CN108824675A - A kind of shear wall and preparation method thereof - Google Patents
A kind of shear wall and preparation method thereof Download PDFInfo
- Publication number
- CN108824675A CN108824675A CN201810426115.5A CN201810426115A CN108824675A CN 108824675 A CN108824675 A CN 108824675A CN 201810426115 A CN201810426115 A CN 201810426115A CN 108824675 A CN108824675 A CN 108824675A
- Authority
- CN
- China
- Prior art keywords
- muscle
- wall
- weak bonding
- steel
- frame columns
- 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.)
- Pending
Links
- 238000002360 preparation method Methods 0.000 title claims abstract description 11
- 210000003205 muscle Anatomy 0.000 claims abstract description 240
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 181
- 239000010959 steel Substances 0.000 claims abstract description 181
- 230000002787 reinforcement Effects 0.000 claims abstract description 86
- 239000011372 high-strength concrete Substances 0.000 claims description 26
- 238000010008 shearing Methods 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 4
- 230000008901 benefit Effects 0.000 abstract description 10
- 238000010276 construction Methods 0.000 abstract description 10
- 230000035939 shock Effects 0.000 abstract description 6
- 238000000034 method Methods 0.000 abstract description 5
- 238000011156 evaluation Methods 0.000 abstract description 4
- 230000008569 process Effects 0.000 abstract description 4
- 230000003014 reinforcing effect Effects 0.000 description 17
- 239000004567 concrete Substances 0.000 description 14
- 230000027455 binding Effects 0.000 description 10
- 238000009739 binding Methods 0.000 description 10
- 238000010586 diagram Methods 0.000 description 4
- 239000007787 solid Substances 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 239000004744 fabric Substances 0.000 description 3
- 239000000835 fiber Substances 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 238000005452 bending Methods 0.000 description 2
- 230000015271 coagulation Effects 0.000 description 2
- 238000005345 coagulation Methods 0.000 description 2
- 150000001875 compounds Chemical class 0.000 description 2
- 230000003247 decreasing effect Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000021715 photosynthesis, light harvesting Effects 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000001112 coagulating effect Effects 0.000 description 1
- 230000008602 contraction Effects 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 230000003111 delayed effect Effects 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 239000011210 fiber-reinforced concrete Substances 0.000 description 1
- 230000006870 function Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 238000005272 metallurgy Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 238000011084 recovery Methods 0.000 description 1
- 230000008439 repair process Effects 0.000 description 1
- 230000000452 restraining effect Effects 0.000 description 1
- 230000035807 sensation Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
- E04B2/64—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members with elongated members of concrete
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
- E04B2/562—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members with fillings between the load-bearing elongated members
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Load-Bearing And Curtain Walls (AREA)
Abstract
The present invention relates to building field, a kind of shear wall and preparation method thereof is disclosed, wherein shear wall includes：The frame columns of the left and right sides of wall are set；Frame columns are deeply located in the basis of wall bottom along the extending direction of wall；Four vertex of frame columns are arranged in four high-strength vertical muscle along the extending direction of wall respectively, and constitute the first steel reinforcement cage；At least four weak bonding superelevation are indulged by force muscle and are arranged in frame columns along the extending direction of wall, and constitute the second steel reinforcement cage；Second steel reinforcement cage is in the first steel reinforcement cage；At least two weak bonding super-high strength steel muscle concealed bracings intersections are arranged in the region between two frame columns, and weak bonding super-high strength steel muscle concealed bracings go deep into the basis.Shear wall provided by the invention also has preferable restorative on the basis of with preferable shock resistance；And the shear wall construction simple process, it can be widely applied to quake evaluation construction applications, have a good application prospect and economic benefit.
Description
Technical field
The present invention relates to building fields, more particularly to a kind of shear wall and preparation method thereof.
Background technique
The rigidity of shear wall is big, bearing capacity is high, is the main lateral resistant member in skyscraper especially super high-rise building.
As modern building fabric increasingly develops towards high-rise and Super High direction, the application of shear wall is also more and more extensive.It is high-strength
Concrete has many advantages, such as high-intensitive, high-durability, is the ideal material for making shear wall, can be substantially reduced cutting for shear wall
Face size increases building usable floor area.
But the ductility of high-strength concrete is poor, hinders its popularization and application, developing steel fiber reinforced concrete can show
Write the brittleness for improving high-strength concrete.Low strong reinforcing bar in high tensile reinforcement substitution is pushed at the same time, by high tensile reinforcement, high-strength steel
It applies in high strength concrete shear wall, strength matching is reasonable, and cooperative work performance is excellent, can be effectively improved high-strength concrete and cut
The ductility of power wall member improves its shock resistance.
But due to the sudden and complexity of earthquake, lead to the residual deformation of high strength concrete shear wall after shaking often
It is very big, it is difficult to repair, seriously affect the normal life of people；Meanwhile it removing and rebuilding the very long construction period of bring and big
Amount, which is spent, causes the huge economic loss of society.
Summary of the invention
(1) technical problems to be solved
The object of the present invention is to provide a kind of shear walls, it is intended at least skill present in the solution prior art or the relevant technologies
One of art problem.
It is a further object to provide a kind of shearing wall preparation methods, it is intended at least the solution prior art or correlation
One of technical problem present in technology.
(2) technical solution
In order to solve the above technical problem, the present invention provides a kind of shear walls, including：Four high-strength vertical muscle, at least four
Weak bonding superelevation indulges by force muscle, at least two weak bonding super-high strength steel muscle concealed bracings, and the side of the left and right sides of wall is arranged in
Frame column；The frame columns are along the basis that the extending direction of the wall is deeply located at the wall bottom；Four described high-strength
Vertical muscle is separately positioned on four vertex of the frame columns, and four high-strength vertical muscle are along the extending direction cloth of the wall
It sets and constitutes the first steel reinforcement cage；At least four weak bonding superelevation are indulged by force muscle and are arranged in the frame columns, at least described in four
Weak bonding superelevation indulges by force muscle and constitutes the second steel reinforcement cage along the extending direction arrangement of the wall；And second steel reinforcement cage is embedded in institute
It states in the first steel reinforcement cage；At least two weak bonding super-high strength steel muscle concealed bracings intersections are arranged between two frame columns
Region in, and the weak bonding super-high strength steel muscle concealed bracings go deep into it is described basis in.
Wherein, second steel reinforcement cage further includes the high-strength vertical muscle that four extending directions along the wall are arranged, described
High-strength vertical muscle and the weak bonding superelevation indulge by force muscle arranged for interval.
Wherein, the frame columns include multiple first polygons and multiple second polygons；First polygon is by four
The first stirrup of root is constituted, and the both ends of each first stirrup are connected with the adjacent two high-strength vertical muscle respectively；Described second
Polygon is made of at least four second stirrups, and the both ends of each second stirrup and the adjacent two weak bonding superelevation are strong
Vertical muscle is connected；Second polygon is in first polygon, each second stirrup and adjacent two described first
Stirrup is connected；And first polygon and second polygon are along the extending direction equidistant placement of the wall.
Wherein, the steel pipe arranged along the extending direction of the wall is equipped in second steel reinforcement cage, the steel pipe is inserted
Enter in basis.
Wherein, the material of the wall is high-strength concrete.
Wherein, wall distributing reinforcement is equipped in the wall；The wall distributing reinforcement includes multiple genesis analysis muscle and more
A cross direction profiles muscle；The cross direction profiles muscle arranges along the extending direction perpendicular to the wall, and the cross direction profiles muscle
End is connected with the high-strength vertical muscle；The genesis analysis muscle gos deep into the basis along the extending direction of the wall；It is described
Genesis analysis muscle and the cross direction profiles muscle arranged crosswise are in network, and the network is arranged in the wall
Front side and rear side；The front side of the wall is opposite to rear side.
Wherein, the quantity of the weak bonding super-high strength steel muscle concealed bracings is two, and two weak bonding super-high strength steels
The intersection of muscle concealed bracings is in " X " type or inverted " V " type.
Wherein, the angle between two weak bonding super-high strength steel muscle concealed bracings is 45-60 °.
Wherein, the quantity of the weak bonding super-high strength steel muscle concealed bracings is three, and three weak bonding super-high strength steels
Muscle concealed bracings are sequentially connected in " N " type.
The present invention also provides a kind of shearing wall preparation methods, including：Step 1, on the basis of wall bottom, positioned at described
The position of the left and right sides of wall is respectively provided with frame columns, and high-strength vertical muscle is respectively set in four vertex of the frame columns,
The high-strength vertical muscle gos deep into the basis along the extending direction of the wall；Step 2, at least four are arranged in the frame columns
The weak bonding superelevation of root indulges by force muscle, and the weak bonding superelevation is indulged by force muscle and goed deep into the basis along the extending direction of the wall；Step
Rapid 3, four high-strength vertical muscle are bound to form the first steel reinforcement cage, and at least four weak bonding superelevation are indulged by force muscle and are tied up
It pricks and forms the second steel reinforcement cage；And second steel reinforcement cage is in first steel reinforcement cage；Step 4, in two frame columns
Between region at least two weak bonding super-high strength steel muscle concealed bracings are set, the weak bonding super-high strength steel muscle concealed bracings intersect
Setting；And the weak bonding super-high strength steel muscle concealed bracings are goed deep into the basis.
(3) beneficial effect
A kind of shear wall provided by the invention and preparation method thereof is strong by vertical muscle high-strength in frame columns and weak bonding superelevation
The interaction of vertical muscle, after high-strength vertical muscle surrender, weak bonding superelevation, which indulges by force muscle, still may remain in elastic range, Ke Yixian
Write the rigidity after improving shear wall surrender；And since weak bonding superelevation indulges by force the presence of muscle, high-strength vertical muscle can be effectively reduced
Yield deformation reduces the rate of decay of shear wall anti-side rigidity, the whole residual deformation after reducing shake, so as to obtain shear wall
Obtain restorability after preferably shaking.And due to configuring weak bonding super-high strength steel muscle concealed bracings in wall, on the one hand it can prolong
The appearance of slow wall Diagonal crack, and then improve the restorability of wall itself；It on the other hand can also be with the height of frame columns
Restorative phase is coordinated, and the two cooperates, and can further decrease the residual deformation of shear wall, improves restoring for shear wall entirety
Property.And the shear wall construction simple process, it can be widely applied to quake evaluation construction applications, have a good application prospect and pass through
Ji benefit.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of a preferred embodiment of shear wall internal structure of the present invention；
Fig. 2 is the longitudinal sectional view of shear wall internal structure shown in Fig. 1；
Fig. 3 is the transverse sectional view of shear wall internal structure shown in FIG. 1；
Fig. 4 is a preferred embodiment of the first steel reinforcement cage and the second steel reinforcement cage in shear wall internal structure shown in FIG. 1
Structural schematic diagram；
Fig. 5 is that another of first steel reinforcement cage and the second steel reinforcement cage are preferably implemented in shear wall internal structure shown in FIG. 1
The structural schematic diagram of example；
Fig. 6 is that another of first steel reinforcement cage and the second steel reinforcement cage are preferably implemented in shear wall internal structure shown in FIG. 1
The structural schematic diagram of example；
Fig. 7 is another structural representation of weak bonding super-high strength steel muscle concealed bracings in shear wall internal structure shown in FIG. 1
Figure；
Fig. 8 is another structural representation of weak bonding super-high strength steel muscle concealed bracings in shear wall internal structure shown in FIG. 1
Figure；
Fig. 9 is the yet another construction signal of weak bonding super-high strength steel muscle concealed bracings in shear wall internal structure shown in FIG. 1
Figure；
In figure, 1- wall；The basis 2-；The weak bonding superelevation of 11- indulges by force muscle；The weak bonding super-high strength steel muscle concealed bracings of 12-；13-
High-strength vertical muscle；14- wall distributing reinforcement；The right side of 15- wall；The left side of 16- wall；The first stirrup of 17-；The second stirrup of 18-；
21- steel pipe.
Specific embodiment
With reference to the accompanying drawings and examples, specific embodiments of the present invention will be described in further detail.Following instance
For illustrating the present invention, but it is not intended to limit the scope of the invention.
In the description of the present invention, it should be noted that unless otherwise clearly defined and limited, term " installation ", " phase
Even ", " connection " shall be understood in a broad sense, for example, it may be being fixedly connected, may be a detachable connection, or be integrally connected；It can
To be mechanical connection, it is also possible to be electrically connected；It can be directly connected, can also can be indirectly connected through an intermediary
Connection inside two elements.For the ordinary skill in the art, above-mentioned term can be understood at this with concrete condition
Concrete meaning in invention.
In recent years, recoverable function structure has been increasingly becoming the hot spot of antiseismic engineering research；Since the nineties, China's metallurgy
Rebar standards are constantly revised and supplemented to system reference international standard, starts the weak bonding super-high strength steel muscle for producing various specifications.This
A little weak bonding super-high strength steel muscle newly developed have intensity high (tensile strength reaches 1200MPa or more), ductility preferably (elongation >=
4%~5%) the advantages that restorability, after intensity cost performance height, unloading is good；By surface shape be broadly divided into deformed bar with
The main distinction of plain steel-bar, deformed bar and common variation reinforcing bar is no longitudinal rib；Its cohesive force between concrete is more general
Logical reinforcing bar is weak, and when component is by external forces, deformation is relatively independent, and constraint becomes smaller, and deformability can give full play to,
Restorability is good after unloading.
Embodiment 1：
Fig. 1 shows a preferred embodiment of shear wall internal structure of the present invention, as depicted in figs. 1 and 2, the shear wall
Including：Four high-strength vertical muscle 13, at least four weak bonding superelevation indulge by force the weak bonding super-high strength steel muscle concealed bracings of muscle 11, at least two
12, and the frame columns of the left and right sides of wall 1 are set；Frame columns are deeply located at 1 bottom of wall along the extending direction of wall 1
Basis 2 in；Four high-strength vertical muscle 13 are separately positioned on four vertex of frame columns, and four high-strength vertical muscle 13 are along wall
Extending direction arrangement constitutes the first steel reinforcement cage；At least four weak bonding superelevation are indulged by force muscle 11 and are arranged in frame columns, and at least four
Weak bonding superelevation indulges by force muscle 11 and constitutes the second steel reinforcement cage along the extending direction arrangement of wall；And second steel reinforcement cage be embedded in the first reinforcing bar
In cage；In region between at least two weak bonding super-high strength steel muscle concealed bracings 12 intersection two frame columns of setting, and weak bonding
Super-high strength steel muscle concealed bracings 12 are deeply in basis 2.
Specifically, which is face wall, is respectively provided with frame columns at left and right sides of the wall 1 of shear wall, that is, in wall 1
Left side 16 frame columns are set, and be also provided with frame columns on the right side of wall 1 15, as shown in Figure 2.That is, in the wall of shear wall
Extending direction in body 1 along wall 1 sets that there are two frame columns, for example, wall 1 extends straight up, then frame columns are in wall 1
Also it arranges straight up.And go deep into frame columns in the basis 2 of 1 bottom of wall, it can be enhanced between wall 1 and basis 2
Stability improves the shock resistance of wall 1.Certainly, frame columns can also be goed deep into upper floor, further enhance wall 1 with
Stability between upper floor.
It is respectively provided with high-strength vertical muscle 13 in four vertex of frame columns, and four high-strength vertical muscle 13 are along the extension of wall 1
Direction arrangement, that is, high-strength vertical muscle 13 is arranged along direction from bottom to up；That is, the cross section of frame columns is quadrangle.For example, high
For strong vertical muscle 13 using HRB500 or HRB600 grades of reinforcing bar, diameter is 12mm~14mm；And four high-strength vertical bindings of muscle 13 are existed
It is formed together the first steel reinforcement cage, that is, the cross section of the first steel reinforcement cage is also quadrangle.
At least four weak bonding superelevation are set in frame columns and indulge muscle 11 by force, and at least four weak bonding superelevation indulge by force muscle 11
It is arranged along the extending direction of wall 1, that is, weak bonding superelevation is indulged by force muscle 11 and arranged along direction from bottom to up；For example, weak bonding
Superelevation indulges by force muscle 11 and uses the reinforcing bar that intensity is 6mm~12mm for 1280Mpa, diameter；And will at least four weak bonding superelevation it is strong
The vertical binding of muscle 11 forms the second steel reinforcement cage together.For example, the second steel reinforcement cage includes that four weak bonding superelevation indulge by force muscle 11, such as scheme
Shown in 4.And second steel reinforcement cage in the first steel reinforcement cage, for example, the weak bonding superelevation for being located at the second steel reinforcement cage vertex indulges by force muscle
11, it is connected with the side of the first steel reinforcement cage.It can be according to the carrying situation and shockproof requirements of the shear wall of specific location, to determine
The shape of two steel reinforcement cages.
The weak bonding super-high strength steel muscle concealed bracings 12 are the steel reinforcement cage for being bound weak bonding super-high strength steel muscle with stirrup, example
Such as, stirrup uses HRB500 or HRB600 grades of reinforcing bar.For example, two are arranged in region between two frame columns of wall 1
Weak bonding super-high strength steel muscle concealed bracings 12, then the two weak intersection of bonding super-high strength steel muscle concealed bracings 12 ground are arranged in two frame columns
Between region in；For example, two weak intersections of bonding super-high strength steel muscle concealed bracings 12 are in " X " type, as depicted in figs. 1 and 2；Or
Person, two weak intersections of bonding super-high strength steel muscle concealed bracings 12 are in inverted " V " type, as shown in Figure 7；That is two weak bonding super-high strength steel muscle
The crosspoint of concealed bracings 12 is located at the bottom of wall 1.For example, the reinforcing bar in weak bonding super-high strength steel muscle concealed bracings 12 uses intensity
For 1280Mpa, diameter is the reinforcing bar of 6mm~12mm, and HRB600 grades of reinforcing bars, diameter 6mm can be used in the stirrup of binding.And it will
Weak bonding super-high strength steel muscle concealed bracings 12 go deep into basis 2, and are anchored with anchorage.
Since vertical muscle 11 and the bonding of wall 1 are weaker by force for weak bonding superelevation, for example, wall 1 is concrete, then at the beginning of load-bearing
Phase weak bonding superelevation indulges by force muscle 11 and can separate and work independently with concrete.On the one hand after high-strength vertical muscle 13 is surrendered, weak bonding
Superelevation, which indulges by force muscle 11, still may remain in elastic range, the rigidity after can significantly improving shear wall surrender；On the other hand by
The presence of muscle 11 is indulged by force in weak bonding superelevation, can effectively reduce the yield deformation of high-strength vertical muscle 13, it is rigid to reduce shear wall anti-side
The rate of decay of degree, the whole residual deformation after reducing shake, so as to make restorability after the preferable shake of shear wall acquisition.With
And due to configuring weak bonding super-high strength steel muscle concealed bracings 12 in wall 1, it on the one hand can delay 1 Diagonal crack of wall
Occur, and then improves the restorability of wall 1 itself；On the other hand can also coordinate with the restorative phase of height of frame columns, the two
It cooperates, the residual deformation of shear wall can be further decreased, improve the restorability of shear wall entirety.And the shear wall construction
Simple process can be widely applied to quake evaluation construction applications, have a good application prospect and economic benefit.
Go deep into basis 2 and in upper floor in addition, weak bonding superelevation can be indulged by force to muscle 11, and is anchored with anchorage.
Further, the second steel reinforcement cage further includes the high-strength vertical muscle 13 that four extending directions along wall are arranged, high-strength vertical
Muscle 13 and weak bonding superelevation indulge by force 11 arranged for interval of muscle.For example, second steel reinforcement cage includes that four weak bonding superelevation indulge by force muscle 13
With four high-strength vertical muscle 11, and weak bonding superelevation by force indulge muscle 11 and high-strength 13 arranged for interval of vertical muscle, i.e. a weak bonding superelevation it is strong
A high-strength vertical muscle 13 is arranged behind vertical muscle 11, circuits sequentially arrangement, the structure of the second obtained steel reinforcement cage is as shown in figure 5, then
Second steel reinforcement cage is hexagonal prisms structure.Alternatively, second steel reinforcement cage indulges muscle 11 by force including eight weak bonding superelevation and four high-strength
Vertical muscle 13, i.e. two weak bonding superelevation indulge arrange a high-strength vertical muscle 13 behind muscle 11 by force, circuit sequentially arrangement, second obtained
The structure of steel reinforcement cage is as shown in fig. 6, then the second steel reinforcement cage is eight prism structures.Certainly, the second steel reinforcement cage can be also other knots
Configuration formula.
Further, the angle between two weak bonding super-high strength steel muscle concealed bracings 12 is 45-60 °.Since weak bonding is super
While high tensile reinforcement concealed bracings 12 are used to support wall 1, wall 1 can be delayed Diagonal crack occur；In order to preferably play
Angle between two weak bonding super-high strength steel muscle concealed bracings 12 is set as by the effect of weak bonding super-high strength steel muscle concealed bracings 12
45-60°.Certainly, as long as weak bonding super-high strength steel muscle concealed bracings 12 can support wall 1, and the restorability of wall 1 is improved,
Angle between two weak bonding super-high strength steel muscle concealed bracings 12 can also be in other angular ranges.
Further, frame columns include multiple first polygons and multiple second polygons；First polygon is by four
One stirrup 17 is constituted, and the both ends of each first stirrup 17 are connected with adjacent two high-strength vertical muscle 13 respectively；Second polygon is by extremely
Few four second stirrups 18 are constituted, and the both ends of each second stirrup 18 indulge by force muscle 11 with adjacent two weak bonding superelevation and are connected；The
In the first polygon, each second stirrup 18 is connected two polygons with adjacent two first stirrup 17；And first polygon and
Second polygon is along the extending direction equidistant placement of wall.
If the first steel reinforcement cage and the second steel reinforcement cage are tetragonous rod structure, four high-strength vertical muscle 13 are needed, and need
Four weak bonding superelevation indulge by force muscle 11, as shown in Figure 1；Correspondingly, the first polygon is quadrangle, and the second polygon is four sides
Shape, as shown in Figure 3 and Figure 4；Four first stirrups 17 are then needed, and need four second stirrups 18.That is, with the first stirrup 17
High-strength vertical muscle 13 is bound, then the junction of adjacent two first stirrup 17 is arranged in high-strength vertical muscle 13, then by four high-strength vertical muscle
13 pass through 17 overall binding of the first stirrup into the first steel reinforcement cage.And weak bonding superelevation is indulged by force muscle 11 with the second stirrup 18 and is tied up
It pricks, then weak bonding superelevation indulges by force the junction that adjacent two second stirrup 18 is arranged in muscle 11, then indulges four weak bonding superelevation by force
Muscle 11 is individually bound into the second steel reinforcement cage also by the second stirrup 18.Therefore, weak bonding superelevation indulges by force muscle 11 and high-strength vertical muscle 13
Compound hoop reinforcing steel bar cage can be formed.And weak bonding superelevation is indulged by force muscle 11 and is goed deep into basis 2 and in upper floor, and uses anchor
Tool anchoring.
Correspondingly, if the first steel reinforcement cage is tetragonous rod structure, the first steel reinforcement cage needs four high-strength vertical muscle 13；Second steel
Muscle cage is hexagonal prisms structure, then the second steel reinforcement cage needs four weak bonding superelevation to indulge muscle 11 and four high-strength vertical muscle 13 by force, such as Fig. 5
It is shown；Correspondingly, the first polygon is quadrangle, and the second polygon is hexagon；Then four first hoops in the first polygon
Four high-strength vertical bindings of muscle 11 are formed the first steel reinforcement cage by muscle 17；Four high-strength vertical muscle 11 and four weak bonding superelevation are indulged by force muscle
After 13 arranged for interval, the second steel reinforcement cage is formed with the binding of the second stirrup of the six roots of sensation 18 in the second polygon.First steel reinforcement cage is four
Prism structure, the second steel reinforcement cage is eight prism structures, similar therewith, and no longer tool is stated herein.
The frame columns of this kind of structure are set in shear wall, so that frame columns play the role of constraining wall 1, can significantly be mentioned
The Its ultimate bearing capacity and non-deformability of high-rise shear wall；And compound hoop reinforcing steel bar basket structure is set in frame columns, on the one hand
The effect of contraction to inner concrete can be enhanced, prevent from indulging the too early buckling of muscle in frame columns, effectively improve the antidetonation of shear wall
Energy dissipation capacity, on the other hand can making high-strength vertical muscle, weak bonding superelevation, vertical muscle cooperative work performance is excellent by force, significantly improves shear wall
It is restorative.
Further, the steel pipe 21 arranged along the extending direction of wall 1 is equipped in the second steel reinforcement cage, steel pipe 21 is inserted into base
In plinth 2.Steel pipe 21 is set in the second steel reinforcement cage, for example, steel pipe 21 is round steel pipe 21 or rectangular steel pipe 21 etc..That is, steel pipe 21
It is indulged in the steel reinforcement cage that muscle 11 is constituted by force positioned at weak bonding superelevation, and steel pipe 21 is inserted into basis 2, enhancing frame columns can be played
The effect of intensity, and then improve the shock resistance of frame columns.For example, steel pipe 21 uses round steel pipe 21, round steel pipe 21 be can be used
The high-strength steel of Q345 and the above intensity, 21 outer diameter of steel pipe and thickness can be determined according to the size of the frame columns；For example,
Round steel pipe 21 uses the high-strength steel of Q420 intensity；And steel pipe 21 can form biggish restraining force to the concrete of its inside,
Therefore the ductility that shear wall can be improved, makes it have good energy dissipation ability.
Further, the material of wall 1 is set as high-strength concrete, for example, the strength grade range of high-strength concrete is
C60~C100；Since high-strength concrete wall 1 and weak bonding superelevation indulge by force muscle 11, high-strength vertical muscle 13 and weak bonding super-high strength steel
The advantages of muscle concealed bracings 12 match, and can give full play to high-strength steel and high-strength concrete, improves the brittleness of high-strength concrete,
The anti-seismic performance of shear wall is improved, while making shear wall also there is preferable post earthquake recovery.In addition, high-strength concrete wall
1 thickness determines that strength grade of concrete can be C80 according to practical building storey；In addition, the concrete in steel pipe 21 can
Use grade for the high-strength concrete of C100, using concrete more higher than strength grade of concrete outside pipe as constraint coagulation
Soil can give full play to the high advantage of High Strength Concrete Under Compressive Cyclic Loading intensity, effectively reduce the sectional dimension of shear wall.
Further, wall distributing reinforcement 14 is equipped in wall 1；Wall distributing reinforcement 14 includes multiple genesis analysis muscle and more
A cross direction profiles muscle；Cross direction profiles muscle is arranged along the extending direction perpendicular to wall 1, and the end of cross direction profiles muscle is indulged with high-strength
Muscle 12 is connected；Genesis analysis muscle gos deep into basis 2 along the extending direction of wall 1；Genesis analysis muscle intersects cloth with cross direction profiles muscle
It sets in network, which is arranged in front side and the rear side of wall 1；The front side of wall 1 is opposite to rear side.In wall
The intensity of entire wall 1 can be improved in setting wall distributing reinforcement 14 in body 1, improves the shock resistance of shear wall.Wall distributing reinforcement
14 include genesis analysis muscle and cross direction profiles muscle, for example, genesis analysis muscle and cross direction profiles muscle are all made of HRB500 or HRB600
Grade reinforcing bar, diameter 10mm.Genesis analysis muscle is arranged along the extending direction of wall 1 and is goed deep into basis 2；It can also be by genesis analysis
Muscle gos deep into upper floors.Cross direction profiles muscle is arranged along the extending direction perpendicular to wall 1, and one end and position of cross direction profiles muscle
High-strength vertical muscle 13 in the left side of wall 16 is bound, and the other end and the high-strength vertical muscle 13 on the right side 15 for being located at wall are bound；For example,
By the both ends bending of cross direction profiles muscle, and by the bending and high-strength vertical 13 stitch of muscle.And genesis analysis muscle and cross direction profiles muscle are handed over
Fork arrangement is in network, and the network is arranged in front side and the rear side of wall, i.e. wall distributing reinforcement and frame columns
A solid space is surrounded, and weak bonding super-high strength steel muscle concealed bracings 12 are located in the solid space, as shown in Figure 1.
In addition, steel fibre can be mixed in the high-strength concrete wall 1 outside steel pipe 21, steel fibre parameter is no more than high-strength coagulation
The 2% of soil body product, can improve the brittleness problems of high-strength concrete.
Embodiment 2：
The present embodiment is substantially the same manner as Example 1, brief for description, during the description of the present embodiment, no longer
Technical characteristic same as Example 1 is described, only illustrates the present embodiment difference from Example 1：
As shown in figure 8, three weak bonding super-high strength steel muscle of setting secretly prop up in region between two frame columns of wall 1
Support 12, then this three weak bonding super-high strength steel muscle concealed bracings 12 are sequentially connected in " N " type.That is, three weak bonding super-high strength steel muscle
There are two crosspoint, one of crosspoints to be located at the top of wall 1 for concealed bracings 12, another crosspoint is located at the bottom of wall 1
Portion.Due to there are three weak bonding super-high strength steel muscle concealed bracings 12, then can further improve the restorative of shear wall.
In addition, the connection type of this three weak bonding super-high strength steel muscle concealed bracings 12 can be：The weak bonding of two of them is super
High tensile reinforcement concealed bracings 12 intersect " X-type " structure, another weak bonding super-high strength steel muscle concealed bracings 12 and one of them weak bonding
Super-high strength steel muscle concealed bracings 12 intersect；Certainly other connection types be can also be.
In addition, four weak bonding super-high strength steel muscle concealed bracings 12 can be also set in the region between two frame columns, it should
Four weak bonding super-high strength steel muscle concealed bracings 12 successively intersect in " W " type, as shown in Figure 9.Can also according to the actual situation, determination is set
Set the quantity of the weak bonding super-high strength steel muscle concealed bracings 12 in the region between two frame columns.
Embodiment 3：
The present invention provides a kind of preferred embodiment for shearing wall preparation method, including：Step 1, on the basis of wall bottom
Above, it is respectively provided with frame columns positioned at the position of the left and right sides of wall, and height is respectively set in four vertex of the frame columns
Vertical muscle 13 by force, high-strength vertical muscle 13 go deep into basis along the extending direction for stating wall；Step 2, at least four are arranged in frame columns
Weak bonding superelevation indulges by force muscle 11, and weak bonding superelevation is indulged by force muscle 11 and goed deep into basis along the extending direction of the wall；Step 3, will
Four high-strength vertical bindings of muscle 13 form the first steel reinforcement cage, and at least four weak bonding superelevation are indulged by force the binding of muscle 11 and form second
Steel reinforcement cage；And second steel reinforcement cage in the first steel reinforcement cage；Step 4, it is arranged at least two in the region between two frame columns
A weak bonding super-high strength steel muscle concealed bracings 12, the weak intersection of bonding super-high strength steel muscle concealed bracings 12 setting；And it is weak bonding superelevation is strong
Steel bar hidden support 12 gos deep into described basic 2.
Specifically, which is face wall, on the basis of and be located at the position of the left and right sides of wall 1 of shear wall and be respectively provided with
Frame columns, that is, frame columns are set in the left side of wall 1 16, are also provided with frame columns on the right side of wall 1 15, as shown in Figure 2；Example
Such as, wall 1 extends straight up, then frame columns are also arranged straight up in wall 1.And frame columns are goed deep into 1 bottom of wall
In the basis 2 in portion, the stability between wall 1 and basis 2 can be enhanced, improve the shock resistance of wall 1.Certainly, it can also incite somebody to action
Frame columns are goed deep into upper floor, and the stability between wall 1 and upper floor is further enhanced.
It is respectively provided with high-strength vertical muscle 13 in four vertex of frame columns, and four high-strength vertical muscle 13 are along the extension of wall 1
Direction arrangement, for example, reinforcing bar of the high-strength vertical muscle 13 using HRB500 or HRB600 grades, diameter is 12mm~14mm.And on side
Setting at least four weak bonding superelevation indulge by force muscle 11 in frame column, and weak bonding superelevation indulges by force muscle 11 along the extending direction of wall 1
Arrangement, for example, weak bonding superelevation, which indulges by force muscle 11, uses the reinforcing bar that intensity is 6mm~12mm for 1280Mpa, diameter.
And two weak bonding super-high strength steel muscle concealed bracings 12 are set in the region between two frame columns of wall 1,
Then the two weak intersection of bonding super-high strength steel muscle concealed bracings 12 ground are arranged in the region between two frame columns；For example, two weak
Bonding the intersection of super-high strength steel muscle concealed bracings 12 is in " X " type, as depicted in figs. 1 and 2；Alternatively, two weak bonding super-high strength steel muscle are dark
12 intersection of support is in inverted " V " type, as shown in Figure 7；The crosspoint of i.e. two weak bonding super-high strength steel muscle concealed bracings 12 is located at wall 1
Top.For example, the reinforcing bar in weak bonding super-high strength steel muscle concealed bracings 12 uses intensity for 1280Mpa, diameter is 6mm~12mm
Reinforcing bar, HRB600 grades of reinforcing bars, diameter 6mm can be used in the stirrup of binding.And by weak bonding super-high strength steel muscle concealed bracings 12
Deeply in basis 2, and anchored with anchorage.
Since vertical muscle 11 and the bonding of wall 1 are weaker by force for weak bonding superelevation, for example, wall 1 is concrete, then at the beginning of load-bearing
Phase weak bonding superelevation indulges by force muscle 11 and can separate and work independently with concrete.On the one hand after high-strength vertical muscle 13 is surrendered, weak bonding
Superelevation, which indulges by force muscle 11, still may remain in elastic range, the rigidity after can significantly improving shear wall surrender；On the other hand by
The presence of muscle 11 is indulged by force in weak bonding superelevation, can effectively reduce the yield deformation of high-strength vertical muscle 13, it is rigid to reduce shear wall anti-side
The rate of decay of degree, the whole residual deformation after reducing shake, so as to make restorability after the preferable shake of shear wall acquisition.With
And due to configuring weak bonding super-high strength steel muscle concealed bracings 12 in wall 1, it on the one hand can delay 1 Diagonal crack of wall
Occur, and then improves the restorability of wall 1 itself；On the other hand can also coordinate with the restorative phase of height of frame columns, the two
It cooperates, the residual deformation of shear wall can be further decreased, improve the restorability of shear wall entirety.And the shear wall construction
Simple process can be widely applied to quake evaluation construction applications, have a good application prospect and economic benefit.
Shear wall internal structure is only gived in this embodiment builds step, other steps can refer to existing shear wall
Making step.
Certainly, more than two weak bonding super-high strength steel muscle concealed bracings can be also set in the region between two frame columns
12, arrangement can be referring to the arrangement of above-mentioned weak bonding super-high strength steel muscle concealed bracings 12.
In addition, may also include before the step 1 of the shearing wall preparation method：Reinforcing bar in binding basis 2；May be used also in step 1
Including steel pipe 21 is inserted in the second steel reinforcement cage；And it may also include after step 4：It is tied up in the front side of wall and rear side
Prick wall distributing reinforcement 14, that is, wall distributing reinforcement and frame columns constitute a solid space, and weak bonding super-high strength steel muscle concealed bracings
12 are located in the solid space；Template is set up to basis 2, pours basic 2 concrete, house plane is pressed into the upper surface on basis 2
Size carries out destroying measuring line, and levelling basic 2 upper surface；Template is set up by the size of high-strength concrete wall 1, first pours steel
High-strength concrete in pipe 21, then pour that steel pipe 21 is outer and wall 1 in high-strength concrete, pay attention to vibration compacting when pouring, and
Steel fibre can be mixed while pouring high-strength concrete in wall 1；It, should be by it when high-strength concrete wall 1 is poured into predetermined absolute altitude
Surface is levelling；Demoulding conserves to form high restorative shear wall.
In the shearing wall preparation method, frame columns and high-strength steel containing restraint and high-strength concrete and high intensity are mixed
The advantages of coagulating native Proper Match, can giving full play to high-strength steel and high-strength concrete, improves the brittleness of high-strength concrete, mentions
The anti-seismic performance of high-rise shear wall；Frame columns and weak bonding super-high strength steel muscle concealed bracings 12 are used cooperatively simultaneously, can be significant
The post-yield stiffness of shear wall is improved, reduces residual deformation, effectively improves restorability after the shake of shear wall, there is good warp
Ji benefit.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all in essence of the invention
Within mind and principle, any modification, equivalent replacement, improvement and so on be should all be included in the protection scope of the present invention.
Claims (10)
1. a kind of shear wall, which is characterized in that including：Four high-strength vertical muscle, at least four weak bonding superelevation indulge by force muscle, at least two
A weak bonding super-high strength steel muscle concealed bracings, and the frame columns of the left and right sides of wall are set；
The frame columns are along the basis that the extending direction of the wall is deeply located at the wall bottom；
Four high-strength vertical muscle are separately positioned on four vertex of the frame columns, and four high-strength vertical muscle are described in
The extending direction arrangement of wall constitutes the first steel reinforcement cage；
At least four weak bonding superelevation are indulged by force muscle and are arranged in the frame columns, and at least four weak bonding superelevation are indulged by force
Muscle constitutes the second steel reinforcement cage along the extending direction arrangement of the wall；And second steel reinforcement cage is embedded in first steel reinforcement cage
It is interior；
At least two weak bonding super-high strength steel muscle concealed bracings intersections are arranged in the region between two frame columns, and
The weak bonding super-high strength steel muscle concealed bracings go deep into the basis.
2. shear wall according to claim 1, which is characterized in that second steel reinforcement cage further includes four along the wall
Extending direction arrangement high-strength vertical muscle, the high-strength vertical muscle and the weak bonding superelevation vertical muscle arranged for interval by force.
3. shear wall according to claim 1, which is characterized in that the frame columns include multiple first polygons and multiple
Second polygon；
First polygon is made of four first stirrups, and the both ends of each first stirrup are respectively and described in adjacent two
High-strength vertical muscle is connected；
Second polygon is made of at least four second stirrups, and described in the both ends and adjacent two of each second stirrup
Weak bonding superelevation indulges by force muscle and is connected；
Second polygon is in first polygon, each second stirrup and the adjacent two first stirrup phase
Even；And first polygon and second polygon are along the extending direction equidistant placement of the wall.
4. shear wall according to claim 1, which is characterized in that be equipped in second steel reinforcement cage along the wall
The steel pipe of extending direction arrangement, the steel pipe are inserted into basis.
5. shear wall according to claim 1, which is characterized in that the material of the wall is high-strength concrete.
6. shear wall according to claim 5, which is characterized in that be equipped with wall distributing reinforcement in the wall；The wall
Body distributing reinforcement includes multiple genesis analysis muscle and multiple cross direction profiles muscle；
The cross direction profiles muscle arranges along the extending direction perpendicular to the wall, and the end of the cross direction profiles muscle with it is described
High-strength vertical muscle is connected；The genesis analysis muscle gos deep into the basis along the extending direction of the wall；
The genesis analysis muscle and the cross direction profiles muscle arranged crosswise are in network, and the network is arranged in institute
State front side and the rear side of wall；The front side of the wall is opposite to rear side.
7. shear wall according to claim 1-6, which is characterized in that the weak bonding super-high strength steel muscle concealed bracings
Quantity be two, and two weak bonding super-high strength steel muscle concealed bracings intersections are in " X " type or inverted " V " type.
8. shear wall according to claim 7, which is characterized in that between two weak bonding super-high strength steel muscle concealed bracings
Angle be 45-60 °.
9. shear wall according to claim 1-6, which is characterized in that the weak bonding super-high strength steel muscle concealed bracings
Quantity be three, and three weak bonding super-high strength steel muscle concealed bracings be sequentially connected be in " N " type.
10. a kind of shearing wall preparation method, which is characterized in that including：
Step 1, frame columns are respectively provided on the basis of wall bottom, positioned at the position of the left and right sides of the wall, and in institute
High-strength vertical muscle is respectively set in four vertex for stating frame columns, and the high-strength vertical muscle is deeply described along the extending direction of the wall
In basis；
Step 2, at least four weak bonding superelevation are set in the frame columns and indulge muscle by force, the weak bonding superelevation indulges by force muscle along institute
The extending direction for stating wall gos deep into the basis；
Step 3, four high-strength vertical muscle are bound to form the first steel reinforcement cage, and will at least four weak bonding superelevation it is strong
Vertical muscle binds to form the second steel reinforcement cage；And second steel reinforcement cage is in first steel reinforcement cage；
Step 4, at least two weak bonding super-high strength steel muscle concealed bracings are set in the region between two frame columns, it is described
Weak bonding super-high strength steel muscle concealed bracings intersection setting；And the weak bonding super-high strength steel muscle concealed bracings are goed deep into the basis.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810426115.5A CN108824675A (en) | 2018-05-07 | 2018-05-07 | A kind of shear wall and preparation method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810426115.5A CN108824675A (en) | 2018-05-07 | 2018-05-07 | A kind of shear wall and preparation method thereof |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN108824675A true CN108824675A (en) | 2018-11-16 |
Family
ID=64147597
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810426115.5A Pending CN108824675A (en) | 2018-05-07 | 2018-05-07 | A kind of shear wall and preparation method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108824675A (en) |
Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2775170Y (en) * | 2005-03-07 | 2006-04-26 | 北京工业大学 | Built-in lattice type steel bar hidden support shear wall |
| CN2816171Y (en) * | 2004-12-17 | 2006-09-13 | 北京工业大学 | Built-in section steel bar concrete composite concealed supprting shear wall |
| CN202706255U (en) * | 2012-04-27 | 2013-01-30 | 清华大学 | Non-binder concealed support reinforced concrete frame shear wall |
| CN103711233A (en) * | 2013-12-30 | 2014-04-09 | 北京工业大学 | Reinforced concrete-filled steel tube frame steel plate composite shear wall with built-in concealed bracings and manufacturing method |
| CN103741840A (en) * | 2014-01-14 | 2014-04-23 | 北京工业大学 | Bottom-reinforced concrete-filled steel tube frame double-steel-plate combined shear wall with built-in support |
| CN103924737A (en) * | 2014-04-12 | 2014-07-16 | 北京工业大学 | Reinforced concrete columns with unbonded end parts and unequal strength |
| WO2017185942A1 (en) * | 2016-04-29 | 2017-11-02 | 东南大学 | Steel-fiber composite material concrete combined column, and post-earthquake repair method thereof |
| CN107859208A (en) * | 2017-09-19 | 2018-03-30 | 北京工业大学 | It is a kind of to damage controllable high strength concrete shear wall and preparation method thereof |
| CN107989231A (en) * | 2018-01-12 | 2018-05-04 | 新疆大学 | A kind of Prefabricated concrete-filled steel tube frame-shear wall and its construction method |
| CN208363359U (en) * | 2018-05-07 | 2019-01-11 | 北京工业大学 | A kind of shear wall |
-
2018
- 2018-05-07 CN CN201810426115.5A patent/CN108824675A/en active Pending
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2816171Y (en) * | 2004-12-17 | 2006-09-13 | 北京工业大学 | Built-in section steel bar concrete composite concealed supprting shear wall |
| CN2775170Y (en) * | 2005-03-07 | 2006-04-26 | 北京工业大学 | Built-in lattice type steel bar hidden support shear wall |
| CN202706255U (en) * | 2012-04-27 | 2013-01-30 | 清华大学 | Non-binder concealed support reinforced concrete frame shear wall |
| CN103711233A (en) * | 2013-12-30 | 2014-04-09 | 北京工业大学 | Reinforced concrete-filled steel tube frame steel plate composite shear wall with built-in concealed bracings and manufacturing method |
| CN103741840A (en) * | 2014-01-14 | 2014-04-23 | 北京工业大学 | Bottom-reinforced concrete-filled steel tube frame double-steel-plate combined shear wall with built-in support |
| CN103924737A (en) * | 2014-04-12 | 2014-07-16 | 北京工业大学 | Reinforced concrete columns with unbonded end parts and unequal strength |
| WO2017185942A1 (en) * | 2016-04-29 | 2017-11-02 | 东南大学 | Steel-fiber composite material concrete combined column, and post-earthquake repair method thereof |
| CN107859208A (en) * | 2017-09-19 | 2018-03-30 | 北京工业大学 | It is a kind of to damage controllable high strength concrete shear wall and preparation method thereof |
| CN107989231A (en) * | 2018-01-12 | 2018-05-04 | 新疆大学 | A kind of Prefabricated concrete-filled steel tube frame-shear wall and its construction method |
| CN208363359U (en) * | 2018-05-07 | 2019-01-11 | 北京工业大学 | A kind of shear wall |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103469939B (en) | Masonry infilled wall and main body flexible connection anti-seismic structure and construction method thereof | |
| CN105256892B (en) | A kind of frame beam column for strengthening shear-carrying capacity and preparation method thereof | |
| CN104674649B (en) | Earthquake damage control system for thin-wall hollow pier | |
| CN108797791B (en) | A kind of assembly method of upper and lower self-heat conserving external wall and floor | |
| CN108678227A (en) | A kind of the band diagonal brace steel pipe concrete frame shear wall and the practice of built-in prestressed steel bar | |
| CN208363359U (en) | A kind of shear wall | |
| CN110130534A (en) | A kind of novel energy-consumption precast shear wall and its processing installation method | |
| CN104775544B (en) | A kind of arrangement of reinforcement grout building block is combined coupling beam energy dissipation type coupled wall and preparation method | |
| CN205822823U (en) | A kind of Hollow Block Masonry Structure Anti-seismic ruggedized construction | |
| CN208379837U (en) | A kind of band diagonal brace steel pipe concrete frame shear wall of built-in prestressed steel bar | |
| CN108824675A (en) | A kind of shear wall and preparation method thereof | |
| CN216076471U (en) | Reinforced filling wall structure | |
| KR101212877B1 (en) | Reinforcement of polygon truss type and seismic resistance methods using thereof | |
| CN107859354A (en) | A kind of Self-resetting frame-shear-wall structure and construction method for reinforcing existing framework | |
| JP5676800B1 (en) | Method of introducing PS into constructed building later and its building | |
| CN209083031U (en) | A kind of ruggedized construction of masonry structure load bearing wall | |
| CN103184765B (en) | A kind of prestressing force confined concrete structure and preparation method thereof | |
| CN209227835U (en) | A kind of recoverable steel pipe concrete frame compound shear wall | |
| KR101452188B1 (en) | Reinforced earth retaining wall comprising all-in-one type facing blocks for edge angle or curve area and construction method of the same | |
| KR101193074B1 (en) | Method of strengthening foundation where above main structure is reinforced with external load bearing precast concrete wall panel | |
| JP3759995B2 (en) | Concrete structure | |
| CN213014662U (en) | Waterproof steel structure for reinforcing foundation | |
| CN107859355A (en) | Increasing section reinforces the Self-resetting concrete frame and its implementation of existing post | |
| CN213233790U (en) | Anti-seismic node connecting structure for anchoring constructional column at lateral face of beam through steel bars | |
| CN211499323U (en) | Landscape wall structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |