is laterally uniform in intermediate region.
Shear wall cross direction profiles muscle 14, should be outside on the direction being connect with column-wall built-in fitting (Fig. 1) in process of binding
A part is stretched out, the length of extension is identical with the hole depth of column-wall built-in fitting (Fig. 1) side wall circular hole I 2.
Column-wall built-in fitting (Fig. 1) is inserted into the extension of shear wall cross direction profiles muscle 14, column-wall by circular hole I 2
The number of built-in fitting (Fig. 1) and distribution and with the column in the prefabricated upper strata post and prefabricated lower floor's post in the range of the high same area of wall-
Wall built-in fitting (Fig. 1) number is identical.
The outer formwork supporting plate outside framework of steel reinforcement, casting concrete, concrete are poured in template planted agent to column-wall built-in fitting (figure
And the outer surface of beam-wall built-in fitting (Figure 10) and anti-shear steel plate slot (Figure 11) 1).Form removal after concrete setting is completed pre-
The making of wall (Figure 15) processed.
As exemplified in figs, the reinforcing bar of prefabricated middle level within the walls includes shear wall cross direction profiles muscle 14, shear wall binding side
Edge component stirrup 15, shearing wall lacing wire 16, middle level shear wall Reinforcement 17, Vierendeel girder negative bending moment rib 18, Vierendeel girder are just
Moment of flexure muscle 19 and frame beam stirrup 20, two rows of parallel opposite shear wall cross direction profiles muscle 14 are cut with two rows of parallel opposite middle levels
Power wall Reinforcement 17 separately constitutes two story frame structures up and down, is cut positioned at the middle level of 14 end of shear wall cross direction profiles muscle
It between power wall Reinforcement 17, is connected by shear wall confined boundary member stirrup 15, opposite middle level shear wall longitudinal direction
It is connected between steel bar stress 17 by shearing wall lacing wire 16.Vierendeel girder negative bending moment rib 18, the Vierendeel girder being arranged in parallel up and down are just curved
Square muscle 19 is connected by frame beam stirrup 20, story frame structure in formation.Upper and lower two story frame structure is respectively at middle level frame knot
The top and bottom of structure are connect with middle story frame structure.The both sides of upper and lower two story frame structure set column-wall built-in fitting respectively,
The top setting ribbed steel II 8 and ribbed steel IV 12, two ribbed steels II 8 of upper story frame structure are symmetrically disposed on ribbing
The both sides of steel plate IV 12；The bottom setting ribbed steel II 8 and ribbed steel IV 12 of lower story frame structure, two ribbed steels II
8 are symmetrically disposed on the both sides of ribbed steel IV 12.
Its manufacturing process is identical with the manufacturing process of prefabricated bottom half storey/top half storey wall (Figure 15), but prefabricated middle level wall (figure
18) height is two times of prefabricated bottom half storey/top half storey wall (Figure 15) height, and the intermediate region setting Vierendeel girder of wall is mixing
After solidifying soil pours, Vierendeel girder negative bending moment rib 18 and Vierendeel girder sagging moment muscle 19 in Vierendeel girder stretch out one to both sides respectively
Point, the stirrup that the length of extension is stretched out respectively with prefabricated lower floor's post (Fig. 6) upper end and prefabricated upper strata post (Fig. 9) lower end
6 length are identical, slightly shorter than the length of transverse steel sleeve 4.
(6) as shown in Figure 19-21, the concrete structure of prefabricated top layer beam and manufacturing process are as follows：
As shown in figure 19, the reinforcing bar in prefabricated top layer beam (Figure 21) includes top layer frame negative moment of girder muscle 21, top layer frame
Beam sagging moment muscle 22, top layer frame beam stirrup 23, bean column node stirrup 24 and polyvinyl chloride pipe 25, two rows of parallel opposite top layers
Vierendeel girder negative bending moment rib 21 and two rows of parallel opposite top-level boxes sagging moment muscle 22 of setting a roof beam in place form frame structure, and top-level boxes are set a roof beam in place negative
Moment of flexure muscle 21, top-level boxes are set a roof beam in place between sagging moment muscle 22, are connected by top layer frame beam stirrup 23, and top-level boxes are set a roof beam in place sagging moment muscle
22 both sides are set respectively through 24 longitudinally disposed polyvinyl chloride pipe 25 of bean column node stirrup.The bottom setting of frame structure is with ribbing
Steel plate II 8 and ribbed steel IV 12, two ribbed steels II 8 are symmetrically disposed on the both sides of ribbed steel IV 12.
Its manufacturing process is：First by top layer frame negative moment of girder muscle 21 and top-level boxes set a roof beam in place positive moment reinforcement 22 bind in
Top layer frame beam stirrup 23；Then using bean column node stirrup 24 bind polyvinyl chloride pipe 25, the center of polyvinyl chloride pipe 25 with
The center of upper strata post Reinforcement 7 is same, and the diameter of polyvinyl chloride pipe 25 is more than 7 diameter 1- of column Reinforcement
2cm；Finally bean column node stirrup 24 with polyvinyl chloride pipe 25 is bound and is set a roof beam in place in top layer frame negative moment of girder muscle 21 and top-level boxes
Positive moment reinforcement 22.
Top layer frame beam stirrup 23 answers a protruding part upwards thereunder in process of binding, extension
Length is identical with the hole depth of beam-wall built-in fitting (Figure 10) and anti-shear steel plate key (Figure 12) side wall circular hole I 2.
Beam-wall built-in fitting (Figure 10) and anti-shear steel plate key (Figure 12) are inserted respectively into top-level boxes by circular hole I 2 to set a roof beam in place hoop
The number of the lower extension portion of muscle 23, beam-wall built-in fitting (Figure 10) and anti-shear steel plate key (Figure 12) and prefabricated top half storey wall end
Face is identical.
The outer formwork supporting plate outside framework of steel reinforcement, casting concrete, concrete are poured in template planted agent to beam-wall built-in fitting (figure
And the outer surface of anti-shear steel plate key (Figure 12) 10).Form removal after concrete setting completes the system of prefabricated top layer beam (Figure 21)
Make.
(7) as shown in Figure 22-Figure 23, the concrete structure and making of I-shaped column-wall connecting key and trough girder-wall connecting key
Process is as follows：
The size of I-shaped column-wall connecting key 26 is determined by the size of column-wall built-in fitting (Fig. 1)；
The bottom setting circular hole III 28 of trough girder-wall connecting key 27, two sides of trough girder-wall connecting key 27 are opposite to open
Slot, the size of key foot is identical with the size of beam-wall built-in fitting (Figure 10) upper aperture 9, and the purpose of setting circular hole III 28 is grouting
When, grouting material can flow to other positions by circular hole.
The prefabricated completion in factory of above-mentioned prefabricated components, then transports to construction site and assembles, and specific hoisting process is as follows：
(1) prefabricated lower floor's post (Fig. 6) and the cast-in-place concrete with beam-wall built-in fitting (Figure 10) and anti-shear steel plate key (Figure 12)
The assembling process of foundation beam (Figure 24), is shown in Figure 24-Figure 26.
Figure 24 is the cast in situ concrete foundation beam with beam-wall built-in fitting (Figure 10) and anti-shear steel plate key (Figure 12), cast-in-place mixed
The top setting ribbed steel II 8 and ribbed steel IV 12 of solidifying earth foundation beam, two ribbed steels II 8 are symmetrically disposed on band rib steel
The both sides of plate IV 12.The both ends setting basis top 29 of cast in situ concrete foundation beam, stretches at the top of 29 setting bases at the top of the basis
Go out reinforcing bar 30.
Its production method is identical with common cast-in-place foundation beam, only sets beam-wall built-in fitting (Figure 10) and shearing resistance on its upper side
Reinforcing bar 30 is stretched out at the top of the basis in steel plate key (Figure 12), top 29 based on beam-ends at the top of 29 setting bases.
As shown in figure 25, during lifting, prefabricated lower floor's post (Fig. 6) is lifted on 29 at the top of basis, and ensures to stretch at the top of basis
Go out reinforcing bar 30 to be inserted into the longitudinal reinforcement sleeve 3 of prefabricated lower floor's post (Fig. 6) bottom, then be in the milk in sleeve, complete pre-
Lower floor's post (Fig. 6) processed and the cast in situ concrete foundation beam (Figure 24) with beam-wall built-in fitting (Figure 10) and anti-shear steel plate key (Figure 12)
Assembling, see Figure 26.
(2) lifting of prefabricated bottom half storey wall (Figure 15), is shown in Figure 27-Figure 28.
As shown in figure 27, prefabricated bottom half storey wall (Figure 15) is lifted to the top of foundation beam (Figure 24), ensured on the downside of it
Beam-wall built-in fitting (Figure 10) and anti-shear steel plate slot (Figure 11), column-wall built-in fitting (Fig. 1) of the left and right sides (are schemed respectively with foundation beam
24) beam-wall built-in fitting (Figure 10) and anti-shear steel plate key (Figure 12) and prefabricated lower floor's post (Fig. 6) connection side on the upside of are upward
Column-wall built-in fitting (Fig. 1) is in close contact.Then first by trough girder-wall connecting key 27 along the side on beam-wall built-in fitting (Figure 10)
Hole 9 is inserted into, then I-shaped column-wall connecting key 26 is fixed on by the gap between column-wall built-in fitting (Fig. 1), completing prefabricated bottom
The assembling of half storey wall (Figure 15), is shown in Figure 28.
(3) lifting of prefabricated middle level wall (Figure 18), is shown in Figure 29-Figure 30.
Prefabricated middle level wall (Figure 18) is lifted on to the top of prefabricated bottom half storey wall (Figure 15), sees Figure 29；And ensure its downside
Beam-wall built-in fitting (Figure 10) and anti-shear steel plate key (Figure 12), the left and right sides column-wall built-in fitting (Fig. 1) respectively with prefabricated bottom
The beam on half storey wall upper strata-wall built-in fitting (Figure 10) and anti-shear steel plate slot (Figure 11) and prefabricated lower floor's post (Fig. 6) top half
Column-wall built-in fitting (Fig. 1) is in close contact；Then it is pre- in beam-wall of prefabricated middle level wall (Figure 18) and prefabricated bottom half storey wall (Figure 15)
Between embedded part (Figure 10) install trough girder-wall connecting key 27, the column of prefabricated middle level wall (Figure 18) and prefabricated lower floor's post (Fig. 6)-
I-shaped column-wall connecting key 26 is installed between wall built-in fitting (Fig. 1)；The column tie-bar 6 that prefabricated lower floor's post (Fig. 6) upper end is stretched out with
Prefabricated middle level wall (Figure 18) inside casing set a roof beam in place stretching 19 keeping parallelism of Vierendeel girder sagging moment muscle and be in close contact, finally by column tie-bar
Transverse steel sleeve 4 on 6 slides into reinforcing bar contact side intermediate region, and is in the milk in sleeve, completes prefabricated middle level wall (figure
18) lifting, is shown in Figure 30.
(4) lifting of prefabricated upper strata post (Fig. 9), is shown in Figure 31-Figure 32.
As shown in figure 31, during lifting, prefabricated upper strata post (Fig. 9) is lifted on to the top of prefabricated lower floor's post (Fig. 6), is made prefabricated
The lower floor's post Reinforcement 5 that lower floor's post (Fig. 6) is stretched out is inserted into the longitudinal reinforcement sleeve 3 of prefabricated upper strata post (Figure 19) bottom
It is interior, then it is in the milk in sleeve；Ensure column-wall built-in fitting (Fig. 1) of prefabricated upper strata post (Fig. 9) lower half portion and prefabricated middle level wall
Column-wall built-in fitting (Fig. 1) at left and right sides of (Figure 18) top half is in close contact；Then in prefabricated upper strata post (Fig. 9) and prefabricated
I-shaped column-wall connecting key 26 is installed between the column of middle level wall (Figure 18)-wall built-in fitting (Fig. 1)；Prefabricated upper strata post (Fig. 9) lower end
Column tie-bar 6 and prefabricated middle level wall (Figure 18) inside casing that portion is stretched out are set a roof beam in place 18 keeping parallelism of Vierendeel girder negative bending moment rib of stretching and close
Transverse steel sleeve 4 on column tie-bar 6 is finally slid into reinforcing bar contact side intermediate region, and is in the milk in sleeve by contact, complete
Into the lifting of prefabricated upper strata post (Fig. 9), Figure 32 is seen.
(4) lifting of remaining dry wall and prefabricated top layer beam (Figure 21) is identical with above procedure, sees Figure 33.
(5) there are column-wall built-in fitting (Fig. 1), beam-wall built-in fitting (Figure 10), anti-shear steel plate slot (Figure 11) and resist in each layer
The junction support bar template of shear-steel plate key (Figure 12), and passes through glass cement or other materials, ensure bar template with it is prefabricated
Beams of concrete, column, shear wall closely connect.Then grouting material 31 is perfused in bar template, until grouting material is full of bar shaped mould
The I-shaped of plate inner prop-wall built-in fitting (Fig. 1), beam-wall built-in fitting (Figure 10), anti-shear steel plate slot (Figure 11) and connection fixed thereto
The gap of type column-wall connecting key 26, trough girder-wall connecting key 27 and anti-shear steel plate key (Figure 12).After grouting material solidification, remove
Bar template completes the connection of precast beam, column and shear wall, sees Figure 34.
Embodiment the result shows that, the utility model proposes a kind of assembled frame-shear structure wall splitlevel connection structure and assembly
Method, frame column disconnect at floor, and shear wall disconnects among two layers of floor；Meanwhile the assembling between component, it adopts
It is connected with steel plate, this connection structure and assembling method, has that globality is strong, the advantages of ductility is big, the globality of structure and anti-
Pinking all increases.
Claims (8)
1. a kind of assembled frame-shear structure wall splitlevel connection structure, which is characterized in that the structure includes：It is prefabricated lower floor's post, pre-
Upper strata post processed, prefabricated bottom half storey/top half storey wall, prefabricated middle level wall, prefabricated top layer beam and foundation beam and between above-mentioned component
I-shaped column-wall connecting key of connection and trough girder-wall connecting key, by pouring into a mould coagulation local soil type into concrete structure is as follows：
The both ends of foundation beam set prefabricated lower floor's post, and the top of foundation beam passes through beam-wall built-in fitting, anti-shear steel plate key and groove profile
Beam-wall connecting key sets prefabricated bottom half storey wall, and the both sides of prefabricated bottom half storey wall pass through column-wall built-in fitting, I-shaped column-wall respectively
Connecting key is connect with prefabricated lower floor's post, and prefabricated bottom half storey coping passes through beam-wall built-in fitting, anti-shear steel plate slot and groove profile respectively
Beam-wall connecting key sets prefabricated middle level wall, and the top of prefabricated lower floor's post sets prefabricated upper strata post；The lower floor both ends of prefabricated middle level wall
Key connection is connect by column-wall built-in fitting, I-shaped column-wall between prefabricated lower floor's post, the upper strata both ends of prefabricated middle level wall with
By column-wall built-in fitting, I-shaped column-wall connection key connection between prefabricated upper strata post, the middle level both ends of prefabricated middle level wall with it is pre-
By Vierendeel girder sagging moment muscle, transverse steel sleeve connection between lower floor's post processed, the middle level both ends of prefabricated middle level wall with it is prefabricated on
Pass through Vierendeel girder negative bending moment rib, transverse steel sleeve connection between layer column；Prefabricated middle level coping by beam-wall built-in fitting,
Anti-shear steel plate key and the prefabricated top half storey wall of trough girder-wall connecting key setting, the both sides of prefabricated top half storey wall are pre- by column-wall respectively
Embedded part, I-shaped column-wall connecting key are connect with prefabricated upper strata post, prefabricated top half storey coping respectively by beam-wall built-in fitting,
Anti-shear steel plate slot and trough girder-wall connecting key set prefabricated top layer beam, and the both ends of prefabricated top layer beam are respectively arranged at prefabricated upper strata
The top of column.
2. assembled frame-shear structure wall splitlevel connection structure described in accordance with the claim 1, which is characterized in that column-wall is pre-buried
Part is made of ribbed steel I and circular hole I, and floor, the opposite side list of ribbed steel I is arranged in parallel up and down in the side of ribbed steel I
Face sets circular hole I；
Beam-wall built-in fitting is made of ribbed steel II, circular hole I, square hole and circular hole II, parallel above and below the side of ribbed steel II to set
Floor is put, the floor opens up the square hole of up/down perforation, and one end of the floor sets semicircular circular hole II, ribbed steel II
Opposite side single side setting circular hole I.
3. assembled frame-shear structure wall splitlevel connection structure described in accordance with the claim 1, which is characterized in that prefabricated lower floor's post
By lower floor's post Reinforcement, column tie-bar, I casting concrete group of longitudinal reinforcement sleeve, transverse steel sleeve and ribbed steel
Into four lower floor's post Reinforcements of the arrangement that is square connect to form frame structure by column tie-bar, and each lower floor's post is indulged
Longitudinal reinforcement sleeve, one side column setting up and down-wall built-in fitting of frame structure, the side are set with to the bottom of steel bar stress
Top setting transverse steel sleeve；
Prefabricated upper strata post is by upper strata post Reinforcement, I casting concrete group of column tie-bar, transverse steel sleeve and ribbed steel
Into, four upper strata post Reinforcements of the arrangement that is square connect to form frame structure by column tie-bar, and the one of frame structure
Side column setting up and down-wall built-in fitting, the lower part setting transverse steel sleeve of the side.
4. assembled frame-shear structure wall splitlevel connection structure described in accordance with the claim 1, which is characterized in that anti-shear steel plate slot
It is made of ribbed steel III and circular hole I, floor, the opposite side list of ribbed steel III is arranged in parallel up and down in the side of ribbed steel III
Face sets circular hole I；Anti-shear steel plate key is made of ribbed steel IV and circular hole I, the longitudinally disposed floor in side of ribbed steel IV, band
The opposite side single side setting circular hole I of rib steel plate IV.
5. assembled frame-shear structure wall splitlevel connection structure described in accordance with the claim 1, which is characterized in that prefabricated bottom half
The reinforcing bar of layer/top half storey within the walls includes prefabricated bottom half storey/top half storey shear wall longitudinal stress muscle, shear wall cross direction profiles muscle, cuts
Power wall confined boundary member stirrup and shearing wall lacing wire, two rows of parallel opposite prefabricated bottom half storeys/top half storey shear walls longitudinal direction by
Power muscle forms frame structure with two rows of parallel opposite shear wall cross direction profiles muscle, positioned at the pre- of shear wall cross direction profiles muscle end
Between bottom half storey processed/top half storey shear wall longitudinal stress muscle, connected by shear wall confined boundary member stirrup, opposite is prefabricated
It is connected between bottom half storey/top half storey shear wall longitudinal stress muscle by shearing wall lacing wire；The both sides of frame structure set respectively column-
Wall built-in fitting, the top setting ribbed steel II and ribbed steel III, two ribbed steels II of frame structure are symmetrically disposed on band
The both sides of rib steel plate III；The bottom setting ribbed steel II and ribbed steel III, two ribbed steels II of frame structure are symmetrically set
It is placed in the both sides of ribbed steel III.
6. assembled frame-shear structure wall splitlevel connection structure described in accordance with the claim 1, which is characterized in that prefabricated middle level wall
Interior reinforcing bar includes shear wall cross direction profiles muscle, shear wall confined boundary member stirrup, shearing wall lacing wire, middle level shear wall longitudinal direction
Steel bar stress, Vierendeel girder negative bending moment rib, Vierendeel girder sagging moment muscle and frame beam stirrup, two rows of parallel opposite shear walls laterally divide
Cloth muscle separately constitutes two story frame structures up and down with two rows of parallel opposite middle level shear wall Reinforcements, positioned at shear wall
Between the middle level shear wall Reinforcement of cross direction profiles muscle end, connected by shear wall confined boundary member stirrup, phase
To middle level shear wall Reinforcement between by shear wall lacing wire connect；The frame negative moment of girder being arranged in parallel up and down
Muscle, Vierendeel girder sagging moment muscle are connected by frame beam stirrup, story frame structure in formation；Upper and lower two story frame structure is in
The top and bottom of story frame structure are connect with middle story frame structure；The both sides of upper and lower two story frame structure set column-wall respectively
Built-in fitting, the top setting ribbed steel II and ribbed steel IV, two ribbed steels II of upper story frame structure are symmetrically disposed on
The both sides of ribbed steel IV；The bottom setting ribbed steel II and ribbed steel IV of lower story frame structure, two ribbed steels II
It is symmetrically disposed on the both sides of ribbed steel IV.
7. assembled frame-shear structure wall splitlevel connection structure described in accordance with the claim 1, which is characterized in that prefabricated top layer beam
Interior reinforcing bar includes top layer frame negative moment of girder muscle, top-level boxes and sets a roof beam in place sagging moment muscle, top layer frame beam stirrup, bean column node stirrup
And polyvinyl chloride pipe, two rows of parallel opposite top layer frame negative moment of girder muscle and the parallel opposite top-level boxes of two rows are set a roof beam in place sagging moment
Muscle forms frame structure, and top layer frame negative moment of girder muscle, top-level boxes are set a roof beam in place between sagging moment muscle, connected by top layer frame beam stirrup
It connects, the set a roof beam in place both sides of sagging moment muscle of top-level boxes are set respectively through the longitudinally disposed polyvinyl chloride pipe of bean column node stirrup；Frame knot
The bottom setting ribbed steel II and ribbed steel IV, two ribbed steels II of structure are symmetrically disposed on the both sides of ribbed steel IV.
8. assembled frame-shear structure wall splitlevel connection structure described in accordance with the claim 1, which is characterized in that trough girder-wall
The bottom setting circular hole III of connecting key, two sides of trough girder-wall connecting key are opposite to slot.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201721657276.2U CN207525906U (en) | 2017-12-01 | 2017-12-01 | A kind of assembled frame-shear structure wall splitlevel connection structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201721657276.2U CN207525906U (en) | 2017-12-01 | 2017-12-01 | A kind of assembled frame-shear structure wall splitlevel connection structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN207525906U true CN207525906U (en) | 2018-06-22 |
Family
ID=62577161
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201721657276.2U Expired - Fee Related CN207525906U (en) | 2017-12-01 | 2017-12-01 | A kind of assembled frame-shear structure wall splitlevel connection structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN207525906U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108086488A (en) * | 2017-12-01 | 2018-05-29 | 沈阳建筑大学 | Assembled frame-shear structure wall splitlevel connection structure and assembling method |
| CN113863756A (en) * | 2021-11-15 | 2021-12-31 | 东莞理工学院 | Three-phase adjacent structure damping control system suitable for building compact area |
-
2017
- 2017-12-01 CN CN201721657276.2U patent/CN207525906U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108086488A (en) * | 2017-12-01 | 2018-05-29 | 沈阳建筑大学 | Assembled frame-shear structure wall splitlevel connection structure and assembling method |
| CN108086488B (en) * | 2017-12-01 | 2023-11-24 | 车城城建集团有限公司 | Assembled frame shear structure wall staggered connection structure and assembling method |
| CN113863756A (en) * | 2021-11-15 | 2021-12-31 | 东莞理工学院 | Three-phase adjacent structure damping control system suitable for building compact area |
| CN113863756B (en) * | 2021-11-15 | 2022-09-13 | 东莞理工学院 | Three-phase adjacent structure damping control system suitable for building compact area |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105625570B (en) | A kind of prefabricated beam column attachment means and preparation method thereof | |
| CN107795010B (en) | Precast beam column joint and construction method thereof | |
| CN108086488A (en) | Assembled frame-shear structure wall splitlevel connection structure and assembling method | |
| CN106869321A (en) | The prefabricated regeneration concrete bean column node and its construction method of a kind of reinforcement | |
| CN104481031B (en) | Assembly connection structure and method of coupling beams of shear walls of assembly concrete frame shear structure | |
| CN206707124U (en) | Prefabricated assembling type reinforced concrete component with joint of steel structure | |
| CN206737118U (en) | A kind of prefabricated regeneration concrete bean column node of reinforcement | |
| CN111364681B (en) | Staggered tensioning anchoring structure for prestressed tendons of end column-beam joints and construction method | |
| CN113216409A (en) | Connecting structure of precast concrete tubular pile column with diagonal bracing and hollow floor or flat floor | |
| CN207660136U (en) | A kind of assembly concrete frame-shear wall keyway connection structure | |
| CN207260378U (en) | A kind of assembled frame-shear structure curved scissors type combines keyway connection structure | |
| CN106639052A (en) | Fabricated structural system of steel plate reinforced concrete shear walls and construction method of fabricated structural system | |
| CN207525906U (en) | A kind of assembled frame-shear structure wall splitlevel connection structure | |
| CN114319977B (en) | Steel pipe concrete row column type connection precast shear wall structure and construction method | |
| CN108104310A (en) | Assembled frame-shear structure column splitlevel connection structure and assembling method | |
| CN113718753B (en) | Anchor underground continuous wall foundation assembled type intermediate wall and construction method | |
| CN209227836U (en) | Prefabricated concrete structure wall-column all steel is keyed structure | |
| CN207525938U (en) | A kind of assembled frame-shear structure column splitlevel connection structure | |
| CN213741571U (en) | Prefabricated column and beam column node for prefabricated concrete building structure reserved steel bar perforation | |
| CN106592818A (en) | Prefabricated shear wall and making method thereof | |
| CN114045940A (en) | Profile steel connecting node of precast concrete tubular pile column and hollow floor or flat slab | |
| CN109881776A (en) | A kind of assembling prefabricated reinforced concrete tubular column structure and construction method | |
| CN107642179A (en) | Assembled frame-shear structure steel plate keyway attachment structure and assembling method | |
| CN206220297U (en) | Precast shear wall | |
| CN108775085A (en) | The assembled integral concrete frame structure and its construction method of beam-ends connection |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20180622 Termination date: 20181201 |