CN107122539B - 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
- Publication number
- CN107122539B CN107122539B CN201710272054.7A CN201710272054A CN107122539B CN 107122539 B CN107122539 B CN 107122539B CN 201710272054 A CN201710272054 A CN 201710272054A CN 107122539 B CN107122539 B CN 107122539B
- Authority
- CN
- China
- Prior art keywords
- layer
- construction
- batter post
- design
- arrangement
- 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.)
- Active
Links
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
-
- 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
-
- 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
- E04B1/02—Structures consisting primarily of load-supporting, block-shaped, or slab-shaped elements
- E04B1/04—Structures consisting primarily of load-supporting, block-shaped, or slab-shaped elements the elements consisting of concrete, e.g. reinforced concrete, or other stone-like material
-
- 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
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
-
- 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
- E04B2001/0053—Buildings characterised by their shape or layout grid
- E04B2001/0061—Buildings with substantially curved horizontal cross-section, e.g. circular
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Architecture (AREA)
- Geometry (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Theoretical Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Computer Hardware Design (AREA)
- Electromagnetism (AREA)
- General Engineering & Computer Science (AREA)
- Evolutionary Computation (AREA)
- Computational Mathematics (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Rod-Shaped Construction Members (AREA)
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 variation of structural internal force in structured design process, it solves the problems, such as that such system must be used to be designed in conjunction with arrangement and method for construction, while considering the economic rationality of structure design and construction scheme；Vertical deformation drift index is proposed, keeps all kinds of member sections in system rationally economical；It is different in conjunction with 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 by press-bending or stretch bending component according to tension and compression stress value building cover structure component.
Description
Technical field
The present invention relates to reinforced concrete structure fields, and in particular, to a kind of continuous deflecting armored concrete rod structure
The design method of system.
Background technique
With the development of Building technology, architectural image is more and more diversified, complicates, and batter post is usually by local or a large amount of
It applies 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 generated, continuous deflecting armored concrete batter post slope constantly changes, 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 common right cylinder, under vertical uniform load q, the vertical position of batter post and same 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.
Summary of the invention
(1) the technical issues of solving:
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 variation.This structural system is different from conventional column structure, has problem following aspects to need to solve.
The design of 1 structure must combine arrangement and method for construction
The vertical deformation influence of continuous deflecting armored concrete column structure system be can not ignore, the vertical rigidity and 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 affect the size and distribution of structural elements internal force.This uneven deformation must be taken into consideration in structure design
Influence to structural stress state.In work progress, especially each layer discharge time of arrangement and method for construction influences structure vertical deformation
Size, the difference of each layer discharge time makes the structure vertical deformation of every layer of batter post and same layer right cylinder under Gravitative Loads vertical
Uneven deformation is significantly different, and then influences the stress of component.According to layer-by-layer construction, the construction method of loaded floor by floor, i.e.,
Construct one layer and unload one layer, then the mode for the second layer of constructing, each layer of deformation complete it is levelling after construct again upper layer, every layer of batter post with
The displacement difference of same layer right cylinder is not added to upper layer, 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 too long, and practice of construction is difficult to realize.If adopting
With the mode disposably loaded, start to unload again after the completion of all floor constructions, the displacement difference of every layer of batter post and same layer right cylinder is 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
It increases very much, is 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 different arrangement and method for construction flowering structure systems, 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 more of the more common right cylinder of the anti-side rigidity of batter post, and constantly change with slope variation, so that every layer of column of structure
The irregular variation 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
Increasing batter post rigidity can reduce batter post and same layer right cylinder or shear wall deformation displacement under vertical uniform load q
Difference need to propose feasible displacements limit value, realize the reasonability in each structural elements section.
The design of 4 floor levels components
Under vertical uniform load q, the horizontal component of batter post axle power is necessarily balanced by horizontal floor system, so that superstructure
Structure generates 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 different degrees of horizontal force can be generated to superstructure, column gradient is bigger, and horizontal component is bigger.Batter post slopes inwardly, right
What upper layer superstructure generated is pressure, generates pulling force to lower layer's superstructure；Conversely, batter post is inclined outwardly, pulling force is generated to upper layer superstructure,
Pressure is then generated to lower layer's superstructure；For continuous deflecting batter post, the pressure of superstructure must depend on what upper and lower level batter post generated
Horizontal force resultant force.Therefore the size and the regularity of distribution of building cover structure horizontal force are different at different floor different locations, need point
It Cai Yong not reasonable measure solution.
The present invention proposes a kind of design method based on continuous deflecting armored concrete column structure system, the water of guarantee system
The global indexes such as flat rigidity, vertical rigidity are met the requirements, and are rationally solved the problems, such as the horizontal force of building cover structure component, are made arrangement and method for construction
Difference cause the variation of structural internal force to be fused in structured design process, to realize that structure design and construction scheme is economical
Reasonable target.
(2) technical solution
In view of the above-mentioned problems, the present invention takes following design method:
1 establishes structure design model, completes to calculate.
2 adjustment models, guarantee that structure level rigidity and vertical rigidity are met the requirements.Each story shear wall paper is adjusted to set, shear
Wall punches position, shear wall's thickness, adjusts each layer frame beam section, recalculates, meets layers angle of displacement less than 1/
800, Displacement Ratio is less than 1.2；Batter post section is adjusted, meets perseverance+live load and acts on lower each layer vertical displacement of batter post no more than layer height
1/1000.
3 according to factors such as the age of concrete, construction technologies, under the premise of the construction period is reasonable, 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, at this time
The 1st layer of unloading is completed, that is, removes the 1st layer of stay in place form.The accumulative displacement for analyzing each layer structure under this arrangement and method for construction is poor.It constructs and arrives
N-th layer completes the 1st layer of unloading, i.e., n-th layer of constructing after the completion of first layer deformation, the 2nd layer~(n-1)th layer not yet unloading becomes at this time
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, and so on, m layers of structure batter post
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 of the accumulative displacement difference of arrangement and method for construction and the stress shape of structure
State is closely related.
The design of 5 components.Reasonable Design Method is used according to superstructure axis pulling force or axis pressure size and distribution.When superstructure axle power
For pulling force, and when tensile stress is 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 is pulling force, and superstructure tensile stress is more than ft, 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 greater than ft,
It also needs using 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 does not need to be specifically designed；When superstructure axle power is pressure and floor compression is more than or equal to
When 0.4fc, beam and plate are designed according to bending component.
6 complete structure design, analyse whether to need to optimize, mainly according to frame column and the Vierendeel girder being connected with batter post
The ratio of reinforcement judgement.Following situations if it exists: 1. column indulges the number of components >=5 that muscle total percentage of reinforcement is more than 4%, and 2. the vertical muscle of column is always matched
Muscle rate is more than 5% the number of components >=1, and 3. the every side ripping circular saw of column is greater than 1.2% the number of components >=1,4. beam it is longitudinal by
Drawing rebar ratio is more than 2% the number of components >=10, and 5. beam longitudinal tensile rebar ratio is more than 2.5% the number of components >=1,
It then designs and more wastes, arrangement and method for construction need to be changed, propose preceding layer and unloaded, is i.e. construction completes the 1st layer of unloading to (n-1)th layer.
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, the design for solving continuous deflecting armored concrete column structure system must use
The problem of being designed in conjunction with arrangement and method for construction, while the economic rationality of structure design and construction scheme is considered, reach whole
The optimal economic effect of a project cost.
According to system loading characteristic, the vertical deformation drift index of proposition keeps all kinds of member sections in system rationally economical.
It in conjunction with building cover structure member stress size and characteristic distributions, takes different measure to solve the problems, such as horizontal force respectively, ensure that complexity
The feasibility of node construction meets building high, moulding requirement to layer.
Detailed description of the invention
Fig. 1 is continuous deflecting armored concrete 1 layer of roof construction plan view of column structure system in the embodiment of the present invention；
Fig. 2 is 7. axis elevation in the embodiment of the present invention；
Fig. 3 is V-type batter post top reinforced concrete column reinforcing bar girder connection area 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 method for the present invention flow chart.
In each attached drawing: 1 batter post；2V type batter post；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.
Specific embodiment
By taking certain office building as an example, to method of the invention realize the design of continuous deflecting armored concrete column structure system into
Row is described in detail.
8 layers on the ground of the office building, total height of structure 36m.Plane cylinder net is using laterally 8.4 meters, and depth is to 7.6~13.2 meters
For column across form, two Pin of centre are right cylinder or shear wall, and alien invasion column is batter post, and batter post slope constantly changes, 1~4 layer of batter post to
Outer incline, 5~8 layers of batter post slope inwardly, and 1 layer of column is V-type batter post.As shown in Figure 1 and Figure 2, steps are as follows for design method:
1) structure design model is established, completes to calculate.
2) model is adjusted.Batter post anti-side rigidity is larger, and transversely and horizontally rigidity is greater than indulging without batter post to the structure where batter post
To horizontal rigidity, shear wall disposal, the size that punches, thickness and frame beam section are adjusted.Displacement structure angle maximum value is 1/1152,
Displacement Ratio maximum value 1.17.It is high 1/1250 of layer that perseverance+live load, which acts on each layer displacement maximum value of lower batter post,.
3) according to construction technology and reasonable construction duration, when determining construction to the 5th layer, dismounting finishes first layer structure mould
Plate.It constructs to the 5th layer, completes the 1st layer of unloading, i.e. the 5th layer of construction after the completion of first layer deformation, the 2nd layer at this time~the 4th layer not yet
Unloading deformation, therefore the displacement difference of the 5th layer of structure 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 layer of structure batter post and this layer of right cylinder has added up the 3rd layer~the 6th layer of displacement difference, and so on, the 8th layer of structure
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 designs.It lives in 1.2 perseverances+1.4 and 1.35 perseverances+0.98 is lived under two kinds of load case envelopes, according to superstructure axis
Pulling force or axis pressure size and different designs method is respectively adopted.1 layer there are V-type batter post, middle span superstructures to be pressurized, end bay
Superstructure tension.Intermediate bridge axis Pressure maximum value is 3231kN, and compression is greater than 0.4fc, end bay beam axis pulling force maximum value
3526kN, tensile stress are greater than ft, this layer uses prestressing force steel framed concrete beam, and intermediate bridge plate is set by bending component
Meter.V-type batter post uses reinforced concrete column, avoids itself and prestressing force steel framed concrete beam crossed node area reinforcing bar complexity, guarantees that construction can
Row；2 layers~4 floor lid horizontal forces are pulling force, and building roof beam axis pulling force maximum value is respectively 1796kN, 1220kN, 673kN,
Tensile stress is all larger than ft, using prestressed steel reinforced concrete beam.5 floor lid horizontal forces are pulling force, building roof beam axis pulling force maximum value
272kN, tensile stress are 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 axis Pressure maximum value 766kN, compression is respectively less than
0.4fc, using normal reinforced concrete beam, beam is designed by bending component, and floor does not need to be specifically designed.
6) structure design is completed, analyses whether to need to optimize.Arrangement of reinforcement is checked it is found that all frame columns indulge the total arrangement of reinforcement of muscle
Rate is no more than 4%；All every side ripping circular saws of frame column are no more than 1.2%；The 6-7 layers of Vierendeel girder being connected with batter post are vertical
The number of components to the tension reinforcement ratio of reinforcement greater than 2% is 8,8 layers of Vierendeel girder longitudinal tensile reinforcing bar arrangement of reinforcement being connected with batter post
The number of components of rate greater than 2.5% is 4, and design is uneconomical, changes arrangement and method for construction, proposes preceding layer and unloaded, i.e. construction is arrived
4th layer, complete the 1st layer of unloading.
7) it repeats the above steps 3,4,5,6, according to the arrangement and method for construction redefined, completes 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 established, completes to calculate；
(2) model is adjusted, guarantees that structure level rigidity and vertical rigidity are met the requirements；Adjust each story shear wall paper set, shear wall
Punch position, shear wall's thickness, adjusts each layer frame 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, meets perseverance+live load and acts on 1/ high no more than layer of lower each layer vertical displacement of batter post
1000；
(3) according to the age of concrete, construction technology, under the premise of the construction period is reasonable, arrangement and method for construction and discharge time are determined；
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, completes the 1st layer at this time
The 1st layer of stay in place form is removed in unloading；The accumulative displacement for analyzing each layer structure under this arrangement and method for construction is poor；It constructs to n-th layer, it is complete
It is unloaded at the 1st layer, i.e., n-th layer of constructing after the completion of first layer deformation, the 2nd layer ~ (n-1)th layer not yet unloading deformation at this time, therefore n-th
The displacement difference of 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 structure batter post with
The displacement difference of this layer of right cylinder has added up the 3rd layer ~ (n+1)th layer of displacement difference, and so on, the position of m layers of structure batter post and right cylinder
Move the displacement difference that difference has added up m-n+2 layers ~ m layers；
(4) design a model middle feasible simulation arrangement and method for construction, the size of the accumulative displacement difference of arrangement and method for construction and the stress of structure
It is closely related；
(5) component designs；Reasonable Design Method is used according to superstructure axis pulling force or axis pressure size and distribution；When superstructure axle power is
Pulling force, and tensile stress 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 is pulling force, and when superstructure tensile stress is more than ft, and building roof beam is using prestressed steel reinforced concrete beam, concrete strength etc.
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 greater than ft, also
It needs using 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 does not need to 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 to need to optimize, according to frame column and the arrangement of reinforcement for the Vierendeel girder being connected with batter post
Rate judgement；Following situations if it exists: 1. column indulges the number of components >=5 that muscle total percentage of reinforcement is more than 4%, and 2. column is indulged muscle total percentage of reinforcement and surpassed
5% the number of components >=1 is crossed, 3. the every side ripping circular saw of column is greater than 1.2% the number of components >=1, and 4. beam longitudinal tensile reinforcing bar is matched
Muscle rate is more than 2% the number of components >=10, and 5. beam longitudinal tensile rebar ratio is more than 2.5% the number of components >=1, then designs more
Waste, need to change arrangement and method for construction, propose preceding layer and unloaded, i.e. construction completes the 1st layer of unloading to (n-1)th layer；
(7) it repeats the above steps 3,4,5,6, according to the arrangement and method for construction redefined, completes structure design.
2. a kind of design method based on continuous deflecting armored concrete column structure system as described in claim 1, feature
It is: takes following design method:
(1) structure design model is established, completes to calculate；
(2) model is adjusted；Batter post anti-side rigidity is larger, and transversely and horizontally rigidity is greater than longitudinal water without batter post to the structure where batter post
Flat rigidity, adjustment shear wall disposal, the size that punches, thickness and frame beam section；Displacement structure angle maximum value is 1/1152, displacement
Than maximum value 1.17；It is high 1/1250 of layer that perseverance+live load, which acts on each layer displacement maximum value of lower batter post,；
(3) according to construction technology and reasonable construction duration, when determining construction to the 5th layer, dismounting finishes first layer stay in place form；It applies
Work completes the 1st layer of unloading, i.e. the 5th layer of construction after the completion of first layer deformation to the 5th layer, and the 2nd layer at this time ~ the 4th layer not yet unloading becomes
Shape, therefore the displacement difference of the 5th layer of structure batter post and this layer of right cylinder has added up the 2nd layer ~ the 5th layer of displacement difference；Similarly, the 6th layer of knot
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, and so on, the 8th layer of structure batter post and straight
The displacement difference of column 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 designs；It lives in 1.2 perseverances+1.4 and 1.35 perseverances+0.98 is lived under two kinds of load case envelopes, according to superstructure axis pulling force
Or axis pressure size and different designs method is respectively adopted；1 layer there are V-type batter post, middle span superstructures to be pressurized, end bay superstructure
Tension；Intermediate bridge axis Pressure maximum value is 3231 kN, and compression is greater than 0.4 fc, end bay beam axis pulling force maximum value 3526kN,
Tensile stress is greater than ft, this layer uses prestressing force steel framed concrete beam, and intermediate bridge plate is designed by bending component；V-type is oblique
Column uses reinforced concrete column, avoids itself and prestressing force steel framed concrete beam crossed node area reinforcing bar complexity, guarantees construction feasibility；2 layers ~
4 floor lid horizontal forces are pulling force, and building roof beam axis pulling force maximum value is respectively 1796 kN, 1220 kN, 673kN, and tensile stress is equal
Greater than ft, using prestressed steel reinforced concrete beam；5 floor lid horizontal forces are pulling force, and 272 kN of building roof beam axis pulling force maximum value is drawn
Stress is less than ft, and using normal reinforced concrete beam, beam is designed by stretch bending component, and floor undertakes all drawings by arrangement of reinforcement
Power；6 layers ~ 8 floor lid horizontal forces are pressure, and building roof beam axis Pressure maximum value 766kN, compression is respectively less than 0.4fc, using common
Reinforced beam, beam are designed by bending component, and floor does not need to be specifically designed；
(6) structure design is completed, analyses whether to need to optimize；Arrangement of reinforcement is checked it is found that all frame columns indulge muscle total percentage of reinforcement
No more than 4%；All every side ripping circular saws of frame column are no more than 1.2%；The 6-7 layers of Vierendeel girder that is connected with batter post it is longitudinal by
Drawing the number of components of rebar ratio greater than 2% is 8, and 8 layers of Vierendeel girder longitudinal tensile rebar ratio being connected with batter post are greater than
2.5% the number of components is 4, designs uneconomical, change arrangement and method for construction, proposes preceding layer and unloaded, that is, constructs to the 4th layer, complete
It is unloaded at the 1st layer；
(7) it repeats the above steps 3,4,5,6, according to the arrangement and method for construction redefined, completes Structure Calculation and component design, check
Beam column Reinforcement Design is relatively reasonable, and design is completed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710272054.7A CN107122539B (en) | 2017-04-24 | 2017-04-24 | A kind of design method based on continuous deflecting armored concrete column structure system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710272054.7A CN107122539B (en) | 2017-04-24 | 2017-04-24 | A kind of design method based on continuous deflecting armored concrete column structure system |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107122539A CN107122539A (en) | 2017-09-01 |
| CN107122539B true CN107122539B (en) | 2019-09-03 |
Family
ID=59724890
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710272054.7A Active CN107122539B (en) | 2017-04-24 | 2017-04-24 | A kind of design method based on continuous deflecting armored concrete column structure system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107122539B (en) |
Families Citing this family (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107558609B (en) * | 2017-09-08 | 2020-08-04 | 中国建筑第八工程局有限公司 | Mi-shaped stiff column structure and construction method thereof |
| CN109235898B (en) * | 2018-09-19 | 2020-09-29 | 哈尔滨工业大学建筑设计研究院 | Large-span prestress rigid body giant space conversion structure and construction method thereof |
| 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 |
| CN111259477B (en) * | 2020-01-16 | 2023-07-25 | 中国中元国际工程有限公司 | Atrium layering frame column design method based on rigidity equivalence |
| CN114753496B (en) * | 2022-03-18 | 2023-09-22 | 广东省建筑设计研究院有限公司 | Zigzag giant column frame-core tube structure system adopting bidirectional dense rib building cover |
| CN115795608B (en) * | 2022-11-24 | 2023-09-26 | 清华大学 | Intelligent structure design method and system based on building roof physical analysis model embedding |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103669868A (en) * | 2013-12-30 | 2014-03-26 | 中国建筑第八工程局有限公司 | Recursive flow process construction method for ultra-long concrete floor structure |
| US9009011B2 (en) * | 2009-12-18 | 2015-04-14 | Patco, Inc. | Integrated construction platform |
| CN105868477A (en) * | 2016-03-31 | 2016-08-17 | 同济大学建筑设计研究院(集团)有限公司 | Structure seismic sensitivity optimization method based on story drift angle constraint |
| CN106245852A (en) * | 2016-09-24 | 2016-12-21 | 龙元建设集团股份有限公司 | Abnormity concrete counterfort reinforcing bar localization method |
| CN106339558A (en) * | 2016-08-30 | 2017-01-18 | 江苏国泰新点软件有限公司 | Inspection method and device of building model |
| CN106372324A (en) * | 2016-08-31 | 2017-02-01 | 同济大学建筑设计研究院(集团)有限公司 | Structural seismic sensitivity optimizing method based on seismic shear coefficient constraint |
-
2017
- 2017-04-24 CN CN201710272054.7A patent/CN107122539B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US9009011B2 (en) * | 2009-12-18 | 2015-04-14 | Patco, Inc. | Integrated construction platform |
| CN103669868A (en) * | 2013-12-30 | 2014-03-26 | 中国建筑第八工程局有限公司 | Recursive flow process construction method for ultra-long concrete floor structure |
| CN105868477A (en) * | 2016-03-31 | 2016-08-17 | 同济大学建筑设计研究院(集团)有限公司 | Structure seismic sensitivity optimization method based on story drift angle constraint |
| CN106339558A (en) * | 2016-08-30 | 2017-01-18 | 江苏国泰新点软件有限公司 | Inspection method and device of building model |
| CN106372324A (en) * | 2016-08-31 | 2017-02-01 | 同济大学建筑设计研究院(集团)有限公司 | Structural seismic sensitivity optimizing method based on seismic shear coefficient constraint |
| CN106245852A (en) * | 2016-09-24 | 2016-12-21 | 龙元建设集团股份有限公司 | Abnormity concrete counterfort reinforcing bar localization method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107122539A (en) | 2017-09-01 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107122539B (en) | A kind of design method based on continuous deflecting armored concrete column structure system | |
| CN111455859A (en) | Construction method for bracket of No. 0 and No. 1 steel bridge with high piers and continuous steel structure | |
| CN105821750B (en) | A kind of precast prestressed T plate and its application method | |
| CN111576231B (en) | Optimization design method for layered pouring concrete beam of upper bracket of soft foundation | |
| CN106835926A (en) | A kind of small side main span is than prestressed concrete continuous beam and its construction method | |
| CN111560856B (en) | Construction method for layering pouring concrete beam on soft soil foundation | |
| CN104408245A (en) | Bearing capacity design method for prestressed concrete structure | |
| El-Helou et al. | The ultra girder: A design concept for a 300-foot single span prestressed ultra-high performance concrete bridge girder | |
| CN113515872A (en) | Large-span prestressed steel truss structure safety control method considering construction stress | |
| CN106012791B (en) | Three across the antinode steel concretes of work beam shear wave three combine T-shaped continuous beam | |
| CN109137760A (en) | The active reinforcement means of multispan normal reinforced concrete beam bridge | |
| CN111797449B (en) | Method for judging reasonable height of layered pouring concrete beam | |
| CN106382017A (en) | Externally bonded pre-tensioned FRP (Fiber Reinforced Plastic) reinforcement beam and plate or combined structure thereof | |
| Kim et al. | A steel-reinforced hybrid GFRP deck panel for temporary bridges | |
| CN111625895A (en) | Stress safety judgment method for concrete beam with unevenly settled support | |
| Magade et al. | Comparison of moments for pile-cap design | |
| CN111563344B (en) | Method for safely judging stress of first-layer beam of layered casting concrete | |
| CN203729211U (en) | Suspension type curved bridge panel cast-in-situ formwork | |
| CN111783189B (en) | Method for judging reasonable bracket height of layered pouring concrete | |
| Gou et al. | Arch-to-beam rigidity analysis for V-shaped rigid frame composite arch bridges | |
| CN101798856A (en) | Steel-concrete combined beam and construction method thereof | |
| CN109024233A (en) | Get higher the construction method of the Long span Wavelike steel webplate composite beam bridge of back boxing concrete | |
| Repapis et al. | Evaluation of the seismic performance of existing rc buildings i: Suggested methodology | |
| CN109112946B (en) | Construction method of steel truss-corrugated steel web large-span combined beam bridge | |
| Kim et al. | Structural behavior of a continuous composite truss with a composite bottom chord |
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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |