CN109344437A - Armored concrete complicated applied force reinforced component design method based on Path of Force Transfer - Google Patents
Armored concrete complicated applied force reinforced component design method based on Path of Force Transfer Download PDFInfo
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Abstract
The invention belongs to the structure-design technique fields of civil engineering, more particularly to the armored concrete complicated applied force reinforced component design method based on Path of Force Transfer, it is mainly used for not meeting the Reinforcement Design of the armored concrete complicated applied force component of plane cross-section assumption, such as deep beam, shear wall etc., the Path of Force Transfer of armored concrete complicated applied force component is obtained including (1)；(2) Reinforcement Design of component is carried out according to Path of Force Transfer；(3) reinforcing bar merger and arrangement；(4) tectonic sieving is carried out to component.The present invention carries out this idea of the Reinforcement Design of armored concrete complicated applied force component using Path of Force Transfer as starting point, Conventional wisdom design method coarse designs can be changed so that precision is lower and be based only upon test statistics so that the inadequate situation of theory support, provides one kind new technical thought to be nowadays difficult to the Reinforcement Design of the complicated applied force structural elements or new material that more accurately solve.
Description
Technical field
The invention belongs to the structure-design technique fields of civil engineering, and in particular to the armored concrete based on Path of Force Transfer
Complicated applied force reinforced component design method is mainly used for not meeting matching for the armored concrete complicated applied force component of plane cross-section assumption
Muscle design, such as deep beam, shear wall etc..
Background technique
In structure design industry in civil engineering, for the two-dimensional elements for thering is complex stress to be distributed, such as shear
Wall construction, deformation does not meet plane cross-section assumption completely, therefore is simplified to member structure to be designed to be extremely unreasonable.
About the Reinforcement Design problem of the shear wall in armored concrete complicated applied force component, China, the U.S. are to shear wall
Design philosophy it is as follows:
1) shearing is given in the 6th the second section of chapter of " Code for design of concrete structures " GB50010-2010 of China's current
The arrangement of reinforcement calculation method of wall is still that flexural member carries out eccentric tension by or eccentric compression carries out arrangement of reinforcement calculating, " high level
Building concrete structure technology regulation " the 7th chapter of JGJ3-2010 recommends the eccentric compression of rectangle, T shape and I shape shearing wall limb
Empirical method calculates the Reinforcement Design of its compressive load-carrying capacity of normal cross section, these methods are using plane cross-section assumption as base mostly
Plinth, based on experience or the semi-empirical approach for carrying out data correction to it by a series of experiments.
2) Section 11.8 of " Code for design of concrete structures " the ACI 318-14 in the U.S. and the 14th chapter also give experience
The suggestion of method, it is seen then that various countries' specification is when carrying out the Reinforcement Design of shear wall, mostly still based on plane cross-section assumption, class
It is designed than frame column, the 23rd chapter of specification, which also recommends Strut-and-tie modle to be designed, to be applied in shear walls design
Come, B area and the region D is divided into according to the loading characteristic of complicated applied force component, B area representative meets plane cross-section assumption
Region, and the region D indicates not meeting the region of plane cross-section assumption, establishes Strut-and-Tie model and carries out Reinforcement Design, but it is ignored
The reasons such as the non-linear behavior of concrete component, however it remains certain defect.
Based on plane cross-section assumption various countries specification be mostly to the Reinforcement Design of shear wall it is unreasonable, when domestic and international
After scholar recognizes this point, stress design method comes into vogue.GB50010-2010 also gives while providing empirical method
Go out the suggestion of stress design method, it is proposed that two dimension or three-dimensional massive strcuture component, when by elasticity or elastic-plastic analysis method
After obtaining the stress design Distribution value of component, can the projection according to the resultant force of principal tensile stress design value in arrangement of reinforcement direction determine arrangement of reinforcement
Amount, determines steel bar arrangement by the distributed areas of principal tensile stress；ACI 318-14 also propose the high design of wall no more than its wall by
Strut-and-Tie model design method can be used at 2 times of horizontal shear length, therefore for present technology, lacking can be right
The direct applied arrangement of reinforcement method for complicated applied force component.Nowadays shear walls design specification in various countries' is Experience Design side mostly
Method, this design method is all largely a set of theory come out by a large number of experiments and summary of experience, and this method is still
Based on plane cross-section assumption, analogy frame column is designed, this is unreasonable.
Summary of the invention
In view of the above technical problems, the present invention provides a kind of armored concrete complicated applied force component based on Path of Force Transfer and matches
Muscle design method is gone out by carrying out Reinforcement Design using the Path of Force Transfer of armored concrete complicated applied force component from Path of Force Transfer
Hair, mechanical concept is clear, is capable of the stress of accurate reflection complicated applied force component, it is more accurate to design.
The specific technical proposal is:
Armored concrete complicated applied force reinforced component design method based on Path of Force Transfer, is roughly divided into four steps:
(1) Path of Force Transfer of armored concrete complicated applied force component is obtained；
(2) the arrangement of reinforcement Preliminary design of component is carried out according to Path of Force Transfer；
(3) reinforcing bar merger and arrangement；
(4) tectonic sieving is carried out to component.
Detailed process are as follows:
(1) Path of Force Transfer for obtaining complicated applied force component, is mainly the following method:
(1.1) finite element method: the stress result that finite element analysis can be used in acquisition Path of Force Transfer first obtains,
Coordinate system is established in Fig. 1, arbitrary coordinate system direction load in the transmission channels of active position to reaction position
Load values constant；Using the tangent line and its angle of the outer contour of the Load Path on the method solving finite element cell,
Such as Fig. 2, the outer contour of entire continuous Path of Force Transfer is then acquired using streamlined impeller method；It should meet first to any side
With joint efforts it is upwards zero, then has on point E:
σnSin θ ds=τntcosds (1)
σn、τntNormal stress and tangential stress for E point in the direction x, then have σn、τntWith σx、σyAnd σxyRelationship:
σn=σxsin2θ+σycos2θ-2τxysinθcosθ (2)
τnt=(σy-σx)sinθcosθ+τxy(cos2θ-sin2θ) (3)
(1) formula is changed to
Formula (2) (3) is substituted into:
It obtains: σxtan3θ-τxytan2θ+σxtanθ-τxy=0 (4)
If
It obtains: (tan2θ+1)=0 (5) (tan θ-α)
Obtained the angle of Load Path contour line and x-axis at that time:
(1.2) evolution class optimization algorithm
Evolution algorithmic --- ESO: being that all bases for calculating class algorithms are deleted by providing certain element deletion standard
Except invalid or inefficient stress element, steps up deletion standard then to be continued to optimize, optimize after successive ignition and stop
Only, come so that structure gradually tends to optimize.
Genetic evolution optimization algorithm --- GESO: reinforcing bar and concrete separate type are established using ANSYS analysis software as tool
Model simulates reinforcing bar with Link10 unit, and Solid65 unit carrys out simulation concrete, and steps are as follows for detailed process:
A. boundary condition and its loading condition of complicated applied force component are considered to utilize ANSYS software to establish reinforcing bar and coagulation
The separated foundation of soil.
B. finite element unit lattice are divided, then assign the chromosome of a length of n of binary string for each reinforcing bar unit, in chromosome
Gene be all 1.
C. finite element analysis is carried out to structure, obtains structural response.
D. the sensitivity of reinforcing bar unit is calculated, and the size of Sensitirity va1ue is ranked up, then according to optimization aim
Its 1 gene is set to become 0 by certain probability relatively rear several units.
E. the hybridization operation that certain hybrid rate carries out entire group is selected.
F. cast out this reinforcing bar unit if gene in some corresponding chromosome of reinforcing bar unit is all 0.
G. step 3-step 6 is repeated, stops when meeting the preset suspension condition of structure or meeting expected require, obtains
Topological optimization figure is also Path of Force Transfer figure simultaneously to the end.
Bidirectional matching algorithm --- BESO: on the basis of ESO, it is inefficient or invalid to be not only only capable of deletion structure
Unit can also be in high stress unit or highly sensitive unit area adding unit, so that structure is optimal.
Incremental evolution algorithmic --- the GAESO of heredity: utilizing the principle of " survival of the fittest, the survival of the fittest ", and increasing evolution is calculated
Genetic evolution algorithm is introduced on the basis of method, establishes finite element model, division unit selectes initial configuration and constraint condition, it
Carrying out finite element analysis afterwards makes fitness higher unit nearby have the adding unit of probability, then is stepped up load, reaches pre-
Continue to be iterated until meeting the condition of convergence after constant load, so that structure is optimal.
(2) specific method of the Reinforcement Design of component is carried out according to Path of Force Transfer, and steps are as follows:
A. include compression path and tension path by the Path of Force Transfer that the first step obtains, when design, structure can be passed through
The mechanics such as mechanics solver solve software by establishing truss model, input loading condition judge Path of Force Transfer be tension or
It is pressurized, and the stress size of every Path of Force Transfer can also be obtained.
B. since Path of Force Transfer will not be regular geometric figure, it is also contemplated that the convenience and exploitativeness of construction, because
This must irregular Path of Force Transfer regularization and simplification, specifically: for every Path of Force Transfer, use one group of parallel lines
Path of Force Transfer is surrounded.Such as the result shown in Fig. 3 and Fig. 4, i.e., after GESO optimum results being arranged.
C. the arrangement result of b step is marked off individual tension or pressurized zone, the stress obtained in conjunction with step a
Size is to get the size for arriving pulling force suffered by each region or pressure；Next arrangement of reinforcement is carried out based on obtained Path of Force Transfer to set
Meter:
1. for pressurized zone: due to reinforced concrete member, concrete mainly undertakes compression, the pressure that reinforcing bar is born
Stress can be ignored, therefore should first compare this component institute's compression chord and compare with concrete crushing strength and carry out intensity
It checks:
Wherein N is pressure, and A is area of section (A is the width of this Path of Force Transfer and the product of this component thickness), fcFor
Concrete crushing strength design value；Meet above formula and shows that this scantling and strength grade of concrete selection can rationally carry out
Next step Reinforcement Design；
Along Path of Force Transfer direction: only meeting code requirement (in " Code for design of concrete structures GB50010-2012 "
8.5.1 the minimum steel ratio requirement of compression member)；Perpendicular to Path of Force Transfer direction: due to poisson effect, along power transmission road
The compressive strain in diameter direction can cause that stretching strain can be generated perpendicular to Path of Force Transfer direction, it is therefore desirable to perpendicular to Path of Force Transfer side
It constrains to configuration stirrup perpendicular to Path of Force Transfer direction, specific by the hooping bars layout specification of column, (" concrete structure is set
Count specification GB50010-2012 " in 9.3.2) carry out hooping bars layout.
2. for tensile zone: suffered tensile stress is born by reinforcing bar, method particularly includes:
N≤fyAs
The Path of Force Transfer of complicated applied force component is possible to the continuous Path of Force Transfer for occurring a section, and Path of Force Transfer two-by-two
Between junction be not easy configuration reinforcement, tension stress, such as subsequent two bridging at this moment can be resisted using steel strand wires
Shown in the application example of continuous deep beam, the specific method is as follows for Reinforcement Design:
Wherein N is pulling force, AsFor the nominal area of steel strand wires, fpyFor the tensile strength design value of prestress wire.
(3) reinforcing bar merger and arrangement: in order to enable the result arrived more easily engineer application, can carry out reinforcing bar merger,
It can skip this step if the result obtained is very regular and enter the 4) step, the specific method is as follows:
(3.1) equal strength method:
n1fy1As1≤n2fy2As2
Wherein n1、n2The quantity of reinforcing bar, f respectively before and after mergery1And fy2The Intensity Design of reinforcing bar respectively before and after merger
Value, As1And As2Respectively single steel bar area of section before and after merger.
(3.2) spacing equivalent method:
n1s1=n2s2
When spacing meets the pitch requirements in specification, s1And s2Respectively indicate the bar spacing before and after merger.Merger
Afterwards no more than bar spacing requirement maximum in specification.When two or several parallel rebar Length discrepancies, but length difference meet with
When lower condition, merger can also be carried out:
l1≥λl2
L in formula1And l2The length of most bar dowel and longest reinforcing bar respectively before merger, λ suggestion take 0.7-1.0.At this time by length
Spend l2Carry out merger.
(4) component is made to meet detailing requiments according to specification: according to " Code for design of concrete structures
GB50010-2012 ", component need to meet following requirements；
(4.1) for shear wall should double configuration distribution bar net and along two side arrangements of wall, connected using lacing wire
System, lacing wire diameter are more than or equal to 6 millimeters, and spacing is not more than 600 millimeters.
(4.2) the anchorage length requirement of reinforcing bar:
Using regular reinforcement,
lab--- the basic anchorage length of tension reinforcement；
The diameter of d --- anchor bar；
The form factor of α --- anchor bar；
The anchorage length of tension reinforcement:
la=ξalab
la--- the anchorage length of tension reinforcement；
ξa--- anchorage length correction factor presses regular reinforcement the Normalization rule of specification 8.3.2 item.
The present invention is different from the characteristics of traditional technology and advantage:
(1) method for mostly using empirical equation greatly for not meeting the complicated applied force component various countries of plane cross-section assumption, wherein
The arrangement of reinforcement of shear wall calculates or based on plane cross-section assumption, and analogy frame is calculated, and the arrangement of reinforcement of the technology of the present invention is set
Meter method is stress design method, there is enough theory supports.
(2) reinforcement design method based on empirical equation in general can be overly conservative, from engineering economy for, meeting
Increase significant component of cost, especially populous in this way in China and the present residential district structure design is with shear wall structure
Main country, such reinforcement design method increases the resource burden in China, and this technical innovation can biggish saving steel
Muscle dosage, to save a part of engineering cost.
(3) for from amechanical angle, empirical formula method difficulty gives full play to the ductility of tension reinforcement, and this technology invention the
It is primary to propose to carry out Reinforcement Design from Path of Force Transfer, by finite element method or Genetic evolution optimization algorithm obtain it is complicated by
Then entire component is marked off tensile stress region and compression region using Path of Force Transfer by the Path of Force Transfer of power component；This side
For method for traditional arrangement of reinforcement method of complicated applied force component, mechanical concept is clear, has clear and correct thinking to solve
The arrangement of reinforcement problem of such complicated applied force component for being unsatisfactory for plane cross-section assumption, gives full play in the case where guaranteeing Member Reliability Analysis
The performance of material.
The advantageous effects that the present invention generates:
(1) be put forward for the first time using Path of Force Transfer as starting point carry out armored concrete complicated applied force component Reinforcement Design this
One idea can change Conventional wisdom design method coarse designs so that precision is lower and be based only upon test statistics so that theoretical branch
Inadequate situation is supportted, is mentioned to be nowadays difficult to the Reinforcement Design of the complicated applied force structural elements or new material that more accurately solve
For a kind of new technical thought.
(2) building construction cost about 20%~40% is reduced, resource is saved.
Detailed description of the invention
Fig. 1 is structure of the invention plane load-bearing path；
Fig. 2 is invention unit plane stress；
Fig. 3 is the topological diagram that GESO of the present invention is obtained；
Fig. 4 is the result after the present invention arranges；
Fig. 5 is embodiment Continuous Deep Beam size；
Fig. 6 is the Path of Force Transfer that embodiment is obtained by GESO；
Fig. 7 is the Path of Force Transfer after embodiment arranges；
Fig. 8 is two Span Continuous Deep Beams arrangement of reinforcement of embodiment.
Specific embodiment
It is described in conjunction with the embodiments the specific technical solution of the present invention.
By taking two Span Continuous Deep Beams as an example, concrete design strength C30, elastic modulus Ec=3 × 104N/mm2, Poisson's ratio μ
=0.2, size: a length of 2000mm in section, the high 500mm in section, the wide 120mm in section, protective layer thickness take as=30mm, reinforcing bar are strong
Degree takes HRB335.It is as shown in Figure 5 to apply the concentrated force that two sizes are 500kN on continuous beam top.
1) being optimized by Genetic evolution --- GESO obtains Path of Force Transfer such as Fig. 6 of this structure, it is laggard to obtain Path of Force Transfer
Row arranges, obtained arrangement result such as Fig. 7.
2) Reinforcement Design is carried out by Path of Force Transfer, obtains final arrangement of reinforcement
According to " Code for design of concrete structures GB 50010-2010 ", deep beam should configure double layer bar, horizontal and perpendicular
It is no less than 8mm to distribution bar diameter, spacing should not exceed 200mm.In conjunction in specification to the detailing requiments of deep beam and this
Inventive technique method, the characteristics of according to Path of Force Transfer, part tensile zone uses steel strand wires, arrangement of reinforcement is finally obtained, such as Fig. 8 institute
Show, the reinforcing bar being not specified in figure is B6.
Claims (3)
1. the armored concrete complicated applied force reinforced component design method based on Path of Force Transfer, which is characterized in that including creating as follows
New step and method:
(1) it is incremented by develop based on finite element method, evolution class optimization algorithm, bidirectional matching algorithm, heredity and calculates
The Path of Force Transfer of the methods of method acquisition complicated applied force component；
(2) the mechanics limiting equilibrium based on Path of Force Transfer calculates, and carries out the arrangement of reinforcement Preliminary design of component；
(3) it based on the methods of equal strength method, spacing equivalent method and other connection merger, completes reinforcing bar merger and arranges；
(4) so that component is met detailing requiments according to specification: according to " Code for design of concrete structures GB50010-2012 ", component is needed
Meet following requirements:
A. for shear wall should double configuration distribution bar net and along two side arrangements of wall, linked using lacing wire, lacing wire
Diameter is more than or equal to 6 millimeters, and spacing is not more than 600 millimeters；
B. the anchorage length requirement of reinforcing bar:
lab--- the basic anchorage length of tension reinforcement, unit mm；
The diameter of d --- anchor bar, unit mm；
The form factor of α --- anchor bar；
The anchorage length of tension reinforcement；
la=ξalab
la--- the anchorage length of tension reinforcement, unit mm；
ξa--- anchorage length correction factor presses regular reinforcement the Normalization rule of specification 8.3.2 item.
2. the armored concrete complicated applied force reinforced component design method according to claim 1 based on Path of Force Transfer,
It is characterized in that, step (2) is as follows according to the specific innovative approach that Path of Force Transfer carries out reinforced component Preliminary design:
It (1) include compression path and tension path by the Path of Force Transfer that the first step obtains, by establishing truss model, input lotus
Carrier strip part judges that Path of Force Transfer is tension or compression, obtains the stress size of every Path of Force Transfer；
(2) irregular Path of Force Transfer regularization and simplification；
(3) the arrangement result of b step is marked off individual tension or pressurized zone, the stress obtained in conjunction with step a is big
It is small to get to the size of pulling force suffered by each region or pressure；Next Reinforcement Design is carried out based on obtained Path of Force Transfer:
A. for pressurized zone: due to reinforced concrete member, concrete mainly undertakes compression, the compression that reinforcing bar is born
It can be ignored, therefore should first compare this component institute's compression chord and compare with concrete crushing strength and carry out intensity school
Core:
Wherein N is pressure, and unit N, A are area of section, unit mm2, i.e. the width with this component thickness of this Path of Force Transfer multiply
Product, fcFor concrete crushing strength design value, unit N/mm2；Meet above formula and shows this scantling and strength grade of concrete
Selection can rationally carry out next step Reinforcement Design；
Along Path of Force Transfer direction: only meeting the minimum steel ratio requirement of the compression member of code requirement；Perpendicular to power transmission
Path direction: due to poisson effect, the compressive strain along Path of Force Transfer direction can cause that drawing can be generated perpendicular to Path of Force Transfer direction
Strain, it is therefore desirable to constrain perpendicular to Path of Force Transfer direction perpendicular to Path of Force Transfer direction configuration stirrup, specifically press
The hooping bars layout specification of column carries out hooping bars layout；
B. for tensile zone: suffered tensile stress is born by hot-rolled reinforced bar, method particularly includes:
N≤fyAs
Wherein N is pulling force, unit N, AsFor the nominal area of hot-rolled reinforced bar, unit mm2, fyIt is for the tensile strength of hot-rolled reinforced bar
Yield strength design value, unit N/mm2；
The Path of Force Transfer of complicated applied force component is possible to the continuous Path of Force Transfer for occurring a section, and two-by-two between Path of Force Transfer
Junction be not easy configuration reinforcement, tension stress at this moment can be resisted using steel strand wires, the specific method of Reinforcement Design is such as
Under:
Wherein N is pulling force, unit N, AsFor the nominal area of steel strand wires, unit mm2, fpyFor the tensile strength of prestress wire
Design value, unit N/mm2。
3. the armored concrete complicated applied force reinforced component design method according to claim 1 based on Path of Force Transfer,
It is characterized in that, step (3) reinforcing bar merger and the specific innovative approach of arrangement are as follows:
(1) equal strength method:
n1fy1As1≤n2fy2As2
Wherein n1、n2The quantity of reinforcing bar, f respectively before and after mergery1And fy2The strength failure criterion of reinforcing bar, single respectively before and after merger
Position N/mm2, As1And As2Respectively single steel bar area of section before and after merger, unit mm2；
(2) spacing equivalent method:
n1s1=n2s2
When spacing meets the pitch requirements in specification, s1And s2Respectively indicate the bar spacing before and after merger, unit mm,
No more than bar spacing requirement maximum in specification after merger；
When two or several parallel rebar Length discrepancies, but when length difference meets the following conditions, merger can also be carried out:
l1≥λl2
L in formula1And l2The length of most bar dowel and longest reinforcing bar respectively before merger, unit mm, λ take 0.7-1.0, at this time by length
Spend l2Carry out merger.
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| CN111523162A (en) * | 2020-03-13 | 2020-08-11 | 湖南科技大学 | Deep beam separated reinforcement multi-target topology design method based on two extreme states |
| CN111523162B (en) * | 2020-03-13 | 2021-04-13 | 湖南科技大学 | Deep beam separated reinforcement multi-target topology design method based on two extreme states |
| CN111985024A (en) * | 2020-07-17 | 2020-11-24 | 广东众图互联网工程设计有限公司 | Method and device for adjusting members of building structure and electronic equipment |
| CN113011059B (en) * | 2021-02-26 | 2021-10-22 | 湖南科技大学 | Prestressed steel beam topology optimization design method for prestressed small box girder bridge |
| CN113011059A (en) * | 2021-02-26 | 2021-06-22 | 湖南科技大学 | Prestressed steel beam topology optimization design method for prestressed small box girder bridge |
| CN113481778A (en) * | 2021-05-31 | 2021-10-08 | 东南大学 | Pile-supported embankment multi-layer reinforcement body reinforcing technology based on numerical simulation |
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| CN114547758A (en) * | 2022-03-18 | 2022-05-27 | 湖北省工业建筑集团有限公司 | Calculation method for exposed steel column hinged column base |
| CN116356667A (en) * | 2023-03-22 | 2023-06-30 | 安徽省交通控股集团有限公司 | Structural web and shear design method thereof |
| CN116356667B (en) * | 2023-03-22 | 2023-10-20 | 安徽省交通控股集团有限公司 | Structural web and shear design method thereof |
| CN116837667A (en) * | 2023-05-30 | 2023-10-03 | 安徽省交通规划设计研究总院股份有限公司 | Track bridge structure capable of being quickly constructed and composite connecting tenon reinforcement calculation method |
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