CN107023098A - Framed short-leg shear wall construction method - Google Patents
Framed short-leg shear wall construction method Download PDFInfo
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- CN107023098A CN107023098A CN201710222238.2A CN201710222238A CN107023098A CN 107023098 A CN107023098 A CN 107023098A CN 201710222238 A CN201710222238 A CN 201710222238A CN 107023098 A CN107023098 A CN 107023098A
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- 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
- E04B2/84—Walls made by casting, pouring, or tamping in situ
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
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Abstract
The present patent application belongs to shear wall construction technical field, specifically discloses a kind of framed short-leg shear wall construction method, comprises the following steps：A, frame-supported short-leg shear wall struucture and size design；B, to framed short-leg shear wall carry out arrangement of reinforcement；C, cast framed short-leg shear wall；Framed short-leg shear wall has foundation beam, conversion beam and transfer beam including horizontal successively from top to bottom, and shear wall with short piers is provided between conversion beam and transfer beam；Centre position between foundation beam and conversion beam is provided with batter post；Batter post includes left batter post and right batter post, and angle of inclined column is 46 54 °, and left batter post and right batter post are set in "eight" shape；Two side positions between foundation beam and transfer beam are provided with frame-supporting column；The distance between foundation beam and conversion beam are 3500 4000mm.Compared with prior art, this construction method can make framed short-leg shear wall in use ductility preferably, effectively prevent from being extended destruction at node.
Description
Technical field
The invention belongs to shear wall construction technical field, a kind of framed short-leg shear wall construction method is specifically disclosed.
Background technology
High-rise is increasing instantly, and skyscraper has developed into build complication, the synthesis of functional diversities
Property form building so that the complicated diversified situation of high-rise formation structure type.Function is used according to building
Demand, some skyscrapers are needed to arrange office room, hotel room, house etc. in upper floor, and lower floor is set
Recreational facilities, food and drink room, shopping mall market etc., this requires to set a kind of transformational structure in the middle part of building,
The shear wall of the small standard width of a room in an old-style house post net of upper floor or frame structure succession can be arrived to the framework of the large bay post net of lower floor
In structure, this transformational structure, which is built in building, is formed conversion layer.
In terms of structural point, the transition form that conversion layer can be realized has following three：1st, upper and lower layer axis, post net
Change；2nd, the upper and lower structure type is changed, and the shear wall structure on top such as is converted into lower frame construction；3rd, turn simultaneously
Change structure axis arrangement and structure type.But in Practical Project, the vertical member size of frame structure makes greatly very much building
Aesthetic measure is greatly affected, common shear wall structure considered critical and the use space for being separated by building, and these are not enough
Requirements at the higher level of the people to space can not all be met.And frame-supported short-leg shear wall struucture can overcome frame structure and common
These deficiencies that shear wall structure is present；It uses thin-walled rod structure in upper floor, is ensureing that rigidity and bearing capacity are full
In the case that foot is required, the structure type of shear wall with short piers is designed into z-shape, L-type, T-shaped, yi word pattern, I-shaped and cross
Easy Deng, flexible arrangement, the aesthetic measure of space is greatly improved.Furthermore, its rigidity of structure is than full shear wall structure
It is much smaller, therefore be widely used in Architectural Structure Design.
The short-shear wall structure on top is transformed into the frame structure of bottom by framed short-leg shear wall, and top manomelia is cut
Power wall only has Core Walls Structure landing, so as to form larger space in bottom.Specifically there is feature following aspects：1st, manomelia is sheared
Wall is shorter due to wall limb, more in architectural plane, and a part of shear wall is connected with frame-supporting column, is referred to as " frame branch ", also one
Divide and separated with frame-supporting column, supported by conversion beam, is referred to as " beam lift ", this make it that conversion beam design is complicated.This is not one yet simultaneously
The force way planted, in engineering should without or few use.2nd, the conversion beam of framed short-leg shear wall is usually deep beam；Together
When, because the quantity of shear wall with short piers is more, it will usually shear wall with short piers occur and be supported on secondary beam, then passed by secondary beam to girder
Situation about passing, stress system is extremely complex.3rd, general Discontinuous Shear Walls Supported on Frames, the rigidity up and down of conversion layer is easily produced
Mutation, easily forms weak link under seismic loading.The wall limb of framed short-leg shear wall is shorter, is differed with frame-supporting column section
Less, the rigidity catastrophe of structure can largely be improved.But according to experiment, current framed short-leg shear wall
There is ductility poor, destruction than it is more serious the problem of；It is particularly the most serious in conversion beam destruction of a node.
The content of the invention
The purpose of the present invention is providing a kind of framed short-leg shear wall construction method, is sheared with solving existing frame branch manomelia
Ductility is poor in use for wall, at node the problem of badly broken.
In order to achieve the above object, base case of the invention is：Framed short-leg shear wall construction method, including following step
Suddenly：A, frame-supported short-leg shear wall struucture and size design；B, to framed short-leg shear wall carry out arrangement of reinforcement；C, cast frame branch manomelia
Shear wall；The framed short-leg shear wall include it is horizontal successively from top to bottom have foundation beam, conversion beam and a transfer beam, conversion beam and
Shear wall with short piers is provided between transfer beam, the shear wall with short piers includes left wall limb, middle wall limb, right wall limb；Foundation beam and turn
The centre position changed between beam is provided with batter post；Batter post includes left batter post and right batter post, and angle of inclined column is 46-54 °, left batter post and the right side
Batter post is set in "eight" shape, and the lower end of middle wall limb is corresponding with the upper end position of left batter post, right batter post on conversion beam；Foundation beam
Two side positions between transfer beam are provided with frame-supporting column, and the frame-supporting column includes left post, right post；The foundation beam and conversion beam it
Between distance be 3500-4000mm；After the completion of step b carries out arrangement of reinforcement to framed short-leg shear wall, to batter post and conversion beam phase
The reinforcement detailing in region is handed over to strengthen to 1.5-2 times, stirrup density is strengthened to 1.5-2.5 times herein.
The beneficial effect of this base case is：Understood according to experiment, the framed short-leg shear wall of this construction method manufacture,
The xial feed of middle wall limb is being acted on substantially all by the incoming bottom frame-supporting column of batter post, conversion beam and bean column node are born
To significantly reducing, the sectional dimension of conversion beam also accordingly reduces.Under vertical load and horizontal loading collective effect, beam
Very little is destroyed at Column border node, plastic hinge does not occur, illustrates, using such a transformational structure, bean column node can be effectively protected.
Batter post is after the span centre of conversion beam is intersecting, and its shearing effect drops in the vertical load that the middle shear wall of direct support is handed down
It is low, improve the ductility of middle shear wall well, and angle of inclined column, when being between 46-54 °, ductility is preferable.Batter post with
Conversion beam intersecting area is axle power and shears coefficient complicated applied force region, reinforcement detailing will strengthen herein to 1.5-2 times,
Stirrup density is strengthened to after 1.5-2.5 times herein, effectively prevent destroyed and failure the situation of node.Deformability and dissipation
The ability of seismic energy is stronger, the requirement of the extension sexual satisfaction earthquake resistant code of framed short-leg shear wall.Compared with prior art, originally
Construction method can make framed short-leg shear wall, and ductility preferably, effectively prevents from being extended destruction at node in use.
Preferred scheme one：Based on scheme it is preferred, the angle of inclined column be 47.7 °.Batter post angle is obtained according to experiment
Spend for 47.7 ° when, the ductility of framed short-leg shear wall is greatly improved, and its ductility is optimal.
Preferred scheme two：Based on scheme it is preferred, the left wall limb, middle wall limb, right wall limb are vertical from left to right
In conversion beam and transfer beam.So that vertical load suffered in transfer beam is sent on conversion beam by effective decomposition.
Preferred scheme three：Based on scheme it is preferred, step b to framed short-leg shear wall carry out arrangement of reinforcement after the completion of,
The reinforcement detailing of batter post and conversion beam intersecting area is strengthened to 1.5 times, stirrup density is strengthened to 2 times herein.Can according to experiment
, strengthen in reinforcement detailing to 1.5 times, stirrup density is strengthened to 2 times；It can effectively protect batter post with conversion beam intersection not by broken
It is bad.
Preferred scheme four：Based on scheme it is preferred, the distance between the foundation beam and conversion beam are 3750mm.Root
Factually testing to obtain, and the distance between foundation beam and conversion beam are 3750mm, are optimum distance.
Brief description of the drawings
Fig. 1 is the structural representation of framed short-leg shear wall of the present invention；
Fig. 2 is the structural representation of framed short-leg shear wall loading device of the present invention；
Fig. 3 is the schematic diagram of the conversion beam-ends P- △ hysteresis loops of test specimen 2 in the present invention；
Fig. 4 is the schematic diagram of the conversion beam-ends P- △ hysteresis loops of test specimen 1 in the present invention；
Fig. 5 is the schematic diagram of 1 position surrender order of test specimen in the present invention；
Fig. 6 is the schematic diagram of 2 positions surrender order of test specimen in the present invention.
Embodiment
Below by embodiment, the present invention is further detailed explanation：
Reference in Figure of description includes：Foundation beam 10, conversion beam 20, transfer beam 30, left wall limb 41, middle walls
Limb 42, right wall limb 43, left batter post 51, right batter post 52, left post 61, right post 62, value device 70.
Embodiment 1
Framed short-leg shear wall construction method, comprises the following steps：
A, frame-supported short-leg shear wall struucture and size design
According to the structural system of engineering, the structure of framed short-leg shear wall is determined；Framed short-leg shear wall, as shown in figure 1,
There are foundation beam 10, conversion beam 20 and transfer beam 30 including horizontal successively from top to bottom, it is vertical between conversion beam 20 and transfer beam 30
Provided with shear wall with short piers, shear wall with short piers includes left wall limb 41, middle wall limb 42, right wall limb 43；Foundation beam 10 and transfer beam 30
Between be provided with frame-supporting column, frame-supporting column include left post 61, right post 62；Batter post is provided between foundation beam 10 and conversion beam 20；Tiltedly
Post includes left batter post 51 and right batter post 52, and angle of inclined column is 47.7 °, and left batter post 51 and right batter post 52 are set in "eight" shape, left
Batter post 51 and the upper end of right batter post 52 are drawn close；Left batter post 51 and left post 61 lower end is drawn close, and right batter post 52 and right post 62 lower end is drawn close；Turn
The lower end for changing wall limb 42 in the middle of on beam 20 is corresponding with left batter post 51, the upper end position of right batter post 52.
According to the anti-earthquake intensity of antidetonation and the site category of the design parameter of the structural class, load, structure of engineering, and building
Calculate the physical dimension for determining framed short-leg shear wall；
B, framed short-leg shear wall arrangement of reinforcement are calculated
According to the frame-supported short-leg shear wall struucture size calculated, ANSYS softwares are used to above-mentioned framed short-leg shear wall
In three dimensional elasticity solid element be modeled, simulate framed short-leg shear wall actual loading situation；To framed short-leg shear wall
Model do finite element analysis, obtain the distribution map of framed short-leg shear wall model level stress, vertical stress and shear stress；
Path is divided according to the section of foundation beam 10, transfer beam 30, shear wall with short piers, frame-supporting column, batter post, conversion beam 20,
Path is defined, the shear stress on each path and direct stress distribution are obtained after being analyzed by ANSYS；
Carried out again after path integral calculating by calculating obtained stress value to ANSYS, can obtain foundation beam 10, transfer beam
30th, shear wall with short piers, frame-supporting column, batter post, the internal force in the section of conversion beam 20；
According to foundation beam 10, transfer beam 30, shear wall with short piers, frame-supporting column, batter post, the internal force in the section of conversion beam 20, construction,
The ratio of reinforcement, Aseismic Design grade, rate containing hoop, the ratio of reinforcement, respectively to foundation beam 10, transfer beam 30, shear wall with short piers, frame-supporting column,
Batter post, conversion beam 20 carry out arrangement of reinforcement；
The reinforcement detailing of batter post and the intersecting area of conversion beam 20 is strengthened to 1.5 times, stirrup density is strengthened to 2 times herein.
C, cast framed short-leg shear wall
Template is manufactured according to the physical dimension of framed short-leg shear wall, the debris of template surface cleaned out, in template
With the contact surface brushing interleaving agent of concrete；
Arrangement of reinforcement demand in step b, reinforcing bar and coagulation needed for being made ready beforehand for framed short-leg shear wall at the construction field (site)
Soil, all reinforcing bars are built according to engineering drawing；
Model sheetinstallat, sets up support → installation big carinula → adjustment plate hypodermis absolute altitude and arch camber → laying template die plate in length and breadth
→ check template epithelium absolute altitude, flatness；
The concrete made is cast in template, pouring to stand after being poured in makes concrete voluntarily solidify；
Form removable, is sequentially the template for first tearing not load-bearing open, after tear the template of supporting part open；During form removal from top to bottom
Carry out, support first tears the support of lateral support open, after tear the support of vertical supporting open.
Embodiment 2
The present embodiment is differed only in embodiment 1, and the angle of the batter post is 54 °.
According to this construction method, manufacture framed short-leg shear wall test specimen is analyzed.Setting total building height of engineering is
93m, 26 layers of ground above section, the 5th layer is conversion layer, and the floor height of conversion layer is 4.5m；The seismic fortification intensity of the engineering is 6
Degree, site category is two classes.Respectively according to embodiment 1, the framed short-leg shear wall construction method of embodiment 2 correspondence manufacture frame branch
The test specimen of shear wall with short piers, test specimen according to 1/3 ratio reduced scale obtained by, embodiment 1, embodiment 2 correspondence test specimen 1, test specimen 2.
As shown in Fig. 2 simulating framed short-leg shear wall stressing conditions to test specimen 1, the outer installation loading device of test specimen 2 respectively
Test specimen 1, test specimen 2 are further applied load respectively, specific experiment process is as follows.
1st, 1 Δ y cyclic processes
Apply vertical load
The experiment same day measures the intensity of three concrete test blocks, according to average value calculate needed for application vertical load value.
Before vertical load is applied, the ratio of X-Y function recording instruments is adjusted, it is ensured that dynamic resistance strain instrument and hand-held universal meter
Reading it is identical.Various instrument, the working condition of instrument used in close inspection experiment, it is ensured that can normally work.
Then first time balance, gathered data are carried out to data acquisition device.Next point three phases apply vertical load to calculating institute
The axle power value needed, then keeps vertical load constant.Each loading is finished, and is paused 30 seconds, gathered data and observes test specimen respectively
The appearance situation in crack.When the application of the first two load stage is finished, there is not crack in test specimen.When having applied whole vertical loads
When, there is the first crack in conversion beam span centre position to the left, and crack is very tiny and development very short.
Application level pushes away load first circulation
Level push away load it is little when, the sign that the crack produced by vertical load is not significantly extended or broadened.
When level, which pushes away load, reaches 5t, there is new crack at conversion beam span centre position to the right, length is about 50mm.When level pushes away load
When reaching 10t, the crack produced by vertical load has extended, and development length is about 70mm；When level pushes away load to 20t,
The crack is continued to have extended about 60mm length.When level, which pushes away load, reaches 30t, the conversion beam section in middle wall limb lower-left face goes out
Show a crack up developed from bottom surface, crack is very long, about 200mm；Now, the conversion beam in right-hand member shear wall lower-left face is cut
Face, the crack for an about 45 degree of angle upwardly extended from bottom surface also occur, the crack is about 90mm；Simultaneously on conversion beam with right wall
Limb left end intersects section and a vertical fracture up extended from bottom occurs, and length is about 130mm.Reached when level pushes away load
During 35t, there is the diagonal crack that an incline direction is probably 30 ° in the upper left corner of right wall limb, and length is approximately 90mm.When level pushes away lotus
When load reaches 45t, right batter post starts the vertical fracture for many bar insertions occur；Start to occur below right side position on conversion beam
Many cracks, these cracks are developed from top to bottom, angle of inclination very little；There are several cracks in the diagonal position of right wall limb,
Quickly, development length is longer for these crack developings.When level pushes away load to 52t, there is an inclination angle in the left wall limb lower right corner
The diagonal crack of about 60 degree of degree；There are two longer cracks in middle wall limb diagonal position, and two diagonal cracks have in middle part
Overlapping, two diagonal cracks almost wall limb in the middle of insertion of certain length；Respectively there are several at middle wall limb left upper and the lower right corner
Inclined crack；The through crack of right batter post continues to occur.When level, which pushes away load, reaches 55t, left side shear wall on conversion beam
There are two diagonal cracks developed from top to bottom in bottom right position, has extended at the intermediate cross-section of conversion beam；The right side of conversion beam
There is the diagonal crack that many bars develop from top to bottom in half position, each extends at the intermediate cross-section of conversion beam.Level pushes away load and reached
During to 55t, structure forward direction surrender.During forward direction surrender, conversion beam two ends and middle fractue spacing are more, the crack of right batter post
Substantially equally spaced distribution.
Application level draws load first circulation
After conversion beam forward direction surrender, then point three step off-loads apply reverse level and draw load to zero.When level draws load
When being applied to 10t, there is a vertical crack, the intermediate cross-section of crack progressing to conversion beam in center-right position on conversion beam
Position.When applying level drawing load to 20t, there are several and sent out from top to bottom in the right wall limb left end lower position on conversion beam
The crack of exhibition；There is the diagonal crack at 45 ° of inclination angle, fracture length about 40mm in the lower left corner of right wall limb.When level draws load to apply
When being added to 30t, there is a vertical fracture, length about 90mm in the center-right position of conversion beam.When level draws load to be applied to
During 40t, there is the vertical fracture of several insertions in left batter post；Middle shear wall has developed several inclined cracks from the bottom up, with
Push away the crack diagonal cross formed during load；There are several inclined cracks in right wall limb bottom；The upper right wall limb lower left quarter of conversion beam
There is a diagonal crack developed from top to bottom in position, conversion beam intermediate cross-section down position is extended to, with pushing away what is formed during load
Crack diagonal cross.When level draws load to be applied to 45.5t, the diagonal position in the upper left corner to the lower right corner of left wall limb occurs
One inclined crack, crack is very long, but does not extend through shear wall；At the same time, there are two long narrow tables in left wall limb upper right corner position
The crack parallel with the crack；Left batter post continues the vertical fracture for several insertions occur.Level draws load to be applied to 45.5t
When, structure reverse yielding.
Application level pushes away load second circulation
Conversion beam, batter post, the crack on shear wall with short piers have simply slightly extended on the basis of original, new crack base
This is not produced.
Application level draws load second circulation
This process does not occur having several cracks to have in original basis less on new crack, conversion beam and short-limb wall substantially
Perhaps extend.
2nd, 2 Δ y cyclic processes
Application level pushes away load first circulation
During this, occurs a longer diagonal crack at the conversion beam below right hole, the crack angle of inclination is big
Generally into 30 degree, extend upwardly from the bottom portion, almost insertion conversion beam whole cross section.
Application level draws load first circulation
There is a shorter diagonal crack in right wall limb medium position, and length is about 40mm.The right wall limb upper right corner occurs two
The crack of nearly vertical trend.There are several diagonal cracks in middle wall limb, and these cracks are along the wall limb lower right corner to the diagonal of the upper left corner
Line is moved towards.Left wall limb also occurs in that several diagonal cracks moved towards along the lower right corner toward the diagonal in the upper left corner.
Application level pushes away load second circulation
There is not new crack in this process.A small amount of several cracks have part extension in original degree.
Application level draws load second circulation
Middle wall limb upper right corner position concrete starts peeling, slag-off phenomenon occur.
3rd, 3 Δ y cyclic processes
Application level pushes away load first circulation
There is an inclined crack, length about 100mm in right wall limb top.Occurs one below right hole in the middle part of conversion beam
The dipping fracture of 30 ° of trends.
Application level draws load first circulation
There is the crack of several nearly horizontal trends in the bottom of conversion beam spaning middle section.Right wall limb occurs two from the lower right corner
The crack diagonally developed upwards.
Application level pushes away load second circulation
The right uppermost through crack of batter post broadens suddenly, and width is about 2mm.The right batter post left side and conversion beam intersection,
There is a small amount of concrete scaling.
Application level draws load second circulation
Below right hole in the middle part of conversion beam at section, there is the dipping fracture of several 45 ° trends.
4th, 4 Δ y cyclic processes
Application level pushes away load first circulation
The crack in the right wall limb upper left corner broadens suddenly, and a most wide diagonal crack reaches 5mm.Right batter post upper end concrete is held
Continuous to peel off, neighbouring crack broadens in succession.There is concrete peeling, slag-off phenomenon in middle wall limb top YouVXing regions.
Application level draws load first circulation
Concrete starts to peel off at the middle wall limb upper right corner.Right batter post upper end slag-off phenomenon continues, and crack further broadens,
It is most wide to there are about 7mm.Conversion beam span centre bottom crack broadens.
Application level pushes away load second circulation
There is dew muscle phenomenon in right batter post upper end.Middle shear wall top peeling, slag-off phenomenon are lasting.
Application level draws load second circulation
Muscle lateral deflection is indulged in right batter post upper end, and concrete is largely peeled off.With the concrete of two batter post intersection areas on conversion beam
It is a large amount of to peel off, there is dew muscle phenomenon.
5th, 5 Δ y cyclic processes
Application level pushes away load first circulation
Right batter post upper end and conversion beam span centre bottom concrete continue to peel off.Left batter post upper end concrete is also largely peeled off,
There is dew muscle phenomenon.
Application level draws load first circulation
Continue slag-off phenomenon occur in middle shear wall top.Right batter post upper end concrete is out of touch with conversion beam, right
The pressure shared on batter post is undertaken by vertical muscle completely.Because right batter post concrete total cross-section crushing, causes load to decline, from P- △
From the point of view of hysteresis loop, peak load has dropped to 25% or so, and test specimen is finally destroyed.
According in above-mentioned experimentation, measuring respectively test specimen 1 and test specimen 2 and record load, displacement, strain, hysteresis it is bent
Line, manual observation, describes and records the generation in test specimen crack, development；To Experiment Data Records and researched and analysed as
Under：
1st, conversion beam test result analysis
Conversion beam strain is analyzed, and compares test specimen 1 and test specimen 2, one section between batter post and corresponding one side frame-supporting column
Conversion beam, test specimen 1 is bigger than the strain that test specimen 2 indulges muscle；And one section of conversion beam at span centre position, test specimen 1 is than the strain of test specimen 2
It is small.Reason is the change of angle of inclined column, changes the span of each position conversion beam, so that strain changes therewith.
Beam stirrup strain analysis is changed, the stirrup strain progress to test specimen 1 and the conversion beam of test specimen 2 is analyzed and researched and can obtained,
In forward and reverse cyclic process, the stirrup of the conversion beam of test specimen 2 and test specimen 1 all occurs in that tension is surrendered, and forward and reverse yield point
All in span centre position, there is diagonal crack intersection region in span centre.So as to the shearing resistance of, two test specimens strengthen position all conversion beam across
In；Two test specimens, in two ends stirrup strain all very littles of beam, are due to the principle that conversion beam cooperates with short-limb wall.
2nd, shear wall with short piers test result analysis
The middle vertical distributing reinforcement strain analysis of shear wall with short piers, from the point of view of experimental phenomena, middle shear wall diagonally portion
Position has been covered with intersection diagonal crack, and wall limb top is cut compressive concrete and is gradually crushed, wall limb right-hand member reinforcing bar lateral deflection.But centre is cut
Power wall does not lose bearing capacity, and test specimen 2 is relative to test specimen 1, and ductility is greatly improved.From the point of view of analysis, due to two oblique
Post is intersecting in conversion beam span centre, and two batter posts of intersection have shared the axial compressive force on middle shear wall, makes the perpendicular of middle shear wall
Reduce to shear stress, so that ductility is improved.
Row of horizontal distributing reinforcement should under middle shear wall with short piers horizontal distribution muscle strain analysis, the middle shear wall with short piers of test specimen 1
Become little, tension surrender do not occur.Intermediate row and upper row of horizontal distributing reinforcement have stretching strain peak region, steel in the right-hand member of wall limb
Muscle tension is surrendered.From the point of view of experimental phenomena, the destruction of middle shear wall upper middle position is more serious, and horizontal reinforcement, which is drawn, bends, with
Strain analysis is consistent.The middle shear wall with short piers bottom row of test specimen 1 and intermediate row horizontal distribution muscle stretching strain are larger, reinforcing bar tension
Surrender, there is strain spillover in experiment.The stretching strain of upper row of horizontal distributing reinforcement is distributed than more uniform, stretching strain very little.
3rd, batter post test result analysis
Batter post strain is analyzed, and compares test specimen 1 and test specimen 2, and the compressive strain that the right batter post of test specimen 1 indulges muscle is righter than test specimen 2 tiltedly
The compressive strain that post indulges muscle is big, and from the point of view of experimental phenomena, the compression damage degree of the right batter post of test specimen 1 is also more serious than test specimen 2.
In batter post stirrup strain analysis, reversed load loading procedure, the stirrup of the left batter post of test specimen 2 is substantially at tension shape
State, the stirrup stretching strain of batter post bottom is maximum, and tension is surrendered in the cyclic process of -4 Δ 1, the stretching strain of the stirrup at other positions
Less, surrendered without tension.Right batter post stirrup strain begins with little compressive strain, is gradually converted into stretching strain；Right batter post top
Stirrup GXR3-1 tensions in the cyclic process of -4 Δ 1 in portion are surrendered.The left batter post stirrup of test specimen 1 is based on tension, and stretching strain is little,
There is no tension surrender, the stretching strain of right batter post stirrup is also not reaching to yield strain.
4th, test specimen cracking load, yield load, ultimate load and strong flexor ratio analysis
Before on-test, the reinforcing bar used in test specimen will do material experiment, can calculate the yield strain of reinforcing bar.For examination
Part 1, the state when conversion beam strain reaches the yield strain of actual measurement is defined as the yield situation of structure.For test specimen
2, the yield situation of definition structure is that the strain of the vertical muscle of vertical distributing reinforcement or batter post of middle shear wall reaches the surrender of oneself
State during strain；The corresponding load of test specimen yield situation is the yield load of test specimen.
The test specimen bearing capacity measured value of table 4.1
As can be seen that the yield load and ultimate load of test specimen 2 and test specimen 1, the actual measurement of Opposite side loading process from table 4.1
Value is less than the measured value of positive loading procedure.Study by analysis, show that reason is：Test specimen apply forward direction push away load when,
Four piece anchor pole shareds of the load in transfer beam concrete and transfer beam, when applying reversely drawing load, load is only by anchor
Bar undertakes, and applying positive load and reversed load can not accomplish preferably full symmetric.Furthermore, test specimen is in forward direction loading, knot
There is damage inside structure, these damages can be accumulated, and in Opposite side loading, the bearing capacity of structure can decrease.
Measured value when above-mentioned reason causes the yield load and ultimate load of structure in Opposite side loading less than forward direction loading.Test specimen 1
Yield load and ultimate load will be more than test specimen 2, illustrate the bearing capacity of test specimen 1 than test specimen the last 2.
The definition of strong flexor ratio is the tensile strength measured value of reinforcing bar and the ratio of yield strength measured value, and its result can not be small
In 1.25, main purpose be in order to ensure that longitudinal reinforcement has certain ductility, after there is plastic hinge in a certain position of component,
There are enough turning power and energy dissipation capacity at plastic hinge.In this experiment, strong flexor ratio is ultimate load and the surrender lotus of test specimen
The ratio of load.Rational strong flexor ratio makes structure have certain safety stock, the energy in earthquake is sufficiently dissipated.From
As can be seen that the strong flexor ratio of two test specimens all meets the requirement of earthquake resistant code in table 4.1.The strong flexor ratio of two test specimens is more or less the same, and says
The deformability of bright two test specimen and the ability of dissipation seismic energy are close.
5th, P- Δs hysteresis loop is analyzed
P- Δ hysteresis loops are load-displacement lagging curve, and reaction is structure or component under course under cyclic loading
Load and inelastic deformation between relation, it can be very good to reflect the energy dissipation capacity of structure and anti-seismic performance.
As shown in figure 3, from figure 3, it can be seen that for test specimen 2, during positive load is applied, in the first of loading
Stage phase, concrete does not ftracture, and the deformation of test specimen is linear elasticity, and the relation of power and displacement is substantially proportional to example, and P- △ are bent
The load and displacement reacted on line (load-displacement lagging curve) is substantially in line relation, due to the anti-side rigidity of test specimen itself
Than larger, so the slope of the straight line is also than larger.Level is pushed away during load constantly increase, and concrete is cracking, test specimen
Rigidity starts reduction, and inelastic behaviour starts to have showed, and the increase of displacement will be faster than the increase of power.Reflected on P- △ curves
Power and the relation of displacement be to deviate straight line gradually, slope has reduced.Level pushes away load and continues to increase, and batter post is indulged muscle tension and bent
Clothes, load-displacement lagging curve reaches first peak point.During second forward circulation, test specimen concrete occur compared with
Many cracks, the rigidity of test specimen further declines, and it is more obvious that inelastic behaviour is showed, and reaction is bent in load-displacement lagging
When on line, slope of a curve is further reduced, and gathering way for displacement will be faster relative to gathering way for load.This circulation
Peak point be whole P- △ curves peak, that is, correspond to test specimen ultimate load.It is bent during the 3rd forward circulation
The peak point of line is begun to decline, and is illustrated during this, the bearing capacity of test specimen starts reduction.In four, the 5th cyclic processes,
Slope of a curve further declines, the inelastic deformation performance of test specimen more significantly, the bearing capacity of test specimen is further
Reduction.The feature and forward circulation that test specimen is showed during recycled back are essentially identical, show that load-displacement lagging is bent
It is curve on line relative to the basic antisymmetry of origin.It is also to occur peak point during second during recycled back, that is, reaches
Reverse ultimate load.It is more plentiful that load-displacement lagging curve is showed, and illustrates the energy dissipation capacity of test specimen than larger, antidetonation
Better performances.
As shown in figure 4, in Fig. 4 it can be seen that (abscissa represents displacement in this figure, and unit is mm；Ordinate represents lotus
Carry, unit is KN), load-displacement lagging curve of the conversion beam-ends of test specimen 1 has certain symmetry on origin.In positive lotus
Carry during applying, in the incipient stage of loading, concrete does not ftracture, test specimen performance linear elasticity feature, in load-position
Move on hysteresis loop, reaction is exerted oneself is substantially proportional to a relation with displacement.With continuing to increase for positive load, test specimen is covered with
Many cracks, test specimen constantly shows non-resilient feature, and P- △ hysteresis loops start bending, and slope diminishes, the growth speed of displacement
Degree will be faster than the growth rate of load.When muscle is indulged in conversion beam bottom starts surrender, curve reaches first peak point, curve
Ordinate is the yield load of test specimen.During second and the 3rd forward circulation, the non-resilient feature performance of test specimen
It is obvious that slope of a curve further reduces, displacement is bigger relative to the growth rate of load.In the 4th forward circulation mistake
Cheng Zhong, the peak point of curve is the peak point of curve forward circulation, and the yield load of test specimen is in the 4th forward circulation process
It is middle to occur.During the 5th forward circulation, due to the left unexpected conquassation in batter post top of test specimen, load is reduced suddenly, displacement
Increase.During recycled back, it is substantially the same during the feature and forward circulation of curve.In the cyclic processes of -4 △ 1,
The peak point that curve reaches is that the peak of whole Opposite side loading process, i.e. test specimen reach reverse yield load.In -4 △ 2
During, the unexpected conquassation of the right batter post of test specimen, load declines suddenly, and displacement increased.The P- △ hysteresis loops performance of test specimen
It is not very plentiful, due in process of the test, there is the unexpected conquassation of batter post, the anti-seismic performance of test specimen is less desirable.
6th, load-resisting capacity degradation is analyzed
On the premise of displacement amplitude is constant, with the increase of reverse cyclic loadings number of times, structural-load-carrying capacity occurs what is reduced
Phenomenon, is exactly the load-resisting capacity degradation of structure, and coefficient is typically reduced with bearing capacity come reaction structure load-resisting capacity degradation, is arranged below
Having gone out bearing capacity reduces the computational methods of coefficient.
In formula：
λi--- when displacement ductility is i, the bearing capacity reduction coefficient of structure；
--- when displacement ductility is i, the peak load of the first loaded cycle process；
--- when displacement ductility is i, the peak load of second circulation process.
Table 6.1 lists test specimen 2 and test specimen 1 in the positive peak load with recycled back loading procedure, is added by each circulation
The peak load of load process, which calculates corresponding bearing capacity, reduces coefficient as shown in table 6.2.
Peak load of the test specimen of table 6.1 in each CYCLIC LOADING process
The bearing capacity reduction coefficient of the test specimen 1 of table 6.2, each CYCLIC LOADING process of test specimen 2
All in all, with the increase of CYCLIC LOADING number of times, the bearing capacity reduction coefficient of test specimen is also reducing.Illustrate following
During ring load applies, the speed that the bearing capacity of test specimen weakens is more and more faster.
7th, elastic-plastic deformation and Ductility Analysis
An important indicator for weighing structural seismic performance is ductility, and ductility refers to after component or structure yields, with holding
Loading capability do not reduce or do not reduce substantially, the size of a kind of performance, i.e. plastic deformation ability with enough plastic deformation abilities.
When there is geological process, the good structure of ductility can effectively utilize plastic deformation ability dissipation seismic energy, therefore structure will not
Produce serious destruction.Ductility is generally expressed with displacement ductility.Displacement ductility is defined as：In formula, Δu
It is extreme displacement, ΔyIt is yield displacement.Extreme displacement takes structural bearing capacity to drop to the 85% of ultimate load in this experimentation
When corresponding displacement.Table 7.1 lists the displacement ductility of test specimen 1 and the conversion layer of test specimen 2.
The conversion layer displacement of table 7.1 and displacement ductility
As can be seen that the displacement ductility of test specimen 1 and test specimen 2 is both greater than 4.0 from table 7.1, document building is met anti-
Shake the requirement that design specification is more than 4 to structure ductility coefficient.The ductility of two test specimens is all relatively good, but the displacement Ductility of test specimen 1
Coefficient is more than test specimen 2, illustrates that the ductility of test specimen 1 is more better than test specimen 2.Two batter posts are primarily due in conversion beam span centre phase
Hand over, the vertical load handed down in the middle of direct support on shear wall, reduce the shearing effect of middle shear wall and conversion beam span centre
Should, it is improved the ductility of structure.
Table 7.2 lists conversion layer story drift numerical value.Two test specimens all meet document seismic design provision in building code to bullet
Plasticity story drift is not more than 1/50 requirement.As can be seen that the ability of elastic-plastic deformation of test specimen 1 is more than examination from table 7.2
Part 2.
The conversion layer story drift of table 7.2
8th, mechanism analysis is surrendered
In process of the test, the order of hinge is surrendered out as shown in Figure 5, Figure 6 in test specimen 1 and each position of test specimen 2.
The surrender of test specimen 1, which goes out to cut with scissors order, to be about：In the case where forward direction pushes away load action, the conversion beam bottom of right hole lower right-hand corner
Indulge muscle tension surrender (correspondence hinge 1) in portion；During reversely drawing load is applied, the conversion beam bottom at the right hole lower right corner is indulged
Muscle tension surrender (correspondence hinge 2), 2 almost symmetries of hinge 1 and hinge；During the displacement cycle of 2 Δ 1, in the middle part of middle shear wall with short piers
Horizontal distribution muscle is in span centre tension surrender in position to the right (correspondence hinge 3)；During the displacement cycle of -2 Δ 1, middle manomelia shearing
Vertical distributing reinforcement upper end, which is pressurized, on the left of wall surrenders (correspondence hinge 4)；It is vertical on the inside of right batter post upper end during the displacement cycle of -4 Δ 2
Muscle, which is pressurized, to be surrendered (correspondence hinge 5)；Vertical muscle, which is pressurized, during the displacement cycle of 5 Δ 1, on the inside of left batter post upper end surrenders (correspondence hinge 6).
Test specimen 2 is surrendered out hinge order and is about：In the case where forward direction pushes away load action, the vertical muscle of the right batter post top inner side of test specimen by
Draw surrender, test specimen forward direction surrender (correspondence hinge 1)；During reversely drawing load to apply, vertical point on the left of middle shear wall with short piers
Cloth muscle lower end tension surrender (correspondence hinge 2)；During the displacement cycle of 2 Δ 1, vertical distributing reinforcement lower end on the right side of middle shear wall with short piers
Tension surrender (correspondence hinge 3)；During the displacement cycle of -2 Δ 1, muscle tension surrender (correspondence hinge 4) is indulged in left batter post bottom；3 Δs 1
Move in cyclic process, vertical muscle tension surrender (correspondence hinge 5) at the top of conversion beam span centre；During the displacement cycle of -3 Δ 1, right hole is right
Muscle compression surrender (correspondence hinge 6) is indulged in conversion beam bottom at inferior horn；During the displacement cycle of 4 Δ 1, left hole lower right-hand corner conversion beam
Indulge muscle tension surrender (correspondence hinge 7) in bottom.In process of the test, frame-supporting column, which indulges muscle, does not have tension to surrender or compression surrender.
Find out that the surrender mechanism of test specimen 1 and test specimen 2 has relatively big difference from the appearance and evolution of two test specimen plastic hinges：
The plastic hinge of the middle shear wall of test specimen 2 mainly appears on the lower end part of wall limb, and the plastic hinge master of the middle shear wall of test specimen 1
The upper-end part of driving of wall limb is appeared in, is also what is be consistent with destructive characteristics；Two batter post tops of test specimen 1, which are pressurized, surrenders, and indulges muscle pressure
Bend, destruction is serious, and obvious compression damage does not occur in the batter post of test specimen 2.
Test and analyze and research more than, can obtain to draw a conclusion：
1st, in above-mentioned experiment, the xial feed of middle wall limb is acted on substantially all by the incoming bottom frame-supporting column of batter post, is turned
Changing the burden of beam and bean column node is significantly reduced, and the sectional dimension of conversion beam also accordingly reduces.In vertical load
Under horizontal loading collective effect, very little is destroyed at bean column node, plastic hinge does not occur, illustrate to cut using such a frame branch manomelia
Power wall transformational structure, can be effectively protected bean column node.
2nd, drawn from the experimental phenomena and final damage -form analysis of test specimen 1 and test specimen 2, when bolts of inclined column type transformational structure
When angle of inclined column changes, structural damage form also changes：Test specimen 2 announces that structure is lost with shear wall with short piers failure by shear
Effect, the unexpected conquassation in batter post top of test specimen 1 causes test specimen to fail；The destructiveness very little of the shear wall with short piers of test specimen 1, conversion beam it is broken
It is bad also not serious.Two batter posts are after the span centre of conversion beam is intersecting, and the vertical load that direct support shear wall with short piers is handed down makes
Its shearing effect is reduced, and the ductility of shear wall with short piers is improved well；Understood according to experiment when angle of inclined column is 47.7 °,
The ductility of framed short-leg shear wall is more preferably.
3rd, 2 liang of batter post intersection areas of test specimen 1 and test specimen are axle powers and shear coefficient complicated applied force region, in experiment
Batter post is indulged muscle lateral deflection and protruded, but node does not fail.The reinforcement detailing of batter post and conversion beam crossed node is strengthened to 1.5 times, herein
Stirrup density is strengthened to 2 times, encrypts stirrup, accomplishes the Aseismic Design principle of " strong node ".
4th, the comparative analysis strong flexor ratio of test specimen 1 and test specimen 2, load-displacement lagging curve, load-resisting capacity degradation performance,
Ductile performance, the anti-seismic performance of two test specimens respectively has advantage and disadvantage：The bearing capacity of test specimen 1 is quite a lot of；The deformation of test specimen 1 and test specimen 2
Ability and the ability of dissipation seismic energy are close；The ductility of test specimen 1 and test specimen 2 can meet the requirement of earthquake resistant code, test specimen 1
Displacement ductility it is bigger than test specimen 2, illustrate that the ductility of test specimen 2 is quite a lot of.
5th, the left and right wall limb destructiveness of two test specimens is all very light, and its reason is that left and right wall limb has the protective effect on the edge of a wing
Ratio of rigidity is stronger；When shear wall sets the edge of a wing, anti-seismic performance is relatively good.
Above-described is only that the general knowledge such as known concrete structure, method and characteristic exists in embodiments of the invention, scheme
This does not make excessive description.It should be pointed out that for those skilled in the art, on the premise of the inventive method is not departed from,
Several modifications and improvements can also be made, these should also be considered as protection scope of the present invention, these are all without the influence present invention
The effect and practical applicability of implementation.The scope of protection required by this application should be based on the content of the claims, explanation
Embodiment in book etc. records the content that can be used for explaining claim.
Claims (5)
1. framed short-leg shear wall construction method, comprises the following steps：A, frame-supported short-leg shear wall struucture and size design；It is b, right
Framed short-leg shear wall carries out arrangement of reinforcement；C, cast framed short-leg shear wall, it is characterised in that
The framed short-leg shear wall has foundation beam, conversion beam and transfer beam, conversion beam and biography including horizontal successively from top to bottom
Shear wall with short piers is provided between power beam, the shear wall with short piers includes left wall limb, middle wall limb, right wall limb；Foundation beam and conversion
Centre position between beam is provided with batter post；Batter post includes left batter post and right batter post, and angle of inclined column is 46-54 °, and left batter post and the right side are oblique
Post is set in "eight" shape, and the lower end of middle wall limb is corresponding with the upper end position of left batter post, right batter post on conversion beam；Foundation beam and
Two side positions between transfer beam are provided with frame-supporting column, and the frame-supporting column includes left post, right post；
The distance between the foundation beam and conversion beam are 3500-4000mm；
After the completion of step b carries out arrangement of reinforcement to framed short-leg shear wall, the reinforcement detailing of batter post and conversion beam intersecting area is added
By force to 1.5-2 times, stirrup density is strengthened to 1.5-2.5 times herein.
2. framed short-leg shear wall construction method as claimed in claim 1, it is characterised in that the angle of inclined column is 47.7 °.
3. framed short-leg shear wall construction method as claimed in claim 1, it is characterised in that the left wall limb, middle wall limb,
Right wall limb is from left to right perpendicular to conversion beam and transfer beam.
4. framed short-leg shear wall construction method as claimed in claim 1, it is characterised in that cut in step b to frame branch manomelia
Power wall is carried out after the completion of arrangement of reinforcement, the reinforcement detailing of batter post and conversion beam intersecting area is strengthened to 1.5 times, stirrup density adds herein
By force to 2 times.
5. framed short-leg shear wall construction method as claimed in claim 1, it is characterised in that the foundation beam and conversion beam it
Between distance be 3750mm.
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| CN112610030A (en) * | 2021-01-14 | 2021-04-06 | 广州城建开发投资顾问有限公司 | Shear wall structure developed by upper cover of metro vehicle section and position adjusting method thereof |
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| JP2014167208A (en) * | 2013-02-28 | 2014-09-11 | Daiwa House Industry Co Ltd | Bearing wall |
| CN105201261A (en) * | 2015-10-12 | 2015-12-30 | 中南林业科技大学 | Framed shear wall structure and designing method thereof |
| CN105672571A (en) * | 2016-03-18 | 2016-06-15 | 广西大学 | Multi-bundle-shaped ultra-high-performance concrete constraint common concrete Z-shaped column and Z-shaped short-leg shear wall |
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2017
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| JP2014167208A (en) * | 2013-02-28 | 2014-09-11 | Daiwa House Industry Co Ltd | Bearing wall |
| CN105201261A (en) * | 2015-10-12 | 2015-12-30 | 中南林业科技大学 | Framed shear wall structure and designing method thereof |
| CN105672571A (en) * | 2016-03-18 | 2016-06-15 | 广西大学 | Multi-bundle-shaped ultra-high-performance concrete constraint common concrete Z-shaped column and Z-shaped short-leg shear wall |
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| CN112610030A (en) * | 2021-01-14 | 2021-04-06 | 广州城建开发投资顾问有限公司 | Shear wall structure developed by upper cover of metro vehicle section and position adjusting method thereof |
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