CN107122539A - A kind of design method based on continuous deflecting armored concrete column structure system - Google Patents
A kind of design method based on continuous deflecting armored concrete column structure system Download PDFInfo
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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
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
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- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/02—Structures consisting primarily of load-supporting, block-shaped, or slab-shaped elements
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- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
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- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
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Abstract
A kind of design method based on continuous deflecting armored concrete column structure system, according to system loading characteristic, the difference of construction simulation scheme causes the change of structural internal force in structured design process, solve such system must be using the problem of being designed be combined, while considering the economic rationality of structure design and construction scheme with arrangement and method for construction；Vertical deformation drift index is proposed, makes all kinds of member sections in system rationally economical；It is different with reference to building cover structure horizontal force size and distribution, take prestressing force steel framed concrete beam, prestressed concrete beam and normal reinforced concrete beam to solve the problems, such as horizontal force respectively, and designed according to tension and compression stress value by press-bending or stretch bending component building cover structure component.
Description
Technical field
The present invention relates to reinforced concrete structure field, in particular it relates to a kind of continuous deflecting armored concrete rod structure
The design method of system.
Background technology
With the development of Building technology, architectural image is more and more diversified, complicate, and batter post is usually by local or a large amount of
Apply in building.The application of batter post so that the loading characteristic of structural system is different from conventional structure.Batter post causes building cover structure
Horizontal force is produced, continuous deflecting armored concrete batter post slope is continually changing, and will cause the big of different layers building cover structure horizontal force
Small and distribution is different.Batter post vertical rigidity is less than under common right cylinder, vertical uniform load q, batter post and the vertical position with layer right cylinder
Moving poor size influences the stress of component, and the difference of arrangement and method for construction, it will causes the difference of this displacement difference, and then influences
Structure design.Therefore, conventional design method does not consider that work progress influences, is not suitable for continuous deflecting armored concrete rod structure
System.
The content of the invention
(1) technical problem solved：
Each layer frame column of continuous deflecting armored concrete column structure system is partly or entirely batter post, and batter post slope is not
Disconnected change.This structural system is different from conventional column structure, and the problem of having following aspects needs to solve.
1 structure design must combine arrangement and method for construction
The vertical deformation influence of continuous deflecting armored concrete column structure system be can not ignore, vertical rigidity and the sheet of batter post
Layer right cylinder or shearing wall member vertical rigidity difference are very big, batter post and right cylinder or shear wall deformation values under vertical uniform load q
There is larger difference, this displacement difference will influence size and the distribution of structural elements internal force.Structure design must take into consideration this uneven deformation
Influence to structural stress state.In work progress, especially each layer discharge time of arrangement and method for construction has influence on structure vertical deformation
Size, the difference of each layer discharge time make it that the structure vertical deformation of every layer of batter post and same layer right cylinder under Gravitative Loads are vertical
Uneven deformation is significantly different, and then influences the stress of component.According to successively construction, loaded floor by floor construction method, i.e.,
One layer of construction unloads one layer, then the second layer of constructing mode, each layer of deformation complete it is levelling after construct again upper strata, every layer of batter post with
Displacement difference with layer right cylinder is not added to upper strata, i.e., every layer of accumulative displacement difference all only includes the displacement difference of this layer.It is this to apply
Work mode is most strong to structure stress, every layer of component internal force minimum, but the construction period is oversize, and practice of construction is difficult to realize.If adopting
With the mode disposably loaded, start unloading after the completion of all floors constructions again, every layer of batter post with the displacement difference with layer right cylinder just
It can add up layer by layer, every layer of accumulative displacement difference all contains the displacement difference of each layer under it, component internal force especially top layer beam internal force
Increase a lot, be unfavorable for structure design.Therefore, the design needs of this structural system are intimately associated with arrangement and method for construction, pass through design
Calculate the stress for determining structural system under different arrangement and method for construction, and in line with structure design, the equal economical rationality of arrangement and method for construction
Principle completes structure design.
2 anti-side rigidities
Big many of the more common right cylinder of anti-side rigidity of batter post, and be continually changing with slope variation so that every layer of post of structure
The irregular change of rigidity, structure design needs constantly to adjust remaining stiffness of structural member of each layer to realize rigidity of structure reasonability.
3 vertical rigidities
Increase batter post rigidity can reduce batter post under vertical uniform load q with layer right cylinder or shear wall deformation displacement
Difference, need to propose feasible displacements limit value, realize the reasonability in each structural elements section.
4 floor levels components are designed
Under vertical uniform load q, the horizontal component of batter post axle power is necessarily balanced by horizontal floor system so that superstructure
Structure produces horizontal force, and building cover structure is no longer the flexural member on ordinary meaning, but stretch bending or bending component.Different Slope
Batter post can produce different degrees of horizontal force to superstructure, post gradient is bigger, and horizontal component is bigger.Batter post slopes inwardly, right
What upper strata superstructure was produced is pressure, and pulling force is produced to lower floor's superstructure；Conversely, batter post is outward-dipping, pulling force is produced to upper strata superstructure,
Pressure is then produced to lower floor's superstructure；For continuous deflecting batter post, the pressure of superstructure must depend on what levels batter post was produced
Horizontal force is made a concerted effort.Therefore the size and the regularity of distribution of building cover structure horizontal force are different, it is necessary to divide at different floor diverse locations
Cai Yong not rational measure solution.
The present invention proposes a kind of design method based on continuous deflecting armored concrete column structure system, it is ensured that the water of system
The global indexs such as flat rigidity, vertical rigidity, which are met, to be required, is rationally solved the problems, such as the horizontal force of building cover structure component, is made arrangement and method for construction
Difference cause the change of structural internal force to be fused in structured design process, so as to realize that structure design and construction scheme is economical
Rational target.
(2) technical scheme
In view of the above-mentioned problems, the present invention takes following design method：
1 sets up structure design model, completes to calculate.
2 adjustment models, it is ensured that structure level rigidity and vertical rigidity, which are met, to be required.Each story shear wall paper is adjusted to put, shear
Wall punches position, shear wall's thickness, adjusts each layer framework beam section, recalculates, and meets layers angle of displacement less than 1/
800, Displacement Ratio is less than 1.2；Batter post section is adjusted, the lower each layer vertical displacement of batter post of perseverance+live load effect is met and is not more than floor height
1/1000.
3 according to factors such as the age of concrete, construction technologies, under the premise of the construction period is rational, determine arrangement and method for construction and
Discharge time.It is assumed that the total number of plies of structure is m layers, when n-th layer is arrived in construction, the first layer concrete reaches permission unloading strength, now
The 1st layer of unloading is completed, that is, removes the 1st Rotating fields template.The accumulative displacement for analyzing each Rotating fields under this arrangement and method for construction is poor.Construct and arrive
N-th layer, completes the 1st layer and unloads, i.e., n-th layer of being constructed after the completion of first layer deformation, now the 2nd layer~(n-1)th layer not yet unloading becomes
Shape, therefore the displacement difference of n-th layer structure batter post and this layer of right cylinder has added up the displacement difference of the 2nd layer~n-th layer；Similarly, (n+1)th layer
The displacement difference of structure batter post and this layer of right cylinder has added up the 3rd layer~(n+1)th layer of displacement difference, by that analogy, m Rotating fields batter posts
M-n+2 layers~m layers of displacement difference is added up with the displacement difference of right cylinder.
4 design a model middle feasible simulation arrangement and method for construction, the size and the stress shape of structure of the accumulative displacement difference of arrangement and method for construction
State is closely related.
5 components are designed.Reasonable Design Method is used according to superstructure axle pulling force or axle pressure size and distribution.When superstructure axle power
For pulling force, and tension, when being less than ft, floor undertakes all pulling force by arrangement of reinforcement, and respective beam is designed according to stretch bending component；
When superstructure axle power be pulling force, and superstructure tension more than ft when, building roof beam uses prestressed steel reinforced concrete beam, concrete strength
Grade is not less than C40；When superstructure part advancing side is pressurized, building roof beam uses steel frame beam, and when axial tension is more than ft,
Also need to use prestressing force steel framed concrete beam.When superstructure axle power is pressure and floor compression is less than 0.4fc, beam is according to pressure
Curved component is designed, and floor need not be specifically designed；When superstructure axle power is that pressure and floor compression are more than or equal to
During 0.4fc, beam and plate are designed according to bending component.
6 complete structure design, analyse whether that needs are optimized, the Vierendeel girder being mainly connected according to frame column and with batter post
The ratio of reinforcement judge.If there is situations below：1. post indulges the number of components >=5 of the muscle total percentage of reinforcement more than 4%, and 2. post is indulged muscle and always matched somebody with somebody
The number of components >=1 of the muscle rate more than 5%, 3. post be more than 1.2% the number of components >=1 per side ripping circular saw, 4. beam longitudinal direction by
The number of components >=10 of the rebar ratio more than 2% are drawn, 5. beam longitudinal tensile rebar ratio is more than 2.5% the number of components >=1,
Then design and more waste, arrangement and method for construction need to be changed, put forward preceding layer and unloaded, that is, construct to (n-1)th layer, complete the 1st layer of unloading.
7 repeat the above steps 3,4,5,6, according to the arrangement and method for construction redefined, complete structure design.
(3) beneficial effect
Design method of the present invention, solving the design of continuous deflecting armored concrete column structure system must use
The problem of being designed is combined with arrangement and method for construction, while considering the economic rationality of structure design and construction scheme, is reached whole
The optimal economic effect of individual construction costs.
According to system loading characteristic, the vertical deformation drift index of proposition makes all kinds of member sections in system rationally economical.
With reference to building cover structure member stress size and characteristic distributions, different measure is taken to solve the problems, such as horizontal force respectively, it is ensured that complicated
The feasibility of node construction, meets building to floor height, the requirement of moulding.
Brief description of the drawings
Fig. 1 is continuous deflecting armored concrete 1 layer of roof construction plan of column structure system in the embodiment of the present invention；
Fig. 2 is 7. axle elevation in the embodiment of the present invention；
Fig. 3 is V-type batter post top reinforced concrete column steel frame beam node district in the embodiment of the present invention；
Fig. 4 is skeleton prestressed beams of concrete schematic diagram in the embodiment of the present invention；
Fig. 5 is the inventive method flow chart.
In each accompanying drawing：1 batter post；2V type batter posts；3 right cylinders；4 prestressing force steel framed concrete beams；5 prestressed concrete beams；6 is general
Logical reinforced beam；7 shear walls；8 reinforcing bars；9 deformed bars；10 regular reinforcements.
Embodiment
By taking certain office building as an example, the method to the present invention realizes that the design of continuous deflecting armored concrete column structure system is entered
Row is described in detail.
8 layers of office building ground, total height of structure 36m.Plane cylinder net is using laterally 8.4 meters, and depth is to 7.6~13.2 meters
Post is across form, and middle two Pin is right cylinder or shear wall, and alien invasion post is batter post, and batter post slope is continually changing, 1~4 layer of batter post to
Outer incline, 5~8 layers of batter post slope inwardly, and 1 layer of post is V-type batter post.As shown in Figure 1 and Figure 2, its design method step is as follows：
1) structure design model is set up, completes to calculate.
2) model is adjusted.Batter post anti-side rigidity is larger, and the structure transverse horizontal rigidity where batter post is more than vertical without batter post
To horizontal rigidity, adjustment shear wall disposal, the size that punches, thickness and framework beam section.Displacement structure angle maximum is 1/1152,
Displacement Ratio maximum 1.17.Perseverance+each layer displacement maximum of the lower batter post of live load effect is the 1/1250 of floor height.
3) according to construction technology and reasonable construction duration, it is determined that when construction is to the 5th layer, dismounting finishes the first Rotating fields mould
Plate.Construct to the 5th layer, complete to construct the 5th layer after the completion of the 1st layer of unloading, i.e. first layer deformation, now the 2nd layer~the 4th layer not yet
Unloading deformation, therefore the displacement difference of the 5th Rotating fields batter post and this layer of right cylinder has added up the 2nd layer~the 5th layer of displacement difference；Similarly,
The displacement difference of 6th Rotating fields batter post and this layer of right cylinder has added up the 3rd layer~the 6th layer of displacement difference, by that analogy, the 8th Rotating fields
The displacement difference of batter post and right cylinder has added up the 5th layer~the 8th layer of displacement difference.
4) design a model middle feasible simulation arrangement and method for construction, completes to calculate.
5) component is designed.Lived in 1.2 perseverances+1.4 and 1.35 perseverances+0.98 are lived under two kinds of load case envelopes, according to superstructure axle
Pulling force or axle pressure size and different designs method is respectively adopted.1 layer has V-type batter post, and middle span superstructure is pressurized, end bay
Superstructure tension.Middle bridge axle Pressure maximum value is 3231kN, and compression is more than 0.4fc, end bay beam axle pulling force maximum
3526kN, tension is more than ft, and this layer uses prestressing force steel framed concrete beam, and middle bridge plate is set by bending component
Meter.V-type batter post uses reinforced concrete column, it is to avoid it is complicated with prestressing force steel framed concrete beam crossed node area reinforcing bar, it is ensured that construction can
Row；2 layers~4 floor lid horizontal forces are pulling force, and building roof beam axle pulling force maximum is respectively 1796kN, 1220kN, 673kN,
Tension is all higher than ft, using prestressed steel reinforced concrete beam.5 floor lid horizontal forces are pulling force, building roof beam axle pulling force maximum
272kN, tension is less than ft, and using normal reinforced concrete beam, beam is designed by stretch bending component, and floor is undertaken by arrangement of reinforcement
All pulling force.6 layers~8 floor lid horizontal forces are pressure power, and building roof beam axle Pressure maximum value 766kN, compression is respectively less than
0.4fc, using normal reinforced concrete beam, beam is designed by bending component, and floor need not be specifically designed.
6) structure design is completed, analyses whether that needs are optimized.Check that arrangement of reinforcement is understood, all frame columns indulge the total arrangement of reinforcement of muscle
Rate is no more than 4%；All frame columns are per side ripping circular saw no more than 1.2%；The 6-7 layers of Vierendeel girder being connected with batter post are indulged
The number of components for being more than 2% to the tension reinforcement ratio of reinforcement is 8,8 layers of Vierendeel girder longitudinal tensile reinforcing bar arrangement of reinforcement for being connected with batter post
The number of components that rate is more than 2.5% is 4, designs uneconomical, changes arrangement and method for construction, put forward preceding layer and unloaded, i.e. construction is arrived
4th layer, complete the 1st layer of unloading.
7) repeat the above steps 3,4,5,6, according to the arrangement and method for construction redefined, complete Structure Calculation and component design,
Check that beam column Reinforcement Design is relatively reasonable, design is completed.
Claims (2)
1. a kind of design method based on continuous deflecting armored concrete column structure system, it is characterised in that：Take following design
Method：
1) structure design model is set up, completes to calculate；
2) model is adjusted, it is ensured that structure level rigidity and vertical rigidity, which are met, to be required.Adjust that each story shear wall paper is put, shear wall is opened
Hole position, shear wall's thickness, adjust each layer framework beam section, recalculate, and meet layers angle of displacement less than 1/800, position
Move than being less than 1.2；Batter post section is adjusted, the lower each layer vertical displacement of batter post of perseverance+live load effect is met and is not more than the 1/ of floor height
1000；
3) according to factors such as the age of concrete, construction technologies, under the premise of the construction period is rational, arrangement and method for construction and unloading are determined
Time.It is assumed that the total number of plies of structure is m layers, when n-th layer is arrived in construction, the first layer concrete reaches permission unloading strength, now completes
1st layer of unloading, that is, remove the 1st Rotating fields template.The accumulative displacement for analyzing each Rotating fields under this arrangement and method for construction is poor.Construct to n-th
Layer, completes the 1st layer and unloads, i.e., n-th layer of being constructed after the completion of first layer deformation, now the 2nd layer~(n-1)th layer not yet unloading deformation,
Therefore the displacement difference of n-th layer structure batter post and this layer of right cylinder has added up the displacement difference of the 2nd layer~n-th layer；Similarly, (n+1)th layer of knot
The displacement difference of structure batter post and this layer of right cylinder has added up the 3rd layer~(n+1)th layer of displacement difference, by that analogy, m Rotating fields batter post with
The displacement difference of right cylinder has added up m-n+2 layers~m layers of displacement difference；
4) design a model middle feasible simulation arrangement and method for construction, and the size of the accumulative displacement difference of arrangement and method for construction and the stress of structure are close
Cut is closed；
5) component is designed.Reasonable Design Method is used according to superstructure axle pulling force or axle pressure size and distribution.When superstructure axle power is
Pulling force, and tension be less than ft when, floor undertakes all pulling force by arrangement of reinforcement, and respective beam is designed according to stretch bending component；When
Superstructure axle power be pulling force, and superstructure tension more than ft when, building roof beam uses prestressed steel reinforced concrete beam, concrete strength etc.
Level is not less than C40；When superstructure part advancing side is pressurized, building roof beam uses steel frame beam, and when axial tension is more than ft, also
Need to use prestressing force steel framed concrete beam.When superstructure axle power is pressure and floor compression is less than 0.4fc, beam is according to press-bending
Component is designed, and floor need not be specifically designed；When superstructure axle power is pressure and floor compression is more than or equal to 0.4fc
When, beam and plate are designed according to bending component；
6) structure design is completed, analyses whether that needs are optimized, the Vierendeel girder being mainly connected according to frame column and with batter post
The ratio of reinforcement judges.If there is situations below：1. post indulges the number of components >=5 of the muscle total percentage of reinforcement more than 4%, and 2. post indulges the total arrangement of reinforcement of muscle
The number of components >=1 of the rate more than 5%, 3. post be more than 1.2% the number of components >=1 per side ripping circular saw, 4. beam longitudinal tensile
The number of components >=10 of the rebar ratio more than 2%, 5. beam longitudinal tensile rebar ratio is more than 2.5% the number of components >=1, then
Design is more wasted, and need to be changed arrangement and method for construction, be put forward preceding layer and unloaded, that is, construct to (n-1)th layer, completes the 1st layer of unloading.
7) repeat the above steps 3,4,5,6, according to the arrangement and method for construction redefined, complete structure design.
2. a kind of design method based on continuous deflecting armored concrete column structure system as claimed in claim 1, its feature
It is：Take following design method：
1) structure design model is set up, completes to calculate.
2) model is adjusted.Batter post anti-side rigidity is larger, and the structure transverse horizontal rigidity where batter post is more than longitudinal water without batter post
Flat rigidity, adjustment shear wall disposal, the size that punches, thickness and framework beam section.Displacement structure angle maximum is 1/1152, displacement
Than maximum 1.17.Perseverance+each layer displacement maximum of the lower batter post of live load effect is the 1/1250 of floor height.
3) according to construction technology and reasonable construction duration, it is determined that when construction is to the 5th layer, dismounting finishes first layer stay in place form.Apply
Work completes to construct the 5th layer after the completion of the 1st layer of unloading, i.e. first layer deformation, now the 2nd layer~the 4th layer not yet unloads to the 5th layer
Deformation, therefore the displacement difference of the 5th Rotating fields batter post and this layer of right cylinder has added up the 2nd layer~the 5th layer of displacement difference；Similarly, the 6th layer
The displacement difference of structure batter post and this layer of right cylinder has added up the 3rd layer~the 6th layer of displacement difference, by that analogy, the 8th Rotating fields batter post with
The displacement difference of right cylinder has added up the 5th layer~the 8th layer of displacement difference.
4) design a model middle feasible simulation arrangement and method for construction, completes to calculate.
5) component is designed.Lived in 1.2 perseverances+1.4 and 1.35 perseverances+0.98 are lived under two kinds of load case envelopes, according to superstructure axle pulling force
Or axle pressure size and different designs method is respectively adopted.1 layer has V-type batter post, and middle span superstructure is pressurized, end bay superstructure
Tension.Middle bridge axle Pressure maximum value is 3231kN, and compression is more than 0.4fc, end bay beam axle pulling force maximum 3526kN, draws
Stress is more than ft, and this layer uses prestressing force steel framed concrete beam, and middle bridge plate is designed by bending component.V-type batter post
Using reinforced concrete column, it is to avoid it is complicated with prestressing force steel framed concrete beam crossed node area reinforcing bar, it is ensured that construction feasibility；2 layers~4
Floor lid horizontal force is pulling force, and building roof beam axle pulling force maximum is respectively 1796kN, 1220kN, 673kN, and tension is all higher than
Ft, using prestressed steel reinforced concrete beam.5 floor lid horizontal forces are pulling force, building roof beam axle pulling force maximum 272kN, tension
Less than ft, using normal reinforced concrete beam, beam is designed by stretch bending component, and floor undertakes all pulling force by arrangement of reinforcement.6 layers
~8 floor lid horizontal forces be pressure power, building roof beam axle Pressure maximum value 766kN, compression is respectively less than 0.4fc, using ordinary steel
Concrete Beam Reinforced, beam is designed by bending component, and floor need not be specifically designed.
6) structure design is completed, analyses whether that needs are optimized.Check that arrangement of reinforcement is understood, it is equal that all frame columns indulge muscle total percentage of reinforcement
No more than 4%；All frame columns are per side ripping circular saw no more than 1.2%；6-7 layers be connected with batter post Vierendeel girders longitudinal direction by
The number of components for drawing rebar ratio to be more than 2% is 8, and 8 layers of Vierendeel girder longitudinal tensile rebar ratio being connected with batter post are big
In 2.5% the number of components be 4, design it is uneconomical, change arrangement and method for construction, put forward preceding layer and unloaded, that is, construct to the 4th
Layer, completes the 1st layer of unloading.
7) repeat the above steps 3,4,5,6, according to the arrangement and method for construction redefined, complete Structure Calculation and component design, check
Beam column Reinforcement Design is relatively reasonable, and design is completed.
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| CN107558609A (en) * | 2017-09-08 | 2018-01-09 | 中国建筑第八工程局有限公司 | Rice font stiffness rod structure and its construction method |
| CN109235898A (en) * | 2018-09-19 | 2019-01-18 | 哈尔滨工业大学建筑设计研究院 | A kind of huge space transformational structure of novel large-span prestressed rigid body and its construction method |
| CN109871600A (en) * | 2019-01-30 | 2019-06-11 | 宁波工程学院 | A kind of prefabricated prestressing without bondn shear wall structure fast optimal design method |
| CN111259477A (en) * | 2020-01-16 | 2020-06-09 | 中国中元国际工程有限公司 | Design method of atrium through layer frame column based on rigidity equivalence |
| CN114753496A (en) * | 2022-03-18 | 2022-07-15 | 广东省建筑设计研究院有限公司 | Zigzag giant column frame-core tube structure system adopting bidirectional ribbed floor system |
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