CN207525938U - A kind of assembled frame-shear structure column splitlevel connection structure - Google Patents
A kind of assembled frame-shear structure column splitlevel connection structure Download PDFInfo
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- CN207525938U CN207525938U CN201721656565.0U CN201721656565U CN207525938U CN 207525938 U CN207525938 U CN 207525938U CN 201721656565 U CN201721656565 U CN 201721656565U CN 207525938 U CN207525938 U CN 207525938U
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Abstract
The utility model is related to assembly concrete building field, specially a kind of assembly concrete frame-shear-wall structure (abbreviation frame-shear structure) center trestle uses the structure of splitlevel connection.The structure includes：Prefabricated bottom half storey column, prefabricated middle level column, prefabricated top half storey column, dry wall, prefabricated middle level beam, 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 shear wall at floor, and frame column 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 that globality is strong, the advantages of ductility is big, the globality and anti-seismic performance of structure are good.
Description
Technical field
The utility model is related to assembly concrete building field, specially a kind of assembly concrete Frame-Shear Wall
Structure (abbreviation frame-shear structure) center trestle uses the structure of splitlevel connection.
Background technology
Prefabricated concrete structure has many advantages, such as that fast speed of application, energy conservation and environmental protection, on-site wet operation amount are small, exists in recent years
The country is grown rapidly.Concrete frame shear structure is made of frame and the two different lateral resisting structures of shear wall structure
New stress form.In frame-shear structure, shear wall is primarily subjected to horizontal loading, and vertical load is undertaken by frame, frame-shear structure
It has the advantages of horizontal lateral resisting of shear wall is big and frame structure space layout is flexible concurrently, is a kind of apply more in building structure
Extensive structural system.Therefore, frame-shear structure how is split, forming assembled system becomes important the asking of civil engineer's perfusion
Topic.
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.The prior art, the connection between concrete component, generally using bar connecting, then pours mixed in junction
The method of soil is coagulated, the quality of connecting portion is not easy to ensure.
Utility model content
The purpose of this utility model is to provide a kind of assembly concrete frame-shear structure center trestle and is connected using splitlevel
Structure, under the premise of being connected between various precast concretes are ensured, greatly increase the globality of structure.
The technical solution of the utility model：
A kind of assembled frame-shear structure column splitlevel connection structure, the structure include：Prefabricated bottom half storey column, prefabricated middle level
Column, prefabricated top half storey column, dry wall, prefabricated middle level beam, prefabricated top layer beam and foundation beam and for being connected between above-mentioned component
I-shaped 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 bottom half storey column, the top of foundation beam by beam-wall built-in fitting, anti-shear steel plate key and
Trough girder-wall connecting key setting lower floor dry wall, the both sides of lower floor's dry wall pass through column-wall built-in fitting, I-shaped column-wall respectively
Connecting key is connect with prefabricated bottom half storey column, and the top of lower floor's dry wall passes through beam-wall built-in fitting, anti-shear steel plate slot and groove profile respectively
Beam-wall connecting key sets prefabricated middle level beam, and the top of prefabricated bottom half storey column sets prefabricated middle level column, and the both ends of prefabricated middle level beam lead to
It crosses column reinforcing bar, transverse steel sleeve, middle level Vierendeel girder negative bending moment rib is connect with beam and connect with prefabricated middle level column, prefabricated middle level column
The prefabricated top half storey column of top setting, the top of prefabricated middle level beam are connected by beam-wall built-in fitting, anti-shear steel plate key and trough girder-wall
Connect key setting upper strata dry wall, the both sides of upper strata dry wall respectively by column-wall built-in fitting, I-shaped column-wall connecting key with it is pre-
The half storey column connection of system top, the top of upper strata dry wall is connected respectively by beam-wall built-in fitting, anti-shear steel plate slot with trough girder-wall
Key sets prefabricated top layer beam, and the both ends of prefabricated top layer beam are respectively arranged at the top of prefabricated top half storey column.
The assembled frame-shear structure column 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 column splitlevel connection structure, prefabricated bottom half storey column is by bottom half storey column longitudinal stress steel
Muscle, column tie-bar, longitudinal reinforcement sleeve and I casting concrete of ribbed steel composition, the four bottoms half storey column longitudinal direction for the arrangement that is square
Steel bar stress connects to form frame structure by column tie-bar, the bottom suit longitudinal reinforcement of each bottom half storey column Reinforcement
Sleeve, one side setting column-wall built-in fitting of frame structure；
Prefabricated middle level column by middle level column Reinforcement, column tie-bar, transverse steel sleeve, longitudinal reinforcement sleeve, column with
Beam connects reinforcing bar and I casting concrete of ribbed steel composition, and four middle level column Reinforcements of the arrangement that is square pass through column
Stirrup connects to form frame structure, the bottom suit longitudinal reinforcement sleeve of each middle level column Reinforcement, frame structure
One side column setting up and down-wall built-in fitting；Upper and lower two pairs of parallel columns are laterally worn in the middle part of the one side of frame structure with beam to connect
Reinforcing bar is connect, each column connect suit transverse steel sleeve on reinforcing bar with beam；
Prefabricated top half storey column is poured by top half storey column Reinforcement, column tie-bar, longitudinal reinforcement sleeve and ribbed steel I
Coagulation local soil type is into four top half storey column Reinforcements of the arrangement that is square connect to form frame structure by column tie-bar, often
The bottom suit longitudinal reinforcement sleeve of a top half storey column Reinforcement 9, one side setting column-wall of frame structure are pre-buried
Part.
The assembled frame-shear structure column 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 column splitlevel connection structure, the reinforcing bar in dry wall include shear wall longitudinal stress
Muscle, shear wall cross direction profiles muscle, shear wall confined boundary member stirrup and shearing wall lacing wire, two rows of parallel opposite shear walls are indulged
Frame structure is formed with two rows of parallel opposite shear wall cross direction profiles muscle to principal rod, positioned at shear wall cross direction profiles muscle end
Shear wall longitudinal stress muscle between, pass through shear wall confined boundary member stirrup connect, opposite shear wall longitudinal stress muscle
Between by shear wall lacing wire connect；The both sides of frame structure set column-wall built-in fitting, the top setting band of frame structure respectively
Rib steel plate II and ribbed steel III, two ribbed steels II are symmetrically disposed on the both sides of ribbed steel III；The bottom of frame structure
Setting ribbed steel II and ribbed steel III, two ribbed steels II are symmetrically disposed on the both sides of ribbed steel III.
The assembled frame-shear structure column splitlevel connection structure, the reinforcing bar in prefabricated middle level beam include middle level Vierendeel girder
Negative bending moment rib, middle level Vierendeel girder sagging moment muscle and frame beam stirrup, two rows of parallel opposite middle level Vierendeel girder negative bending moment ribs and two
Parallel opposite middle level Vierendeel girder sagging moment muscle composition frame structure is arranged, middle level Vierendeel girder negative bending moment rib, middle level Vierendeel girder are just curved
Between square muscle, connected by frame beam stirrup；The top setting ribbed steel II and ribbed steel IV of frame structure, two with ribbing
Steel plate II is symmetrically disposed on the both sides of ribbed steel IV；The bottom setting ribbed steel II and ribbed steel IV of frame structure, two
A ribbed steel II is symmetrically disposed on the both sides of ribbed steel IV.
The assembled frame-shear structure column 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, 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 set a roof beam in place sagging moment muscle composition frame structure, top-level boxes are set a roof beam in place
Negative bending moment rib, top-level boxes are set a roof beam in place between sagging moment muscle, are connected by frame beam stirrup, and top-level boxes are set a roof beam in place the both sides point of sagging moment muscle
The longitudinally disposed polyvinyl chloride pipe of bean column node stirrup She Zhi not passed through；The bottom of frame structure sets ribbed steel II and with rib steel
Plate IV, two ribbed steels II are symmetrically disposed on the both sides of ribbed steel IV.
The assembled frame-shear structure column 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, the utility model frame intercolumniation uses mutual split connection, reduces under seismic loading because of the spelling between component
Generated horizontal displacement when dress gap is located at same floor height, the globality of enhancing structure, the ductility and anti-seismic performance of structure are more
It is good.
2nd, the utility model dry wall and precast beam, by the intermediate region of dry wall and precast beam 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, the globality of structure is further enhanced, resists
Shock stability is more preferable.
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
Difficulty it is of less demanding, the learning cost of construction personnel can be saved, increase substantially construction efficiency.
4th, the utility model use a large amount of assembling work, greatly reduce than original cast-in-place operation, meet energy conservation and environmental protection and
The advantages of prefabricated concrete structures such as the Green Architectural Development requirement of economic security.
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 bottom half storey concrete column.
Fig. 5 is that reinforcing bar binding in column-wall built-in fitting and bottom half storey concrete column is welded to the graphics finished.
Fig. 6 is the graphics of the prefabricated bottom half storey concrete column (referred to as prefabricated bottom half storey column) with column-wall built-in fitting.
Fig. 7 is the steel bar arrangement graphics in prefabricated middle layer concrete column.
Fig. 8 is that reinforcing bar binding in column-wall built-in fitting and middle layer concrete column is welded to the graphics finished.
Fig. 9 is the graphics of the prefabricated middle layer concrete column (referred to as prefabricated middle level column) with column-wall built-in fitting.
Figure 10 is the steel bar arrangement graphics in prefabricated top half storey concrete column.
Figure 11 is that column-wall built-in fitting and reinforcing bar binding in the half storey concrete column of top are welded the graphics finished.
Figure 12 is the graphics of the prefabricated top half storey concrete column (referred to as prefabricated top half storey column) with column-wall built-in fitting.
Figure 13 is the graphics of beam-wall built-in fitting.
Figure 14 is the graphics of anti-shear steel plate slot.
Figure 15 is the graphics of anti-shear steel plate key.
Figure 16 is the steel bar arrangement graphics in precast concrete shear wall.
Figure 17 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 18 is band by the precast concrete shear wall of beam-wall built-in fitting, column-wall built-in fitting and anti-shear steel plate slot (referred to as
Dry wall) graphics.
Figure 19 is the steel bar arrangement graphics in prefabricated middle layer concrete frame beam.
Figure 20 is to weld beam-wall built-in fitting and anti-shear steel plate key with reinforcing bar binding in prefabricated middle layer concrete frame beam
After graphics.
Figure 21 is prefabricated middle layer concrete frame beam (the referred to as prefabricated middle level with beam-wall built-in fitting and anti-shear steel plate key
Beam).
Figure 22 is the steel bar arrangement graphics in prefabricated top layer concrete frame beam.
Figure 23 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 24 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 25 is the graphics of I-shaped column-wall connecting key.
Figure 26 is the graphics of trough girder-wall connecting key.
Figure 27 is cast in situ concrete foundation beam (abbreviation foundation beam) graphics with beam-wall built-in fitting.
Figure 28 is the hoisting process graphics of prefabricated bottom half storey column and foundation beam.
Figure 29 is the lifting completion graphics of prefabricated bottom half storey column and foundation beam.
Figure 30 is the graphics that dry wall is lifted on to Figure 26.
Figure 31 is the graphics being installed on Figure 22 and Figure 23 between column-wall built-in fitting and beam-wall built-in fitting.
Figure 32 is the graphics that prefabricated middle level beam is lifted on to Figure 28.
Figure 33 is the graphics being installed on Figure 23 between beam-wall built-in fitting.
Figure 34 is prefabricated middle level column and the hoisting process graphics of Figure 30.
Figure 35 is prefabricated middle level column and the lifting completion graphics of Figure 30.
Figure 36 is graphics when column splitlevel frame-shear structure is completed.
Figure 37 is the graphics after the grouting of column splitlevel frame-shear structure completes.
In figure, 1 ribbed steel I；2 circular holes I；3 longitudinal reinforcement sleeves；4 transverse steel sleeves；5 bottom half storey column longitudinal stresses
Reinforcing bar；6 column tie-bars；7 middle level column Reinforcements；8 columns connect reinforcing bar with beam；9 top half storey column Reinforcements；10 is with ribbing
Steel plate II；11 square holes；12 circular holes II；13 ribbed steels III；14 ribbed steels IV；15 shear wall longitudinal stress muscle；16 shear walls
Cross direction profiles muscle；17 shear wall confined boundary member stirrups；18 shearing wall lacing wires；19 middle level Vierendeel girder negative bending moment ribs；20 middle levels
Vierendeel girder sagging moment muscle；21 frame beam stirrups；22 top layer frame negative moment of girder muscle；23 top-level boxes are set a roof beam in place sagging moment muscle；24 beam columns
Node stirrup；25 polyvinyl chloride pipes；26 I-shaped columns-wall connecting key；27 trough girders-wall connecting key；28 circular holes III；29 bases top
Portion；Reinforcing bar is stretched out on 30 bases top；31 grouting materials.
Specific embodiment
As shown in Fig. 1-Figure 37, the utility model assembled frame-shear structure column splitlevel connection structure mainly includes：It is prefabricated
Bottom half storey column (Fig. 6), prefabricated middle level column (Fig. 9), prefabricated top half storey column (Figure 12), dry wall (Figure 18), prefabricated middle level beam (figure
21), prefabricated top layer beam (Figure 24) and foundation beam (Figure 27) and I-shaped column-wall connecting key for being connected between above-mentioned component
(Figure 25) and trough girder-wall connecting key (Figure 26).
(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-Figure 12, the concrete structure and system of prefabricated bottom half storey column, prefabricated middle level column and prefabricated top half storey column
It is as follows to make process：
As shown in Fig. 2, Fig. 4-Fig. 6, prefabricated bottom half storey column is by bottom half storey column Reinforcement 5, column tie-bar 6, longitudinal steel
Muscle sleeve 3 and I 1 casting concrete of ribbed steel composition, four bottom half storey column Reinforcements 5 of the arrangement that is square pass through column
The connection of stirrup 6 forms frame structure, the bottom suit longitudinal reinforcement sleeve 3 of each bottom half storey column Reinforcement 5, frame knot
One side setting column-wall built-in fitting of structure.
The manufacturing process of prefabricated bottom half storey column is：First, the lower end of prefabricated bottom half storey column Reinforcement 5 is inserted into vertical
To reinforced bar sleeve 3, column tie-bar 6 is then bound, completes the steel bar arrangement in prefabricated bottom half storey column column.
The upper end of bottom half storey column Reinforcement 5 should reserve a part, and the length of reserved part is prefabricated middle level column
The half of (Fig. 9) interior 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), two 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.
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 complete the making (Fig. 6) of prefabricated bottom half storey column.
As shown in Fig. 3, Fig. 7-Fig. 9, prefabricated middle level column is by middle level column Reinforcement 7, column tie-bar 6, transverse steel set
Cylinder 4, longitudinal reinforcement sleeve 3, column and beam connection reinforcing bar 8 and I 1 casting concrete of ribbed steel form, four of the arrangement that is square
Middle level column Reinforcement 7 forms frame structure, the bottom of each middle level column Reinforcement 7 by the connection of column tie-bar 6
It is set with longitudinal reinforcement sleeve 3, one side column setting up and down-wall built-in fitting of frame structure；It is horizontal in the middle part of the one side of frame structure
Reinforcing bar 8 is connect with beam to upper and lower two pairs of parallel columns are worn, each column, which is connect with beam on reinforcing bar 8, is set with transverse steel sleeve 4.
The manufacturing process of prefabricated middle level column (Fig. 9) is identical with the manufacturing process of prefabricated bottom half storey column (Fig. 6), but prefabricated middle level
The height of column (Fig. 9) is two times of prefabricated bottom half storey column (Fig. 6) height, in column at 6 medium position of column tie-bar of reinforcing bar (Fig. 7)
Column need to be bound, reinforcing bar 8 is connect with beam.After concreting is good, transverse steel sleeve 4 is connect reinforcing bar 8 with beam along the column of stretching
Outside is inserted into, and the length of transverse steel sleeve 4 is slightly shorter than the column stretched out and reinforcing bar 8 is connect with beam.
As shown in Figure 10-Figure 12, prefabricated top half storey column is by top half storey column Reinforcement 9, column tie-bar 6, longitudinal reinforcement
Sleeve 3 and I 1 casting concrete of ribbed steel composition, four top half storey column Reinforcements 9 of the arrangement that is square pass through tie
The connection of muscle 6 forms frame structure, each bottom suit longitudinal reinforcement sleeve 3 for pushing up half storey column Reinforcement 9, frame structure
One side setting column-wall built-in fitting.
The structure and manufacturing process of prefabricated top half storey column (Figure 12) are identical with prefabricated bottom half storey column (Fig. 6), only push up half storey column
The length in reserve of 9 upper end of Reinforcement is more than the length in reserve of 5 upper end of bottom half storey column Reinforcement, reserved part
Length is prefabricated top layer depth of beam.
(3) as shown in figure 13, the concrete structure of beam-wall built-in fitting and manufacturing process are as follows：
Beam-wall built-in fitting (Figure 13) is made of ribbed steel II 10, circular hole I 2, square hole 11 and circular hole II 12, ribbed steel
Floor is arranged in parallel in II 10 side up and down, and the floor opens up the square hole 11 of up/down perforation, one end setting half of the floor
Circular circular hole II 12, the opposite side single side setting circular hole I 2 of ribbed steel II 10.
(Fig. 1) identical with column-wall built-in fitting, the circular hole I 2 on beam-wall built-in fitting (Figure 13) by the way of single side drilling,
Its number and size are determined by the radical of shear wall genesis analysis muscle 15 being inserted into its hole；
The size of square hole 11 is determined by the size of trough girder-wall connecting key 27, it is therefore intended that realize ribbed steel II 10 with
Connection between trough girder-wall connecting key 27.In addition, when the purpose of setting circular hole II 12 is grouting, grouting material 31 can pass through
Circular hole flows to other positions.
The width of ribbed steel II 10 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 10 connect the calculation of Bending Moment transmitted between prefabricated components according to it and determine.
(14) as shown in Figure 14-Figure 15, 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 14) is made of ribbed steel III 13 and circular hole I 2, parallel above and below the side of ribbed steel III 13
Floor, the opposite side single side setting circular hole I 2 of ribbed steel III 13 are set；Anti-shear steel plate key (Figure 15) is by IV 14 He of ribbed steel
Circular hole I 2 forms, the longitudinally disposed floor in side of ribbed steel IV 14, the opposite side single side setting circular hole I 2 of ribbed steel IV 14.
It is identical with column-wall built-in fitting (Fig. 1) and beam-wall built-in fitting (Figure 13), anti-shear steel plate slot (Figure 14) and anti-shear steel plate
Circular hole I 2 on key (Figure 15) 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 15 determines；
The slot inner wall width of anti-shear steel plate slot (Figure 14) should be of same size with the steel plate outer wall of anti-shear steel plate part (Figure 15), 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 13 and ribbed steel IV 14 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 13 and ribbed steel IV 14 connect what is transmitted between prefabricated components according to it
Shear force calculation determines.
(5) as exemplified in figs, the concrete structure of dry wall and manufacturing process are as follows：
As shown in figure 16, the reinforcing bar in dry wall includes shear wall longitudinal stress muscle 15, shear wall cross direction profiles muscle 16, cuts
Power wall confined boundary member stirrup 17 and shearing wall lacing wire 18, two rows of parallel opposite shear wall longitudinal stress muscle 15 and two rows are put down
The opposite shear wall cross direction profiles muscle 16 of row forms frame structure, positioned at the shear wall longitudinal direction of 16 end of shear wall cross direction profiles muscle
It between principal rod 15, is connected by shear wall confined boundary member stirrup 17, led between opposite shear wall longitudinal stress muscle 15
Shearing wall lacing wire 18 is crossed to connect.The both sides of frame structure set column-wall built-in fitting, the top setting band rib steel of frame structure respectively
Plate II 10 and ribbed steel III 13, two ribbed steels II 10 are symmetrically disposed on the both sides of ribbed steel III 13；Frame structure
Bottom sets ribbed steel II 10 and ribbed steel III 13, two ribbed steels II 10 to be symmetrically disposed on the two of ribbed steel III 13
Side.
Its manufacturing process is：Binding shear wall longitudinal stress muscle 15 and shear wall confined boundary member stirrup 17 first, shape
Into confined boundary member reinforcing bar；Then remaining shear wall longitudinal stress muscle 15 and shear wall cross direction profiles muscle 16 are bound；Finally tie up
Shearing wall lacing wire 18 is pricked, forms the reinforcing bar in dry wall.
Shear wall genesis analysis muscle 15 (is schemed in process of binding with beam-wall built-in fitting (Figure 13) and anti-shear steel plate slot
14) a protruding part, length and beam-wall built-in fitting (Figure 13) 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 14) is identical.
Beam-wall built-in fitting (Figure 13) and anti-shear steel plate slot (Figure 13) are inserted into shear wall cross direction profiles muscle by circular hole I 2
16 extension, the number of beam-wall built-in fitting (Figure 13) are needed according between dry wall (Figure 18) 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 shear force calculation transmitted is needed to determine between dry wall (Figure 18) and prefabricated middle level beam (Figure 21), and along wall it is laterally uniform
Intermediate region.
Shear wall cross direction profiles muscle 16, 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. 9) 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 16, column-wall by circular hole I 2
The number of built-in fitting (Fig. 1) and distribution and in the range of the high same area of wall prefabricated bottom half storey column, prefabricated middle level column, prefabricated top
Column-wall built-in fitting (Fig. 1) number on half storey column 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 (Fig. 3) and anti-shear steel plate slot (Figure 14) 1).Form removal after concrete setting is completed pre-
The making of wall (Figure 18) processed.
(6) as shown in Figure 19-Figure 24, the concrete structure and manufacturing process of prefabricated middle level beam and prefabricated top layer beam are as follows：
As shown in Figure 19-21, the reinforcing bar in prefabricated middle level beam (Figure 21) includes middle level Vierendeel girder negative bending moment rib 19, middle level
Vierendeel girder sagging moment muscle 20 and frame beam stirrup 21, two rows of parallel opposite middle level Vierendeel girder negative bending moment ribs 19 and two rows of parallel phases
To middle level Vierendeel girder sagging moment muscle 20 form frame structure, middle level Vierendeel girder negative bending moment rib 19, middle level Vierendeel girder sagging moment muscle
Between 20, connected by frame beam stirrup 21.The top setting ribbed steel II 10 and ribbed steel IV 14 of frame structure, two
Ribbed steel II 10 is symmetrically disposed on the both sides of ribbed steel IV 14；The bottom setting ribbed steel II 10 and with ribbing of frame structure
Steel plate IV 14, two ribbed steels II 10 are symmetrically disposed on the both sides of ribbed steel IV 14.
Its manufacturing process is：Middle level Vierendeel girder negative bending moment rib 19 and middle level Vierendeel girder sagging moment muscle 20 are bound in Vierendeel girder
Stirrup 21；Frame beam stirrup 21 is in process of binding, and lower section should distinguish a protruding part upwards on it, extension
Length is identical with the hole depth of beam-wall built-in fitting (Figure 13) and anti-shear steel plate key (Figure 15) side wall circular hole I 2.
Beam-wall built-in fitting (Figure 13) and anti-shear steel plate key (Figure 15) are inserted respectively into frame beam stirrup 21 by circular hole I 2
Extension up and down, the number of beam-wall built-in fitting (Figure 13) and anti-shear steel plate key (Figure 15) is identical with dry wall end face.
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 15) 13).In casting process, middle level Vierendeel girder negative bending moment rib 19 answers protruding one
Part, the length of extension is identical with the length of beam connection reinforcing bar 8 with the column that prefabricated middle level column (Fig. 9) middle section is stretched out,
It is slightly less than the length of transverse steel sleeve 4.Form removal after concrete setting completes the making of prefabricated middle level beam (Figure 21).
As shown in Figure 22-Figure 24, the reinforcing bar in prefabricated top layer beam (Figure 24) includes top layer frame negative moment of girder muscle 22, top layer
Vierendeel girder sagging moment muscle 23, frame beam stirrup 21, bean column node stirrup 24 and polyvinyl chloride pipe 25, two rows of parallel opposite top layers
Vierendeel girder negative bending moment rib 22 and two rows of parallel opposite top-level boxes sagging moment muscle 23 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 22, top-level boxes are set a roof beam in place between sagging moment muscle 23, are connected by frame beam stirrup 21, and top-level boxes are set a roof beam in place sagging moment muscle 23
Both sides are set respectively through 24 longitudinally disposed polyvinyl chloride pipe 25 of bean column node stirrup.The bottom setting ribbed steel of frame structure
II 10 and ribbed steel IV 14, two ribbed steels II 10 be symmetrically disposed on the both sides of ribbed steel IV 14.
Its manufacturing process is：First by top layer frame negative moment of girder muscle 22 and top-level boxes set a roof beam in place positive moment reinforcement 23 bind in
Frame beam stirrup 21；Then using bean column node stirrup 24 bind polyvinyl chloride pipe 25, the center of polyvinyl chloride pipe 25 with it is prefabricated
The center for pushing up half storey column Reinforcement 9 is same, and the diameter of polyvinyl chloride pipe 25 is more than 9 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 22 and top-level boxes
Positive moment reinforcement 23.
Frame beam stirrup 21 is in process of binding, and lower section should distinguish a protruding part, extension upwards on it
Length it is identical with the hole depth of beam-wall built-in fitting (Figure 13) and anti-shear steel plate key (Figure 15) side wall circular hole I 2.
Beam-wall built-in fitting (Figure 13) and anti-shear steel plate key (Figure 15) are inserted respectively into frame beam stirrup 21 by circular hole I 2
Lower extension portion, the number of beam-wall built-in fitting (Figure 13) and anti-shear steel plate key (Figure 15) is identical with dry wall end face.
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 15) 13).Form removal after concrete setting completes the system of prefabricated top layer beam (Figure 24)
Make.
(7) as shown in Figure 25-Figure 26, 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 13) upper aperture 11, and the purpose of setting circular hole III 28 is grouting
When, grouting material 31 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 bottom half storey column (Fig. 6) and the cast-in-place coagulation with beam-wall built-in fitting (Figure 13) and anti-shear steel plate key (Figure 15)
The assembling process of earth foundation beam (Figure 27), is shown in Figure 27-Figure 29.
Figure 27 is the cast in situ concrete foundation beam with beam-wall built-in fitting (Figure 13) and anti-shear steel plate key (Figure 15), cast-in-place mixed
The top setting ribbed steel II 10 and ribbed steel IV 14, two ribbed steels II 10 of solidifying earth foundation beam are symmetrically disposed on ribbing
The both sides of steel plate IV 14.The both ends setting basis top 29 of cast in situ concrete foundation beam, 29 are set at the top of basis at the top of basis
Stretch out reinforcing bar 30.
Its production method is identical with common cast-in-place foundation beam, only sets beam-wall built-in fitting (Figure 13) and shearing resistance on its upper side
Reinforcing bar 30 is stretched out at the top of the basis in steel plate key (Figure 15), top 29 based on beam-ends at the top of 29 setting bases.
As shown in figure 28, during lifting, prefabricated bottom half storey column (Fig. 6) is lifted on 29 at the top of basis, and ensures at the top of basis
It stretches out reinforcing bar 30 to be inserted into the longitudinal reinforcement sleeve 3 of prefabricated bottom half storey column (Fig. 6) bottom, then in longitudinal reinforcement sleeve 3
Grouting, completes prefabricated bottom half storey column (Fig. 6) and the cast-in-place concrete with beam-wall built-in fitting (Figure 13) and anti-shear steel plate key (Figure 15)
The assembling of foundation beam (Figure 27), is shown in Figure 29.
(2) lifting of dry wall (Figure 18), is shown in Figure 30-Figure 31.
As shown in figure 30, dry wall (Figure 18) is lifted to the top of foundation beam (Figure 27), ensures that beam-wall on the downside of it is pre-
Embedded part (Figure 13) and anti-shear steel plate slot (Figure 14), the left and right sides column-wall built-in fitting (Fig. 1) respectively on the upside of foundation beam (Figure 21)
Beam-wall built-in fitting (Figure 13) and anti-shear steel plate key (Figure 15) and prefabricated bottom half storey column (Fig. 6) connection side it is upward column-wall it is pre-
Embedded part (Fig. 1) is in close contact.Then first trough girder-wall connecting key 27 is inserted along the square hole 12 on beam-wall built-in fitting (Figure 13)
Enter, then I-shaped column-wall connecting key 26 is fixed on by the gap between column-wall built-in fitting (Fig. 1), completing dry wall (Figure 18)
Assembling, see Figure 31.
(3) lifting of prefabricated middle level beam (Figure 21), is shown in Figure 32-Figure 33.
Prefabricated middle level beam (Figure 15) is lifted on to the top of dry wall (Figure 18), sees Figure 32；And ensure beam-wall on the downside of it
Built-in fitting (Figure 13) and anti-shear steel plate key (Figure 15) and beam-wall built-in fitting (Figure 13) and anti-shear steel plate the slot (figure on dry wall upper strata
14) it is in close contact；Then the mounting groove between the beam of prefabricated middle level beam (Figure 21) and dry wall (Figure 18)-wall built-in fitting (Figure 13)
Type beam-wall connecting key 27 completes the lifting of prefabricated middle level beam (Figure 21), sees Figure 33.
(3) lifting of prefabricated middle level column (Fig. 9), is shown in Figure 34-Figure 35.
As shown in figure 34, during lifting, prefabricated middle level column (Fig. 9) is lifted on to the top of prefabricated bottom half storey column (Figure 12), is made
The bottom half storey column Reinforcement 5 that prefabricated bottom half storey column (Figure 12) is stretched out is inserted into the longitudinal direction of prefabricated middle level column (Figure 12) bottom
In reinforced bar sleeve 3, then it is in the milk in sleeve.The column that prefabricated middle level column (Fig. 9) intermediate region is stretched out connect reinforcing bar 8 and in advance with beam
19 keeping parallelism of middle level Vierendeel girder negative bending moment rib of middle level beam (Figure 21) both ends stretching processed is simultaneously in close contact, and finally connects column and beam
It connects the transverse steel sleeve 4 on reinforcing bar 8 and slides into the intermediate region of reinforcing bar contact, and be in the milk in sleeve, complete prefabricated middle level
The lifting of column (Fig. 9), is shown in Figure 35.
(4) lifting of remaining dry wall and prefabricated top layer beam (Figure 24) is identical with above procedure, sees Figure 36.
(5) there are column-wall built-in fitting (Fig. 1), beam-wall built-in fitting (Figure 13), anti-shear steel plate slot (Figure 14) and resist in each layer
The junction support bar template of shear-steel board slot (Figure 15), 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 13), anti-shear steel plate slot (Figure 14) 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 15).After grouting material solidification, remove
Bar template completes the connection of precast beam, column and shear wall, sees Figure 37.
Embodiment the result shows that, the utility model proposes a kind of assembled frame-shear structure column splitlevel connection structure and assembly
Method, shear wall disconnect at floor, and frame column 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-
The advantages that shock stability is good.
Claims (8)
1. a kind of assembled frame-shear structure column splitlevel connection structure, which is characterized in that the structure includes：Prefabricated bottom half storey column,
Prefabricated middle level column, prefabricated top half storey column, dry wall, prefabricated middle level beam, prefabricated top layer beam and foundation beam and for above-mentioned component
Between I-shaped column-wall connecting key for connecting 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 bottom half storey column, 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 setting lower floor dry wall, the both sides of lower floor's dry wall are connected respectively by column-wall built-in fitting, I-shaped column-wall
Key is connect with prefabricated bottom half storey column, the top of lower floor's dry wall respectively by beam-wall built-in fitting, anti-shear steel plate slot and trough girder-
Wall connecting key sets prefabricated middle level beam, and the top of prefabricated bottom half storey column sets prefabricated middle level column, and the both ends of prefabricated middle level beam pass through
Column connect reinforcing bar, transverse steel sleeve, middle level Vierendeel girder negative bending moment rib with beam and is connect with prefabricated middle level column, the top of prefabricated middle level column
The prefabricated top half storey column of portion's setting, the top of prefabricated middle level beam is connected by beam-wall built-in fitting, anti-shear steel plate key with trough girder-wall
Key sets upper strata dry wall, the both sides of upper strata dry wall respectively by column-wall built-in fitting, I-shaped column-wall connecting key with it is prefabricated
The connection of half storey column is pushed up, the top of upper strata dry wall passes through beam-wall built-in fitting, anti-shear steel plate slot and trough girder-wall connecting key respectively
Prefabricated top layer beam is set, and the both ends of prefabricated top layer beam are respectively arranged at the top of prefabricated top half storey column.
2. assembled frame-shear structure column 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 column splitlevel connection structure described in accordance with the claim 1, which is characterized in that prefabricated bottom half storey
Column is made of bottom half storey column Reinforcement, column tie-bar, longitudinal reinforcement sleeve and I casting concrete of ribbed steel, is square
Four bottom half storey column Reinforcements of arrangement connect to form frame structure by column tie-bar, each bottom half storey column longitudinal stress
The bottom suit longitudinal reinforcement sleeve of reinforcing bar, one side setting column-wall built-in fitting of frame structure；
Prefabricated middle level column is connected by middle level column Reinforcement, column tie-bar, transverse steel sleeve, longitudinal reinforcement sleeve, column and beam
Reinforcing bar and I casting concrete of ribbed steel composition are connect, four middle level column Reinforcements of the arrangement that is square pass through column tie-bar
Connection forms frame structure, the bottom suit longitudinal reinforcement sleeve of each middle level column Reinforcement, the side of frame structure
Face column setting up and down-wall built-in fitting；Laterally wear upper and lower two pairs of parallel columns connect steel with beam in the middle part of the one side of frame structure
Muscle, each column connect suit transverse steel sleeve on reinforcing bar with beam；
Prefabricated top half storey column pours coagulation by top half storey column Reinforcement, column tie-bar, longitudinal reinforcement sleeve and ribbed steel I
Local soil type is into four top half storey column Reinforcements of the arrangement that is square connect to form frame structure by column tie-bar, Mei Geding
The bottom suit longitudinal reinforcement sleeve of half storey column Reinforcement 9, one side setting column-wall built-in fitting of frame structure.
4. assembled frame-shear structure column 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 column splitlevel connection structure described in accordance with the claim 1, which is characterized in that in dry wall
Reinforcing bar includes shear wall longitudinal stress muscle, shear wall cross direction profiles muscle, shear wall confined boundary member stirrup and shearing wall lacing wire,
Two rows of parallel opposite shear wall longitudinal stress muscle form frame structure, position with two rows of parallel opposite shear wall cross direction profiles muscle
Between the shear wall longitudinal stress muscle of shear wall cross direction profiles muscle end, connected by shear wall confined boundary member stirrup,
It is connected between opposite shear wall longitudinal stress muscle by shearing wall lacing wire；The both sides of frame structure set column-wall pre-buried respectively
Part, the top setting ribbed steel II and ribbed steel III, two ribbed steels II of frame structure are symmetrically disposed on ribbed steel
III both sides；The bottom 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.
6. assembled frame-shear structure column splitlevel connection structure described in accordance with the claim 1, which is characterized in that prefabricated middle level beam
Interior reinforcing bar includes middle level Vierendeel girder negative bending moment rib, middle level Vierendeel girder sagging moment muscle and frame beam stirrup, two rows of parallel opposite
Middle level Vierendeel girder negative bending moment rib is born with two rows of parallel opposite middle level Vierendeel girder sagging moment muscle composition frame structures, middle level Vierendeel girder
Between moment of flexure muscle, middle level Vierendeel girder sagging moment muscle, connected by frame beam stirrup；The top 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 bottom setting of frame structure is with ribbing
Steel plate II and ribbed steel IV, two ribbed steels II are symmetrically disposed on the both sides of ribbed steel IV.
7. assembled frame-shear structure column 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, frame beam stirrup, bean column node stirrup and poly-
Vinyl 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 group
Into frame structure, top layer frame negative moment of girder muscle, top-level boxes are set a roof beam in place between sagging moment muscle, are connected by frame beam stirrup, top layer
The both sides of Vierendeel girder sagging moment muscle are set respectively through the longitudinally disposed polyvinyl chloride pipe of bean column node stirrup；The bottom of frame structure
Setting ribbed steel II and ribbed steel IV, two ribbed steels II are symmetrically disposed on the both sides of ribbed steel IV.
8. assembled frame-shear structure column 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.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108104310A (en) * | 2017-12-01 | 2018-06-01 | 沈阳建筑大学 | Assembled frame-shear structure column splitlevel connection structure and assembling method |
| CN110344512A (en) * | 2019-07-26 | 2019-10-18 | 谭士虎 | A kind of precast reinforced concrete shear wall |
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2017
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108104310A (en) * | 2017-12-01 | 2018-06-01 | 沈阳建筑大学 | Assembled frame-shear structure column splitlevel connection structure and assembling method |
| CN108104310B (en) * | 2017-12-01 | 2023-12-05 | 新疆中联建设工程有限公司 | Assembled frame shear structure column staggered connection structure and assembling method |
| CN110344512A (en) * | 2019-07-26 | 2019-10-18 | 谭士虎 | A kind of precast reinforced concrete shear wall |
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