CN206090967U - Perforation rib pull rod restraint double -layer steel plate concrete shear force wall - Google Patents
Perforation rib pull rod restraint double -layer steel plate concrete shear force wall Download PDFInfo
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- CN206090967U CN206090967U CN201620196534.0U CN201620196534U CN206090967U CN 206090967 U CN206090967 U CN 206090967U CN 201620196534 U CN201620196534 U CN 201620196534U CN 206090967 U CN206090967 U CN 206090967U
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Abstract
The utility model discloses a perforation rib pull rod restraint double -layer steel plate concrete shear force wall, including relative wall body both sides steel sheet, the connector plates at wall body both ends and four sides steel sheet enclose altogether concrete -filled, trompil stiffening rib, pass the pull rod of trompil stiffening rib. The steel sheet medial surface is connected by the perforation pull rod after setting up the trompil stiffening rib. Draw -bar box draw together along the wall rectangular to the pull rod, along the pull rod of wall thickness direction. Along the wall rectangular to the pull rod to pass all walls rectangular to the stiffening rib that sets up and the connector plates at both ends. The pull rod of following wall thickness direction wall body both ends passes the stiffening rib of wall thickness direction setting and relative wall body both sides steel sheet. Along 2~5 stiffening ribs of pull rod every at wall thickness direction all the other positions arrange in adjacent 2 rectangular in the middle of to the stiffening rib that sets up along the wall, and with pull rod along the wall thickness direction along the wall height with suitable interval staggered arrangement. The utility model discloses can effectively improve the bearing capacity and the ductility of double -layer steel plate concrete shear force wall.
Description
Technical field
The utility model is related to building structure, and in particular to a kind of new double-layer plate using the pull bar constraint of perforation rib is mixed
Solidifying soil shear wall.
Background technology
For skyscraper, the control load of Architectural Structure Design is transitioned into side force by vertical force, its lateral resisting
System will become the key point of engineering design.Traditional lateral resisting structure, can only increase structure by increasing the thickness of wallboard
Bearing capacity, when structure reach certain altitude when, structure wall can be made blocked up, blocked up body of wall not only makes structure space cause wave
Expense, work progress complicate, and increase will the deadweight increasing of structure, geological process, and the crannied concrete of outer side band can also
The attractive in appearance of building is affected, will also cause building cost and construction scope to be difficult to control in addition.
Double-layer plate shear wall can effectively avoid the shortcoming of traditional structure.Steel plate concrete shear wall steel can be abundant
Play the advantage that Resistance of Reinforced Concrete Structures side rigidity is big and steel construction ductility is good, it is to avoid reinforced concrete structure ductility is poor,
The shortcomings of weak difference and steel construction lateral resistant ability, easy local buckling of consuming energy, there is higher bearing capacity than normal concrete shear wall
With more preferable ductility.Application of the steel plate concrete shear wall in skyscraper especially high-rise building has obvious advantage.
The steel plate side of double-layer plate concrete shear force wall is little in the face of the effect of contraction of concrete, by concrete extrusion power mistake
Can outwards deform when big and heave, local buckling occurs.Generally improved in the middle part of steel plate by increasing the measure of steel pipe walls thickness
Restraining force, so as to improve the bearing capacity ability of shear wall, but the method increases substantially rolled steel dosage, economy pole
Difference.
The lateral rigidity of double-layer plate concrete shear force wall steel plate is effectively improved, is delayed viscous between steel plate and concrete
Knot sliding, can lift the ability and the effect of contraction to core concrete of its opposing local buckling, reinforcing steel plate and concrete
Integraty, so as to improve bearing capacity and ductility.
Pull bar double-layer plate concrete shear force wall is set and arranges horizontal using on longitudinal cross section at spacing intervals
The design form of horizontal restraint pull bar.The advantage of this form is bar connection, and bilateral greatly strengthen mixed to core to drawing
The sidewise restraint of soil is coagulated, is for about so as to improve between the bearing capacity of double-layer plate concrete shear force wall, but binding bar vertical, horizontal
Beam weak spot, will avoid the generation of these position local bucklings, operative constraint of the comprehensive formation to core concrete, it is necessary to plus
Close binding bar arrangement, drilling is excessive, and pull bar consumption is big.
Another way is that the form that ribbed stiffener is arranged on the inside of steel plate is reinforced to double-layer plate concrete shear force wall.
The outer deformability of this form ribbed stiffener containment surfaces is weak, and the loading later stage is easily caused disengaging with concrete binding failure, to delay
Or the deformation of side is prevented, and larger stiffness ratio of stiffener to panel is needed, consume steel more.And, ribbed stiffener fails to be formed to core
The hoop constraint of concrete, lateral confinement power is weaker than connecting to drawing for binding bar.
The content of the invention
In order to overcome the shortcoming and deficiency of prior art presence, the intensity of steel is made full use of, delay or avoid peripheral steel
The longitudinally, laterally local buckling problem of plate, delay steel and between bond-slip, form hoop constraint to core concrete,
Strengthen the integraty of steel plate and concrete, so as to improve the anti-seismic performance of double-layer plate concrete shear force wall, the utility model is carried
A kind of mentality of designing and construction method for improving double-layer plate concrete shear force wall lateral rigidity is gone out, that is, rib pull bar constraint of boring a hole
Double-layer plate concrete shear force wall.
Perforation rib pull bar constraint double-layer plate concrete shear force wall integraty reinforcement technique be by the perforate on ribbed stiffener,
Binding bar is bored a hole and mistake, connection（Welding or bolt connection）In with both sides steel plate on.Pull bar is formed effectively to perforate ribbed stiffener
Effect of contraction, and then constrain steel pipe walls, slow down the local buckling of steel pipe walls.
The utility model is adopted the following technical scheme that：
Perforation rib pull bar constraint double-layer plate concrete shear force wall includes relative body of wall both sides steel plate, the company at body of wall two ends
Connect fill concrete, perforate ribbed stiffener that steel plate and four sides steel plate enclose, through the pull bar of perforate ribbed stiffener.The steel
Plate medial surface is arranged and is connected by pull bar after ribbed stiffener, and pull bar carries out perforate process through steel plate and ribbed stiffener position.The drawing
Bar is common pull bar or reinforcing bar, including the pull bar along wall length direction, along the pull bar in wall thickness direction.The pull bar along wall length direction
The ribbed stiffener arranged through all wall length directions and the junction steel plate at two ends.The pull bar along wall thickness direction body of wall two ends is passed through
Ribbed stiffener and relative body of wall both sides steel plate that wall thickness direction is arranged.The pull bar along remaining position of wall thickness direction is every 2～5
Individual ribbed stiffener is arranged in adjacent 2 in the middle of the ribbed stiffener that wall thickness direction is arranged, and with the pull bar along wall thickness direction with high along wall
Appropriate spacing interlaced arrangement.The ribbed stiffener is identical with steel plate thickness, the type of attachment for being connected by welding with steel plate.It is described
Tie rod end is the plug welding mode of such as boring a hole using welding with the first connected mode of steel pipe walls, and second connected mode is
Mantle fiber process is carried out with thread cutter for steel bar in tie rod end, it is with bolts through steel plate tapping.
The point-like constraint tramsfer of binding bar is into middle ribbed stiffener of the present utility model the wire constraint of ribbed stiffener, makes to add
Strength rib is mutually coordinated with the pull bar of junction steel plate, be collocated with each other, and realizes action compensating, is meeting the premise of structural safety
Under, can substantially reduce pull bar and ribbed stiffener quantity, steel plate perforate workload, to greatest extent with relatively thin steel plate thickness, with compared with
Few pull bar, less rib width of putting more energy into, makes steel plate more balanced to core concrete effect of contraction, delays steel plate and concrete
Between bond-slip, alleviate the local buckling of region steel plate between binding bar, strengthen the one of steel plate and concrete
Property, the lateral rigidity of double-layer plate concrete shear force wall steel plate is effectively improved, lift its opposing ability of local buckling and right
The effect of contraction of core concrete, so as to improve the bearing capacity and ductility of double-layer plate concrete shear force wall.
The utility model has compared with prior art following beneficial effect：
(1) perforate ribbed stiffener and binding bar are combined closely, and few steel using amount is increased or not difficulty of construction, shadow again
In the case of ringing construction speed, the effect of contraction of continuous effective is entirely highly formed in steel plate side, improves side constraint ability,
Delay or avoid the sliding between steel plate and concrete, the elastic-plastic buckling between binding bar is slowed down to greatest extent, make steel
Plate is significantly strengthened with the integraty of concrete.(2) on the premise of structural safety is met, can to large extent with compared with
Thin steel plate thickness, less rib width of putting more energy into strengthens the integraty of steel plate and concrete, realize higher intensity, rigidity with
And ductility.(3) wearing the restraining force of pull bar will be uniformly transferred to steel plate by ribbed stiffener, and the point-like constraint for making pull bar is changed into wire
Constraint, it is to avoid stress concentration, steel plate is to the effect of contraction of core concrete relative to the double-layer plate for adding binding bar merely
Concrete shear force wall is more continuous and uniform, more can be effective relative to the double-layer plate concrete shear force wall for adding ribbed stiffener merely
Steel quantity consumption is reduced, strengthens the integraty of steel pipe and concrete.(4), along along short transverse, ribbed stiffener is along cross-sectional length direction for pull bar
Steel plate is split, the depth-width ratio and flakiness ratio of steel plate is reduced, so that its half buckle wavelength is greatly reduced.For outer
Steel plate is enclosed, pull bar constraint ribbed stiffener provides strong sidewise restraint, prevents the flexing that steel plate is too early, and its is strong to be conducive to performance
Degree, meanwhile, steel plate, with its bending rigidity constraint core concrete, makes that concrete multi-shaft is pressurized to improve it again with pull bar as fulcrum
Intensity.(5) component is easy to be connected with other steel beam columns of surrounding, can give full play to steel plate and concrete bi-material
Mechanical property, not only improves and undertakes vertical load, is conducive to undertaking horizontal loading again.
Description of the drawings
Fig. 1 is the front elevation view of the present invention；
Fig. 2 is the side view of the present invention；
Fig. 3 is the A-A profiles of Fig. 1, Fig. 2；
Shown in figure：1- bodies of wall both sides steel plate 2- pull bars and steel pipe walls junction 3- ribbed stiffener tapping 4- wall thicknesses direction
The perforate ribbed stiffener 6- that the perforate ribbed stiffener 5- walls length direction of setting is arranged along wall length direction pull bar 7- along wall thickness direction drawing
The junction steel plate 9- concrete at bar 8- bodies of wall two ends.
Specific embodiment
With reference to embodiment and accompanying drawing, the present invention is described in further detail, but embodiments of the present invention are not
It is limited to this.
Embodiment
One kind perforation rib pull bar constraint double-layer plate concrete shear force wall, including relative body of wall both sides steel plate 1, body of wall two
Perforate ribbed stiffener 5 that perforate ribbed stiffener 4 that the junction steel plate 8 at end, wall thickness direction are arranged, wall length direction are arranged, along wall length direction
Pull bar 6, the fill concrete 9 that encloses of pull bar 7 and four sides steel plate along wall thickness direction.The perforate ribbed stiffener is bar
Band shape steel plate, its thickness is identical with steel plate thickness.The ribbed stiffener upper connecting rod answers the size in perforate, hole to wear through position 3
Cross pull bar.The ribbed stiffener is evenly arranged in steel plate interior periphery, is connected using welding method perpendicular to steel plate.The pull bar is adopted
With common pull bar or reinforcing bar, steel plate is passed perpendicularly through, in double-layer plate concrete shear force wall cross-sectional length direction, thickness direction is with suitable
When spacing is along the high interlaced arrangement of wall.The tie rod end is, from welding, such as to wear with the first connected mode of steel plate junction 2
The modes such as stopple weldering, second connected mode is to carry out mantle fiber process with thread cutter for steel bar in tie rod end, is opened through steel pipe walls
It is with bolts at hole.
Embodiment 1
A kind of making step of perforation rib pull bar constraint double-layer plate concrete shear force wall is：
（1）Require to determine the junction steel plate 8 of relative body of wall both sides steel plate 1, body of wall two ends, long along wall according to design drawing
Intensity, size, the position of the pull bar 6 in direction, the pull bar 7 along wall thickness direction and perforate ribbed stiffener；
（2）Make both sides steel plate, junction steel plate, ribbed stiffener, the pull bar of double-layer plate concrete shear force wall；
（3）Measurement and positioning pull bar position, in the double-layer plate pull bar of double-layer plate concrete shear force wall position is passed through
Drilling；
（4）Perforate ribbed stiffener is welded on both sides steel plate, junction steel plate using welding manner method；
（5）Pull bar 7 of the body of wall two ends along wall thickness direction is arranged on into body of wall two through the ribbed stiffener 4 arranged along wall thickness direction
In the hole that side steel plate has been drilled, pull bar of remaining position along wall thickness direction is arranged in adjacent 2 along wall thickness side every 4 ribbed stiffeners
To in the middle of the ribbed stiffener 4 for arranging, and with the pull bar along wall thickness direction with along the high appropriate spacing interlaced arrangement of wall.Using perforation plug welding
Connect, or bolt is connected with body of wall both sides steel plate；
（6）With the pull bar along wall thickness direction with along the high appropriate spacing interlaced arrangement of wall, by body of wall along wall length direction pull bar 6
It is arranged in the hole that the junction steel plate at body of wall two ends has been drilled, using perforation along the ribbed stiffener 5 that wall length direction is arranged through all
Plug welding connects, or bolt is connected with the junction steel plate at body of wall two ends；
（7）Concrete 9 is poured in the space that four sides steel plate is enclosed, and is conserved by construction requirement.
Above-described embodiment is the present invention preferably embodiment, but embodiments of the present invention not by the embodiment
Limit, other any Spirit Essences without departing from the present invention and the change, modification, replacement made under principle, combine, simplification,
Equivalent substitute mode is should be, is included within protection scope of the present invention.
Claims (8)
1. rib pull bar of boring a hole constrains double-layer plate concrete shear force wall, it is characterised in that include relative body of wall both sides steel plate, wall
Fill concrete that the junction steel plate and four sides steel plate at body two ends is enclosed, perforate ribbed stiffener, through perforate ribbed stiffener
Pull bar.
2. perforation rib pull bar according to claim 1 constrains double-layer plate concrete shear force wall, it is characterised in that described to open
Hole ribbed stiffener is strip-form steel plate, and its thickness is identical with steel plate thickness, the type of attachment for being connected by welding with steel plate, is put more energy into
In pull bar through place, the size in hole be able to pass through pull bar to osseotomy site on rib.
3. perforation rib pull bar according to claim 1 constrains double-layer plate concrete shear force wall, it is characterised in that the drawing
Bar is common pull bar or reinforcing bar, including the pull bar along wall length direction, along the pull bar in wall thickness direction.
4. perforation rib pull bar according to claim 3 constrains double-layer plate concrete shear force wall, it is characterised in that the edge
Ribbed stiffener and the junction steel plate at two ends that the pull bar of wall length direction is arranged through all wall length directions.
5. perforation rib pull bar according to claim 3 constrains double-layer plate concrete shear force wall, it is characterised in that the edge
Ribbed stiffener and relative body of wall both sides steel plate that the pull bar at wall thickness direction body of wall two ends is arranged through wall thickness direction, remaining position
Pull bar every 2～5 ribbed stiffeners be arranged in adjacent 2 along wall thickness direction arrange ribbed stiffener in the middle of.
6. perforation rib pull bar according to claim 3 constrains double-layer plate concrete shear force wall, it is characterised in that long along wall
The pull bar in direction is with the pull bar along wall thickness direction along wall height with appropriate spacing interlaced arrangement.
7. perforation rib pull bar according to claim 3 constrains double-layer plate concrete shear force wall, it is characterised in that the company
The tie rod end of steel plate and the first connected mode of steel plate are connect using welding.
8. perforation rib pull bar according to claim 3 constrains double-layer plate concrete shear force wall, it is characterised in that the company
The tie rod end for connecing steel plate is with bolts with second connected mode of steel plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620196534.0U CN206090967U (en) | 2016-03-15 | 2016-03-15 | Perforation rib pull rod restraint double -layer steel plate concrete shear force wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620196534.0U CN206090967U (en) | 2016-03-15 | 2016-03-15 | Perforation rib pull rod restraint double -layer steel plate concrete shear force wall |
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| Publication Number | Publication Date |
|---|---|
| CN206090967U true CN206090967U (en) | 2017-04-12 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201620196534.0U Expired - Fee Related CN206090967U (en) | 2016-03-15 | 2016-03-15 | Perforation rib pull rod restraint double -layer steel plate concrete shear force wall |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106049720A (en) * | 2016-03-15 | 2016-10-26 | 河南理工大学 | Punched rib and pull rod constraint double-layer steel plate concrete shear wall |
| CN107246088A (en) * | 2017-06-28 | 2017-10-13 | 浙江绿筑集成科技有限公司 | A kind of prefabricated steel reinforced concrete shear walls |
| CN108331211A (en) * | 2018-02-28 | 2018-07-27 | 常州工学院 | A kind of stainless steel plate-straw concrete assembled wall and method |
| WO2018201817A1 (en) * | 2017-05-04 | 2018-11-08 | 浙江绿筑集成科技有限公司 | Assemblable shear wall formed by steel/concrete components, and horizontal splicing method therefor |
| CN109113227A (en) * | 2018-10-10 | 2019-01-01 | 南京林业大学 | A kind of bamboo-air entrained concrete assembled wall board |
| CN110154218A (en) * | 2019-06-27 | 2019-08-23 | 太仓新亚逊生物科技有限公司 | Compoboard is used in a kind of filling of foam concrete |
-
2016
- 2016-03-15 CN CN201620196534.0U patent/CN206090967U/en not_active Expired - Fee Related
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106049720A (en) * | 2016-03-15 | 2016-10-26 | 河南理工大学 | Punched rib and pull rod constraint double-layer steel plate concrete shear wall |
| WO2018201817A1 (en) * | 2017-05-04 | 2018-11-08 | 浙江绿筑集成科技有限公司 | Assemblable shear wall formed by steel/concrete components, and horizontal splicing method therefor |
| CN107246088A (en) * | 2017-06-28 | 2017-10-13 | 浙江绿筑集成科技有限公司 | A kind of prefabricated steel reinforced concrete shear walls |
| CN108331211A (en) * | 2018-02-28 | 2018-07-27 | 常州工学院 | A kind of stainless steel plate-straw concrete assembled wall and method |
| CN109113227A (en) * | 2018-10-10 | 2019-01-01 | 南京林业大学 | A kind of bamboo-air entrained concrete assembled wall board |
| CN110154218A (en) * | 2019-06-27 | 2019-08-23 | 太仓新亚逊生物科技有限公司 | Compoboard is used in a kind of filling of foam concrete |
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| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20170412 Termination date: 20190315 |
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| CF01 | Termination of patent right due to non-payment of annual fee |