CN109750748A - A kind of design of reinforced concrete structure method being directly based upon performance - Google Patents
A kind of design of reinforced concrete structure method being directly based upon performance Download PDFInfo
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- CN109750748A CN109750748A CN201811501053.6A CN201811501053A CN109750748A CN 109750748 A CN109750748 A CN 109750748A CN 201811501053 A CN201811501053 A CN 201811501053A CN 109750748 A CN109750748 A CN 109750748A
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Abstract
The invention discloses a kind of design of reinforced concrete structure methods for being directly based upon performance, by the analysis of reinforced concrete section and component level ductility, the Quantitative Calculation Method between the calculation method and ductility and the ratio of reinforcement, stirrup ratio, reinforcing bar and concrete material of component sidesway ductility has been obtained.On this basis, deformation composition of the bean column node under horizontal loads has been deconstructed, has discussed frame column respectively, the deformation of Vierendeel girder and core space influences, and the development course of beam-ends plastic hinge is considered, propose the calculation method of horizontal loads lower node sidesway ductility.Further, ductility is directly based upon in conjunction with the proposition of concrete Park-Ang damage model, the Seismic Design Method of deformation and energy-dissipating property index, it proposes bean column node and deforms ductility under geological process, deform amplitude, coupled relation between energy-dissipating property and damage criterion realizes the design of reinforced concrete structure for being directly based upon performance.
Description
Technical field
The invention belongs to design of reinforced concrete structure method and theoretical fields, are related to a kind of reinforcing bar for being directly based upon performance
Concrete structure design method.
Background technique
Currently, the current seismic design of reinforced concrete structure is to carry out Intensity Design under " small shake " effect, " big
Shake " effect is lower to carry out deformation analysis, is a kind of Seismic Design Method based on power.This method is not possible to be directly based upon structural object
Performance is designed, for example, current specifications for stratified deformation (or top displacement) design directly given limit value, not
The design formula of quantization calculates.For the requirement for meeting deformation or the performances limit value such as ductility, thus specification to structure or component about
Many limit value regulations (such as sectional reinforcement rate, stirrup ratio) are determined.But after above-mentioned implicit parameter superposition, structure or component are
It is no to meet target distortion and require to be then an extremely complex problem, it generally requires to repeat to check, and lack consistent reliable
Degree.
Therefore, in order to improve the deficiency of existing design of reinforced concrete structure method, Performance based Design Methodology theory is mentioned
Out, but at present it there is no unified design method.
Summary of the invention
Technical problem: the present invention provides a kind of design of reinforced concrete structure method for being directly based upon performance, can be realized
It is directly based upon the displacement amplitude of structure, sidesway ductility, energy-dissipating property index is designed.
Technical solution: the present invention is directed to reinforced concrete structure, passes through reinforced concrete section and component level ductility
Analysis, has obtained between the calculation method and ductility and the ratio of reinforcement, stirrup ratio, reinforcing bar and concrete material of component sidesway ductility
Correlation.And on this basis, deformation composition of the bean column node under horizontal loads has been deconstructed, has discussed frame respectively
The deformation of trestle, Vierendeel girder and core space influences, and considers the development course of beam-ends plastic hinge, proposes under horizontal loads
The calculation method of Frames Joints sidesway ductility.Later, it is directly based upon ductility in conjunction with the proposition of concrete Park-Ang damage model,
The Seismic Design Method of deformation and energy-dissipating property index proposes bean column node and deforms ductility under geological process, deforms amplitude,
Coupled relation between energy-dissipating property and damage criterion realizes the design of reinforced concrete structure method for being directly based upon performance.
The design of reinforced concrete structure method for being directly based upon performance of the invention, comprising the following steps:
Step 1 is using symmetrical reinforced concrete frame interior joint as basic unit, according to existing " the Concrete Structure Design rule
Model " (GB50010-2010) and " seismic design provision in building code " (GB50010-2010), using setting based on limit of bearing capacity
Meter method carries out Preliminary design to the interior joint, obtains Preliminary design information, including ratio of reinforcement ρ, stirrup ratio ρSVIt is equal preliminary
Design information；
Step 2 deconstructs sidesway of the symmetrical reinforced concrete frame interior joint under lateral load effect, respectively analytical framework
The elasticity and plasticity of beam column component deforms and the shear-deformable contribution to interior joint sidesway of joint cores, and obtains in described
Node sidesway ductility μΔWith frame beam column reinforced component rate, stirrup ratio, the quantitative relationship between reinforcing bar and concrete material index,
It is shown below:
Wherein, h0It is Vierendeel girder by curved effective depth of section,For frame beam-ends plastic hinge region angle of rotation, lb、Eb、IbPoint
Not Wei frame beam length, cross section equivalent elastic modulus and equivalenting inertia torque,For Vierendeel girder cross section yield curvature and
Frame column cross section yield curvature, H, L are the computation layer height and intercolumniation span of frame, hj、bjFor joint cores height and width
Degree, M+It is the beam-ends plastic hinge region moment of flexure increment for considering plastic hinge development course, numerically equal to the beam section limit is by curved carrying
The difference of power and surrender bend-carrying capacity；
The Preliminary design information that step 3 is obtained for the step 1 obtains interior joint using the quantitative relationship of step 2
Preliminary design ductility constantly adjusts Preliminary design information, and the design object for making the Preliminary design ductility of interior joint be greater than node is prolonged
Property, and using Preliminary design ductility as the practical ductility of node sidesway；
Step 4 is based on the symmetrical reinforced concrete frame interior joint target energy-dissipating property and target distortion amplitude, in conjunction with
The practical ductility of step 3 Preliminary design information adjusted and node sidesway, the damage for calculating interior joint unit according to the following formula refer to
Mark D value:
Wherein, δmFor geological process flowering structure or the maximum distortion of component, δu、δyFor Monotonic Load flowering structure or structure
The ultimate deformation and yield deformation of part, QyFor structure or the yield strength calculated value of component, ∫ dE is accumulation hysteretic energy, and β is to follow
Ring load influences no negative coefficient；
Step 5 is according to the given expected damage criterion upper limit of the significance level of the symmetrical reinforced concrete frame interior joint
[D] is compared with step 4 calculated result, if the damage criterion D value that step 4 is calculated is not more than on expected damage criterion
Limit, then it is assumed that meet design requirement, design is completed；If the damage criterion that step 4 is calculated is greater than the expected damage criterion upper limit,
Then according to the ratio of the damage criterion being calculated and the expected damage criterion upper limit, Preliminary design information, return step 3 are adjusted.
The method of the present invention need to study the design parameters joint effect flowering structures such as the ratio of reinforcement, stirrup ratio, concrete ductility or
The performance of component can make the structure of design have consistent reliability, rather than only test a performance limit value
It calculates, and can all have specific advantage in terms of reliability and applicability to avoid the process for repeating tentative calculation, in economy.
The utility model has the advantages that compared with prior art, the present invention having the advantage that
Reinforced concrete structure is designed based on performance the advantage of the invention is that realizing.The invention proposes changes
Shape ductility and accessory rate, stirrup ratio, the quantitative relationship between reinforcing bar and concrete material index are to realize color-based image retrieval
Basis.On this basis, deformation ductility has been determined in conjunction with Park-Ang Concrete Damage Model, displacement amplitude and energy-dissipating property
Coupled relation.Compared with the existing design method based on power, the present invention can make the structure of design have consistent reliability,
Rather than only a performance limit value is checked, and can to avoid the process for repeating tentative calculation, in economy, reliability and
All there is specific advantage in terms of applicability.
Detailed description of the invention
Fig. 1 is deformation signal of the symmetrical interior joint of frame under lateral load effect.
Fig. 2 is the Reinforced Concrete Design method flow signal based on performance.
Specific embodiment
Below with reference to embodiment and Figure of description, the present invention is further illustrated.
As shown in Figure 1, being deformation schematic diagram of the symmetrical interior joint of reinforced concrete frame structure under transversely acting, J0 generation
Table beam column intersection point, C1, C2 are the positions of inflection point before frame column deforms, and C3, C4 are the positions of inflection point after frame column deformation,
B1, B2 are the positions of Vierendeel girder inflection point.The layer that H represents frame is high, and L represents frame beam span, and hj represents joint cores height
Degree, bj represent the width of joint cores.Frame column at C1 by horizontal loads when, will be deformed to C3, C1 and C3 it
Between sidesway distance be exactly frame storey sidesway Δ, and Δ=Δb+Δc+Δj, wherein Δb, Δc, ΔjRespectively indicate frame
It sets a roof beam in place, frame column and core space deform the contribution to storey sidesway Δ.Current specifications is for storey sidesway Δ and sidesway ductility μΔ
There is no the calculation formula of quantization, but given elastic Deflection Bound [Δe] and plasticity Deflection Bound [Δp].In order to meet limit
The requirement of value is to by the regulation ratio of reinforcement, stirrup ratio, and the measures such as hoop reinforcement length guarantee that it is certain that frame section has
Deformability and deformation ductility.Therefore, the ratio of reinforcement, stirrup ratio, the design parameters such as reinforcing bar and concrete material and interlayer side are disclosed
Move Δ and sidesway ductility μΔRelationship, be to realize to be directly based upon frame stratified deformation and theoretical base that ductile performance is designed
Plinth.
Fig. 1 beam-column component is regarded as using joint cores as restrained boundary, in the cantilever that cantilever end is acted on by concentrated force
Component, i.e. tetra- components of J0C1, J0C2, J0B1, J0B2.The basic assumption that normal section bearing capacity is analyzed in code requirement, 1. puts down
The plane cross-section assumption strained；2. reinforcing bar uses ideal elastic-plastic constitutive model；3. concrete is using the sheet of " parabola+straight line "
Structure model, and ignore the tension effect of concrete, it can be in the hope of the Curvature Ductility and the ratio of reinforcement of beam column normal section, reinforcing bar and coagulation
The relationship of native material.On this basis it is also contemplated that the plasticity rotation of beam-ends plastic hinge section and joint cores are shear-deformable right
The sidesway of interior joint is contributed.The contribution of frame column, Vierendeel girder and joint cores to interior joint sidesway has been deconstructed as a result, and has been divided
Elasticity and plastic deformation component are not discussed.
Wherein, h0It is Vierendeel girder by curved effective depth of section,For frame beam-ends plastic hinge region angle of rotation, lb、Eb、IbPoint
Not Wei frame beam length, cross section equivalent elastic modulus and equivalenting inertia torque,For Vierendeel girder cross section yield curvature and
Frame column cross section yield curvature, H, L are the computation layer height and intercolumniation span of frame, hj、bjFor joint cores height and width
Degree, M+It is the beam-ends plastic hinge region moment of flexure increment for considering plastic hinge development course, numerically equal to the beam section limit is by curved carrying
The difference of power and surrender bend-carrying capacity, χ are plasticity distribution factor, consider that value is 0, V when node beam hinge statejFor node core
Heart district shearing, GjFor joint cores section equivalent shear modulus, for the joint cores under beam hinge state, shear-deformable institute
Accounting example very little, can ignore.
Finally obtain the Frames Joints sidesway ductility μΔWith frame beam column reinforced component rate, stirrup ratio, reinforcing bar and mixed
Quantitative relationship between solidifying soil material index, is shown below:
Using symmetrical reinforced concrete frame interior joint as basic unit, according to existing " Code for design of concrete structures "
(GB50010-2010) and " seismic design provision in building code " (GB50010-2010), using the design side based on limit of bearing capacity
Method carries out Preliminary design to the interior joint, obtains Preliminary design information, including ratio of reinforcement ρ, stirrup ratio ρSVDeng；Using above-mentioned
Quantitative relationship, obtain the Preliminary design ductility of interior joint, constantly adjust Preliminary design information, prolong the Preliminary design of interior joint
Property be greater than the design object ductility of node, and using Preliminary design ductility as the practical ductility of node sidesway.
It is the process signal for the design of reinforced concrete structure method that the present invention is directly based upon performance as shown in Figure 2.Wherein,
What Park-Ang Concrete Damage Model proposed on being fitted a large amount of test data, and concrete structure and component after shake
Lesion assessment in obtained many verifyings, reliability with higher.The classical field formalism of Park-Ang Concrete Damage Model
Are as follows:
Wherein, δmFor geological process flowering structure or the maximum distortion of component, δu、δyFor Monotonic Load flowering structure or structure
The ultimate deformation and yield deformation of part, QyFor structure or the yield strength calculated value of component, ∫ dE is accumulation hysteretic energy, and β is to follow
Ring load influences no negative coefficient, is shear span ratio λ, axial compression ratio n, tension ripping circular saw ρtWith stirrup ratio ρSVPolynomial fitting:
Wherein, 1.7 are taken when shear span ratio λ > 1.7%；0.2 is taken when axial compression ratio n > 0.2；Ratio of reinforcement ρtIt is taken when > 0.75%
0.75%；Stirrup ratio ρSVIt is respectively fitting coefficient that 2%, a, b, c, d are taken when > 2%.
The present invention innovatively damages frame joint sidesway and the theoretical calculation method of sidesway ductility and Park-Ang concrete
Wound model combines, and the model can be used for design, carry out at the beginning of design to the degree of injury of structure and component pre-
It surveys.It is as follows to rewrite classical Park-Ang Concrete Damage Model:
Wherein, μΔIt is acquired by node sidesway ductility calculation method proposed by the present invention.To when the design limit of given D value
Value, sidesway ductility limit value [μΔ], the damaged deformation δ of concrete structure and componentmAnd the combination of accumulation hysteretic energy ∫ dE can lead to
Above formula is crossed to uniquely determine.The expectation index damage upper limit [D] is given according to node significance level using following methods: (1) with reference to existing
Some building statistical damages, define the degree of injury of building and the corresponding relationship of damage criterion；(2) according to the important of building
The degree of injury that degree and earthquake fortification level etc. require definition structure to allow；(3) it is corresponded to according to the degree of injury of permission
The upper limit value of damage criterion range., damage criterion D is usually divided into following several grades:
It is given expected the damage criterion upper limit [D] according to the significance level of the symmetrical reinforced concrete frame interior joint,
It is compared with calculated result, if the damage criterion D value being calculated is not more than the expected damage criterion upper limit, then it is assumed that satisfaction is set
Meter requires, and design is completed；If the damage criterion being calculated is greater than the expected damage criterion upper limit, according to the damage being calculated
The ratio of index and the expected damage criterion upper limit, readjusts Preliminary design information, first attempts to adjustment sectional reinforcement, matches hoop,
Secondly sectional dimension is attempted, the practical ductility and damage criterion of interior joint are then calculated.
In conclusion the present invention is innovatively by frame joint sidesway and the theoretical calculation method of sidesway ductility and classics
Park-Ang Concrete Damage Model combines, and realizes the performance based seismic design based on performance.With the existing design side based on power
Method is compared, and the present invention can make the structure of design have consistent reliability, rather than only carry out to a performance limit value
Checking computations, and can all have specific advantage in terms of reliability and applicability to avoid the process for repeating tentative calculation, in economy.
Claims (6)
1. a kind of design of reinforced concrete structure method for being directly based upon performance, which is characterized in that method includes the following steps:
Step 1 is using symmetrical reinforced concrete frame interior joint as basic unit, according to current specifications, using based on bearing capacity pole
The design method of limit state carries out Preliminary design to the interior joint, obtains including ratio of reinforcement ρ, stirrup ratio ρsvPreliminary design
Information；
Step 2 deconstructs sidesway of the symmetrical reinforced concrete frame interior joint under lateral load effect, respectively analytical framework beam column
The elasticity and plasticity of component deforms and the shear-deformable contribution to interior joint sidesway of joint cores, and obtains the interior joint
Sidesway ductility μΔWith frame beam column reinforced component rate, stirrup ratio, the quantitative relationship between reinforcing bar and concrete material index is as follows
Shown in formula:
Wherein, h0It is Vierendeel girder by curved effective depth of section,For frame beam-ends plastic hinge region angle of rotation, lb、Eb、IbRespectively
Frame beam length, cross section equivalent elastic modulus and equivalenting inertia torque,For Vierendeel girder cross section yield curvature and frame
Column cross section yield curvature, H, L are the computation layer height and intercolumniation span of frame, hj、bjFor joint cores height and width, M+
Be consider plastic hinge development course beam-ends plastic hinge region moment of flexure increment, numerically equal to beam section ultimate flexural capacity and bend
Take the difference of bend-carrying capacity；
The Preliminary design information that step 3 is obtained for the step 1 obtains the preliminary of interior joint using the quantitative relationship of step 2
Ductility is designed, Preliminary design information is constantly adjusted, the Preliminary design ductility of interior joint is made to be greater than the design object ductility of node, and
Using Preliminary design ductility as the practical ductility of node sidesway；
Step 4 is based on the symmetrical reinforced concrete frame interior joint target energy-dissipating property and target distortion amplitude, in conjunction with step 3
The practical ductility of Preliminary design information adjusted and node sidesway calculates the damage criterion D value of interior joint unit according to the following formula:
Wherein, δmFor geological process flowering structure or the maximum distortion of component, δu、δyFor Monotonic Load flowering structure or component
Ultimate deformation and yield deformation, QyFor structure or the yield strength calculated value of component, ∫ dE is accumulation hysteretic energy, and β is circulation lotus
Carrying influences no negative coefficient；
Step 5 is given expected the damage criterion upper limit [D] according to the significance level of the symmetrical reinforced concrete frame interior joint, with
Step 4 calculated result compares, if the damage criterion D value that step 4 is calculated is not more than the expected damage criterion upper limit, recognizes
To meet design requirement, design is completed；If the damage criterion that step 4 is calculated is greater than the expected damage criterion upper limit, basis
The ratio of the damage criterion and the expected damage criterion upper limit that are calculated, adjusts return step 3 after Preliminary design information.
2. a kind of design of reinforced concrete structure method for being directly based upon performance according to claim 1, which is characterized in that
The elasticity and plasticity of analytical framework beam column in the step 2 deform and joint cores it is shear-deformable to interior joint sidesway
Contribution is the bullet that sidesway of the symmetrical reinforced concrete frame interior joint under lateral load effect is decomposed into frame beam column component
Property deformation, plastic deformation and joint cores shear-deformable, the wherein flexible deformation of beamAre as follows:
The plastic deformation of beamAre as follows:
The flexible deformation of column componentAre as follows:
The plastic deformation of column componentAre as follows:
The shear-deformable Δ of joint coresjAre as follows:
The then calculating of total sidesway Δ are as follows:
Wherein, χ is plasticity distribution factor, considers that value is 0, V when node beam hinge statejFor joint cores shearing, GjFor node
Core space section equivalent shear modulus.
3. a kind of design of reinforced concrete structure method for being directly based upon performance according to claim 1, which is characterized in that
Cyclic load in the step 4 influences no negative coefficient β, is shear span ratio λ, axial compression ratio n, tension ripping circular saw ρtAnd stirrup ratio
ρsvPolynomial fitting, it is as follows:
Wherein, 1.7 are taken when shear span ratio λ > 1.7%；0.2 is taken when axial compression ratio n > 0.2；Ratio of reinforcement ρt0.75% is taken when > 0.75%；
Stirrup ratio ρsvIt is respectively fitting coefficient that 2%, a, b, c, d are taken when > 2%, and e is natural constant.
4. a kind of design of reinforced concrete structure method for being directly based upon performance according to claim 1,2 or 3, feature
It is, the continuous adjustment interior joint Preliminary design information in the step 3, is in the base for guaranteeing that structural-load-carrying capacity is met the requirements
On plinth, the ratio of reinforcement, stirrup ratio, scantling or the core space of adjustment structure design use the concrete of different performance, envoy
The design ductility of point is greater than the target ductility of node.
5. a kind of design of reinforced concrete structure method for being directly based upon performance according to claim 1,2 or 3, feature
It is, the expectation index damage upper limit is given according to the node significance level in symmetrical reinforced concrete frame in the step 5
Method are as follows: (1) refer to existing building statistical damage, define the degree of injury of building and the corresponding relationship of damage criterion；
(2) degree of injury for requiring definition structure to allow according to the significance level of building and earthquake fortification level etc.；(3) according to permission
Degree of injury obtain the upper limit value of corresponding damage criterion range.
6. a kind of design of reinforced concrete structure method for being directly based upon performance according to claim 1,2 or 3, feature
It is, the current specifications in the step 1 is " Code for design of concrete structures " and GB50010-2010 of GB50010-2010
" seismic design provision in building code ".
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| CN110414066A (en) * | 2019-07-02 | 2019-11-05 | 东南大学 | Armored concrete damage model approximating method based on genetic algorithm |
| CN111539061A (en) * | 2020-06-02 | 2020-08-14 | 甘肃省建设监理有限责任公司 | Reinforcing steel bar processing method of beam column node reinforcing steel bar avoiding structure based on BIM |
| CN113076586A (en) * | 2021-04-19 | 2021-07-06 | 华南理工大学 | Anti-seismic analysis method for application performance feedforward centralized plastic hinge unit |
| CN117574522A (en) * | 2024-01-16 | 2024-02-20 | 安徽吾兴新材料有限公司 | Square column member minimum hoop matching rate calculation method based on steel fibers and high-strength longitudinal ribs |
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| CN117574522A (en) * | 2024-01-16 | 2024-02-20 | 安徽吾兴新材料有限公司 | Square column member minimum hoop matching rate calculation method based on steel fibers and high-strength longitudinal ribs |
| CN117574522B (en) * | 2024-01-16 | 2024-03-19 | 安徽吾兴新材料有限公司 | Square column member minimum hoop matching rate calculation method based on steel fibers and high-strength longitudinal ribs |
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